HomeMy WebLinkAbout6148-6178 Daerr Ridge St (2)®EM�GaE"EPED L1S Double 16" BCI® 4500s-1.8 PASSED
1st FloorTloor Joists\FJ1(i1553) (Floor Joist)
BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13
Build 8548
Job name: File name: TTH1-9.mmdl
Address: Description: 1st Floor\Floor Joists\FJ1(i1553)
City, State, Zip: Specifier:
Customer: Designer:
Code reports: ESR-1336 Company:
61
19-05-12
Total Horizontal Product Length = 19-05-12
62
Reaction Summary (Down / Uplift) (Ibs)
Bearing Live Dead
Snow
Wind
Roof Live
B1, 2-3/8" 854 / 0 213 / 0
B2, 2-3/8" 1122 / 0 280 / 0
Load Summary
Live Dead
Snow Wind Roof OCS
Live
Tag Description Load Type Ref.
Start End
Loc. 100% 90%
115% 160% 125%
1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L
00-00-00 19-05-12
Top 41 10
n\a
View Fill)
2 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L
00-00-00 15-10-10
Top 39 10
n\a
View Fill)
3 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L
16-00-06 19-05-12
Top 41 10
n\a
View Fill)
4 FJ2(i1526) Conc. Pt. (Ibs) L
15-10-10 15-10-10
Top 417 104
n\a
Hole Summary Description
Center Elevation Ref. Height Width
Shape Orientation
H01
08-00-00 8" L
12"
Circular Horizontal
H02
12-00-00 8" L
12"
Circular Horizontal
Controls Summary Value %Allowable Duration
Case Location
Pos. Moment 5551 ft-Ibs 67.9%
100%
1 10-0774
End Reaction 1402 Ibs 59.4%
100%
1 19-05-12
End Shear 1382 Ibs 35.0%
100%
1 19-03-06
Hole #1 Shear 396 Ibs 36.1 %
100%
3 08-00-00
Hole #2 Shear 320 Ibs 29.1 %
100%
4 12-00-00
Total Load Deflection L/694 (0.332") 34.6%
n\a
1 10-00-00
Live Load Deflection L/868 (0.266") 55.3%
n\a
6 10-00-00
Max Defl. 0.332" 33.2%
n\a
1 10-00-00
Span / Depth 14.4
Hole Location Valid
% Allow % Allow
Bearing Supports Dim. (LxW) Value
Support Member
Material
B1 Wall/Plate 2-3/8" x 3-1/2" 1067 Ibs
14.7% 45.2%
Unspecified
B2 Wall/Plate 2-3/8" x 3-1/2" 1402 Ibs
19.3% 59.4%
Unspecified
Cautions
Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection
design. Please consult a technical representative or Professional Engineer for the design of the
connection.
All multiple member 16" BCIO 4500s-1.8 applications with side load or unevenly distributed top load
require filler blocks and fasteners. See Boise Cascade Technical Note IJ-13 for further information.
Page 1 of 9
MB0kQC88WX Double 16" BCI® 4500s-1.8 PASSED
ENOMIEEMV W g10WCT5
1st Floor\Floor Joists\FJ1(i1553) (Floor Joist)
BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13
Build 8548
Job name: File name: TTH1-9.mmdl
Address: Description: 1st Floor\Floor Joists\FJ1(i1553)
City, State, Zip: Specifier:
Customer: Designer:
Code reports: ESR-1336 Company:
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Design meets arbitrary (0.75") Maximum live load deflection criteria.
Composite El value based on 7/8" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
BC CALC® analysis is based on IBC 2015.
Calculations assume member is fully braced.
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALC®, BC FRAMER®, AJSTM
ALLJOIST®, BC RIM BOARDTm, BCI® ,
BOISE GLULAMTA1, BC FloorValue® ,
VERSA -LAW, VERSA -RIM PLUS®,
Page 2 of 9
®edwCasc" = Double 16" BCI® 4500s-1.8 PASSED
E"DNEEIHD W000 MOWC3
1st Floor\Floor JoistslFJ2(i1526) (Floor Joist)
BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13
Build 8548
Job name: File name: TTH1-9.mmdl
Address: Description: list Floor\Floor Joists\FJ2(i1526)
City, State, Zip: Specifier:
Customer: Designer:
Code reports: ESR-1336 Company:
1311
u
04-04-08
Total Horizontal Product Length = 04-04-08
B2
Reaction Summary (Down / Uplift) (Ibs)
Bearing
Live Dead
Snow
Wind Roof Live
B1,2"
422/0 106/0
B2,4"
871/0 218/0
Load Summary
Live Dead Snow Wind Roof ocS
Live
Tag Description
Load Type Ref.
Start
End
Loc. 100% 90% 115% 160% 125%
1 FJ5(i1545)
Conc. Pt. (Ibs) L
01-09-10 01-09-10
Top 635 159 n\a
2 FJ5(i1533)
Conc. Pt. (Ibs) L
03-09-10 03-09-10
Top 648 162 n\a
Controls Summary
Value % Allowable
Duration
Case Location
Pos. Moment
885 ft-Ibs 10.8%
100%
1 01-09-10
End Reaction
1089 Ibs 36.9%
100%
1 04-04-08
End Shear
1089 Ibs 27.6%
100%
1 04-00-08
Total Load Deflection
L/999 (0.006") n\a
n\a
1 01-09-10
Live Load Deflection
U999 (0.005") n\a
n\a
2 01-09-10
Max Defl.
0.006" n\a
n\a
1 01-09-10
Span / Depth
3.0
% Allow
% Allow
Bearing Supports
Dim. (LxW) Value
Support
Member
Material
B1 Hanger
2" x 3-1/2" 528 Ibs
31.7%
18.3%
IUS3.56/16
B2 Wall/Plate
4" x 3-1/2" 1089 Ibs
8.9%
36.9%
Unspecified
Cautions
Hanger IUS3.56/16 requires (14) 10d face nails, (2) 10dx1.5 joist nails.
Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection
design. Please consult a technical representative or Professional Engineer for the design of the
connection.
All multiple member 16" BCI® 4500s-1.8 applications with side load or unevenly distributed top load
require filler blocks and fasteners. See Boise Cascade Technical Note IJ-13 for further information.
Web stiffeners (WSb) are required depending upon actual reaction, hanger type, or other web stiffener
requirement at bearing(s) B1.
Header for the hanger IUS3.56/16 is a Double 16" I -joist.
Page 3 of 9
®e�caw" = Double 16" BCI® 4500s-1.8 PASSED
ENCMEEPEO WOW R CTS
1st Floor\Floor Joists\FJ2(11526) (Floor Joist)
BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13
Build 8548
Job name: File name: TTH1-9.mmdl
Address: Description: 1st Floor\Floor Joists\FJ2(i1526)
City, State, Zip: Specifier:
Customer: Designer:
Code reports: ESR-1336 Company:
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Design meets arbitrary (0.75") Maximum live load deflection criteria.
Hanger Manufacturer: Simpson Strong -Tie, Inc.
Composite El value based on 7/8" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
BC CALC® analysis is based on IBC 2015.
Calculations assume member is fully braced.
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALC®, BC FRAMER®, AJSTm,
ALLJOIST®, BC RIM BOARD TM , BCI® ,
BOISE GLULAMTM, BC FloorValue® ,
VERSA -LAM®, VERSA -RIM PLUS®,
Page 4 of 9
I�Boisecnew Single 16" BCI® 6000s-1.8 PASSED
���TTT/// EMsINFEPEDWODDWIWULTS
1st FloorTloor JoistslFJ3(il548) (Floor Joist)
BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13
Build 8548
Job name: File name: TTH1-9.mmdl
Address: Description: 1st Floor\Floor Joists\FJ3(i1548)
City, State, Zip: Specifier:
Customer: Designer:
Code reports: ESR-1336 Company:
B1
0
19-05-12
Total Horizontal Product Length = 19-05-12
Reaction Summary (Down / Uplift) (Ibs)
Bearing Live Dead Snow Wind Roof Live
B1. 2-3/8" 779 / 0 195 / 0
B2, 2-3/8" 779 / 0 195 / 0
B2
Load Summary Live Dead Snow Wind Roof OCS
Live
Tag Description Load Type Ref. Start End Loc. 100%D 90%D 115%D 160%D 125%D
1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 19-05-12 Top 80 20 n\a
View Fill)
Hole Summary Description Center Elevation Ref. Height Width Shape Orientation
H01 08-00-00 8" L 12" Circular Horizontal
H02 12-00-00 8" L 12" Circular Horizontal
Controls Summary
Value
%D Allowable
Duration
Case
Location
Pos. Moment
4612 ft-Ibs
83.9%
100%
1
09-08-10
End Reaction
974 Ibs
72.7%
100%
1
00-00-00
End Shear
954 Ibs
43.9%
100%
1
00-02-06
Hole #1 Shear
303 Ibs
50.1 %
100%
3
08-00-00
Hole #2 Shear
338 Ibs
56.0%
100%
4
12-00-00
Total Load Deflection
L/587 (0.393")
40.9%
n\a
1
09-08-10
Live Load Deflection
L/734 (0.314")
65.4%
n\a
6
09-08-10
Max Defl.
0.393"
39.3%
n\a
1
09-08-10
Span / Depth
14.4
Hole Location
Valid
%D Allow
%D Allow
Bearing Supports
Dim. (LxW)
Value
Support
Member
Material
B1 Wall/Plate
2-3/8" x 2-5/16"
974 Ibs
20.3%
72.7%
Unspecified
B2 Wall/Plate
2-3/8" x 2-5/16"
974 Ibs
20.3%
72.7%
Unspecified
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Design meets arbitrary (0.75") Maximum live load deflection criteria.
Composite El value based on 7/8" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
BC CALC® analysis is based on IBC 2015.
Calculations assume member is fully braced.
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALC®, BC FRAMER®, AJSTM,
ALLJOIST®, BC RIM BOARDTm, BCI® ,
BOISE GLULAMTm, BC FloorValue® ,
VERSA -LAM®, VERSA -RIM PLUS® ,
Page 5 of 9
M901"casoada' Single 16" BCI® 6000s-1.8 PASSED
ewore[ Vwaoowro M
1 st Floor\Floor Joists\FJ4(i1527) (Floor Joist)
BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13
Build 8548
Job name: File name: TTH1-9.mmdl
Address: Description: 1st Floor\Floor Joists\FJ4(i1527)
City, State, Zip: Specifier:
Customer: Designer:
Code reports: ESR-1336 Company:
11-04-02
B1
Q
B2
Total Horizontal Product Length = 19-05-12
08-01-10
B3
Reaction Summary (Down / Uplift) (Ibs)
Bearing
Live
Dead
Snow
Wind
Roof Live
B 1, 2-3/8"
403 / 20
96 / 0
B2, 3-1/2"
951 / 0
238 / 0
B3, 2-3/8"
302 / 78
56 / 0
Load Summary
Live Dead
Snow Wind Roof OCS
Live
Tag Description
Load Type
Ref.
Start
End
Loc.
100% 90%
115% 160% 125%
1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft)
L
00-00-00 19-05-12
Top
80 20
n\a
View Fill)
Hole Summary Description
Center
Elevation
Ref. Height
Width
Shape Orientation
H01
08-00-00
8"
L 12"
Circular Horizontal
H02
14-00-00
8"
L 12"
Circular Horizontal
Controls Summary
Value
% Allowable
Duration
Case
Location
Pos. Moment
1179 ft-Ibs
21.5%
100%
2
04-11-13
Neg. Moment
-1066 ft-Ibs
19.4%
100%
1
11-04-02
End Reaction
499 Ibs
37.3%
100%
2
00-00-00
Int. Reaction
1189 Ibs
44.9%
100%
1
11-04-02
End Shear
479 Ibs
22.0%
100%
2
00-02-06
Cont. Shear
641 Ibs
29.5%
100%
1
11-02-06
Hole #1 Shear
326 Ibs
54.0%
100%
4
08-00-00
Hole #2 Shear
268 Ibs
44.3%
100%
1
14-00-00
Total Load Deflection
L/999 (0.043")
n\a
n\a
2
05-06-08
Live Load Deflection
L/999 (0.035")
n\a
n\a
9
05-06-08
Total Neg. Defl.
L/999 (-0.003")
n\a
n\a
2
14-01-08
Max Defl.
0.043"
n\a
n\a
2
05-06-08
Span / Depth
8.4
Hole Location
Valid
% Allow
% Allow
Bearing Supports
Dim. (LxW)
Value
Support
Member
Material
B1 Wall/Plate
2-3/8" x 2-5/16"
499 Ibs
10.4%
37.3%
Unspecified
B2 Wall/Plate
3-1/2" x 2-5/16"
1189 Ibs
16.8%
44.9%
Unspecified
B3 Wall/Plate
2-3/8" x 2-5/16"
358 Ibs
7.5%
26.8%
Unspecified
Page 6 of 9
sageC&9=W = Single 16" BCI® 6000s-1.8 PASSED
E"W"EE"ED W E"0 TS
1 st Floor\Floor Joists\FJ4(11527) (Floor Joist)
BC Design Engine Member Report Dry 12 spans I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13
Build 8548
Job name: File name: TTH1-9.mmdl
Address: Description: 1st Floor\Floor Joists\FJ4(i1527)
City, State, Zip: Specifier:
Customer: Designer:
Code reports: ESR-1336 Company:
Notes
Design meets Code minimum (L/240) Total load deflection criteria.
Design meets User specified (L/480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Design meets arbitrary (0.75") Maximum live load deflection criteria.
Composite El value based on 7/8" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
BC CALC® analysis is based on IBC 2015.
Calculations assume member is fully braced.
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALC®, BC FRAMER®, AJSTm,
ALLJOIST®, BC RIM BOARD-, BCI® ,
BOISE GLULAMTm, BC FloorValue® ,
VERSA -LAM®, VERSA -RIM PLUS®,
Page 7 of 9
®Bd"cascacw Single 16" BCI® 6000s-1.8 PASSED
.EKDWOCOMI 's
1 st Floor\Floor Joists\FJ5(i1539) (Floor Joist)
BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13
Build 8548
Job name: File name: TTH1-9.mmdl
Address: Description: 1st Floor\Floor Joists\FJ5(i1539)
City, State, Zip: Specifier:
Customer: Designer:
Code reports: ESR-1336 Company:
B1
0
15-11-04
Total Horizontal Product Length = 15-11-04
Reaction Summary (Down / Uplift) (Ibs)
Bearing Live Dead Snow Wind Roof Live
B 1, 2-3/8" 637 / 0 159 / 0
B2, 2-3/8" 637 / 0 159 / 0
B2
Load Summary Live Dead Snow Wind Roof OCS
Live
Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125%
1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L 00-00-00 15-11-04 Top 80 20 n\a
View Fill)
Hole Summary Description Center Elevation Ref. Height Width Shape Orientation
H01 08-00-00 8" L 12" Circular Horizontal
H02
12-00-00 8" L 12"
Controls Summary
Value
%Allowable
Duration
Case
Location
Pos. Moment
3068 ft-Ibs
55.8%
100%
1
07-11-04
End Reaction
797 Ibs
59.5%
100%
1
00-00-00
End Shear
777 Ibs
35.7%
100%
1
00-02-06
Hole #1 Shear
159 Ibs
26.2%
100%
2
08-00-00
Hole #2 Shear
440 Ibs
72.8%
100%
4
12-00-00
Total Load Deflection
L/1021 (0.184")
23.5%
n\a
1
07-11-04
Live Load Deflection
L/1277 (0.147")
37.6%
n\a
6
07-11-04
Max Defl.
0.184"
18.4%
n\a
1
07-11-04
Span / Depth
11.7
Hole Location
Valid
% Allow
% Allow
Bearing Supports
Dim. (LxW)
Value
Support
Member
Material
B1 Wall/Plate
2-3/8" x 2-5/16"
797 Ibs
16.6%
59.5%
Unspecified
B2 Wall/Plate
2-3/8" x 2-5/16"
797 Ibs
16.6%
59.5%
Unspecified
Notes
Design meets Code minimum (L/240) Total load deflection criteria.
Design meets User specified (L/480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Design meets arbitrary (0.75") Maximum live load deflection criteria.
Composite El value based on 7/8" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
BC CALC® analysis is based on IBC 2015.
Calculations assume member is fully braced.
Circular Horizontal
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALC®, BC FRAMER®, AJSTm,
ALLJOIST®, BC RIM BOARDTm, BCI® ,
BOISE GLULAMT"', BC FloorValue® ,
VERSA -LAM®, VERSA -RIM PLUS®,
Page 8 of 9
®eaeacaeador = Single 16" BCI® 6000s-1.8 PASSED
_v wro 's
1st FloorTloor JoistslFJ6(i1555) (Floor Joist)
BC Design Engine Member Report Dry 11 span I No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13
Build 8548
Job name: File name: TTH1-9.mmdl
Address: Description: 1st Floor\Floor Joists\FJ6(i1555)
City, State, Zip: Specifier:
Customer: Designer:
Code reports: ESR-1336 Company:
1
L L
03-08-14
B1 132
Total Horizontal Product Length = 03-08-14
Reaction Summary (Down / Uplift) (Ibs)
Bearing
Live
Dead
Snow
Wind Roof Live
B1, 3-1 /2"
52 / 0
13 / 0
B2, 2-3/8"
58 / 0
15 / 0
Load Summary
Live Dead Snow Wind Roof ocs
Live
Tag Description
Load Type
Ref.
Start
End
Loc. 100% 90% 115% 160% 125%
1 FC3 Floor Decking (Plan Unf. Lin. (lb/ft) L
00-03-08 03-08-14
Top 32 8 n\a
View Fill)
Controls Summary
Value
%Allowable
Duration
Case Location
Pos. Moment
57 ft-Ibs
1.0%
100%
1 01-11-00
End Reaction
73 Ibs
5.4%
100%
1 03-08-14
End Shear
65 Ibs
3.0%
100%
1 00-03-08
Total Load Deflection
L/999 (0.001")
n\a
n\a
1 01-11-00
Live Load Deflection
L/999 (0.001")
n\a
n\a
2 01-11-00
Max Defl.
0.001"
n\a
n\a
1 01-11-00
Span / Depth
2.5
% Allow
% Allow
Bearing Supports
Dim. (LxW)
Value
Support
Member
Material
B1 Wall/Plate
3-1/2" x 2-5/16"
65 Ibs
0.9%
4.2%
Unspecified
B2 Wall/Plate
2-3/8" x 2-5/16"
73 Ibs
1.5%
5.4%
Unspecified
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Design meets arbitrary (0.75") Maximum live load deflection criteria.
Composite El value based on 7/8" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
BC CALC® analysis is based on IBC 2015.
Calculations assume member is fully braced.
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALC®, BC FRAMER®, AJSTM,
ALLJOIST®, BC RIM BOARDTM, BCI® ,
BOISE GLULAMTm, BC FloorValue® ,
VERSA -LAM®, VERSA -RIM PLUS®,
Page 9 of 9
MNT LWnber design values are in accordance with ANSI/TPI 1 section 6.3
Ie hese truss designs rely on lumber values established by others.
RE: TTH133-140 - MiTek, Inc.
Site Information:
16023 Swingley Ridge Rd.
ht Homes
Customer Info: Starlight
Project Name: TTH133-140 Model: Type 8A Chesterfield, MO 63017
1 YP 314.434.1200
Lot/Block: 133-140
Subdivision: Tyson Townhomes
Address: .,
City: Zephyrhills
State: Florida
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: FBC2020/TP12014
Design Program: MiTek 20/20 8.7
Wind Code: ASCE 7-16
Wind Speed: 150 mph
Roof Load: 37.0 psf
Floor Load: N/A psf
This package includes 32 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal#
Truss Name
Date
No.
Seal#
Truss Name
Date
1
T32315693
C1A
12/11/23
15
T32315707
T06A
12/11/23
2
T32315694
C3A
12/11/23
16
T32315708
T07
12/11/23
3
T32315695
CJ1
12/11/23
17
T32315709
T07A
12/11/23
4
T32315696
CJ3
12/11/23
18
T32315710
T09
12/11/23
5
T32315697
EJ5
12/11/23
19
T32315711
T10
12/11/23
6
T32315698
HJ5
12/11/23
20
T32315712
T10A
12/11/23
7
T32315699
T01
12/11/23
21
T32315713
T11
12/11/23
8
T32315700
T02
12/11/23
22
T32315714
V01
12/11/23
9
T32315701
T03
12/11/23
23
T32315715
V02
12/11/23
10
T32315702
T04
12/11/23
24
T32315716
V03
12/11/23
11
T32315703
T04A
12/11/23
25
T32315717
VO4
12/11/23
12
T32315704
T05
12/11/23
26
T32315718
V05
12/11/23
13
T32315705
T05A
12/11/23
27
T32315719
V06
12/11/23
14
T32315706
T06
12/11/23
28
T32315720
V07
12/11/23
This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature.
Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision based on the parameters
provided by Builders FirstSource - Plant City.
Truss Design Engineer's Name: Velez, Joaquin
My license renewal date for the state of Florida is February 28, 2025.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek or TRENCO. Any project specific information included is for MiTek's or
TRENCO's customers file reference purpose only, and was not taken into account in the
preparation of these designs. MiTek or TRENCO has not independently verified the
applicability of the design parameters or the designs for any particular building. Before use,
the building designer should verify applicability of design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.
`i111111111/#��
*% PQUIN VFW��ii
G�E•N
No 68182
iz
3 STATE OF :' J
.;off O R 1 O P .. \�`�.
,`rS' �0 N A�
111
Ju q.in Velec PH 1a.68182
MiTek Inc. DBA MiTek USA FL Cerl 6636
16023 Swin8ley Ridge Rd. Ch-1—fleki. MO 63017
Dole:
December 11,2023
Velez, Joaquin 1 of 2
Mi Tie ka
RE: TTH133-140 -
Site Information:
Customer Info: Starlight Homes
Lot/Block: 133-140
Address: .,
City: Zephyrhills
No. Seal# Truss Name
29 T32315721 V08
30 T32315722 V09
31 T32315723 V10
32 T32315724 V11
Project Name: TTH133-140 Model: Type 8A
Subdivision: Tyson Townhomes
Date
12/11 /23
12/11 /23
12/11 /23
12/11 /23
State: Florida
2 of 2
MiTek, Inc.
16023 Swingley Ridge Rd.
Chesterfield, MO 63017
314.434.1200
Job
Truss
Truss Type
Qty
Ply
T32315693
TTH133-140
CIA
Jack -Open
4
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:47:48 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-zzzaKlGxyTtoda1 QMGCFXVR6rFdjkhzOmz7x46yB?yP
1-0-0 1-7-10
Scale = 1:9.0
2x4 =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.12
Vert(LL) -0,00
2 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.03
Vert(CT) -0.00
2 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-P
Weight: 7 Ill FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 1-7-10 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical
Max Horz 2=82(LC 12)
Max Uplift 3=-26(LC 9), 2=-122(LC 12)
Max Grav 3=31(LC 17), 2=132(LC 1), 4=32(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES- (7)
1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; Cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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 26 lb uplift at joint 3 and 122 lb uplift at
joint 2.
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
JoagaN Velez PE Ns.62122
3LIek lac. DHA NDTek GSA 11. Cert 6634
16023 Swladey Ridge Rd.
C kesterfteW. MO 63017
Date:
December 11,2023
a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1l2/2023 BEFORE USE. i �� �w
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
is always required for stability and to prevent collapse with possible personal injury and property damagge. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SI7TP 1 Ouallty Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315694
TTH133-140
C3A
Jack -Open
4
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
-1-0-0
2x4 =
8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:47:49 2023 Page 1
I D: tP uYC eVfQTfYt3OC?ZvfnpzlG U H-R9XyXeHZjn?fF kccw_jU4i_F SfyeT8DY?ds UdYyB?yO
3-3-10
M
Scale = 1:13.2
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20201TPI2014
CSI.
TC 0.26
BC 0.11
WB 0.00
Matrix-P
DEFL. in (loc) I/defl L/d
Vert(LL) -0.01 2-4 >999 240
Vert(CT) -0.01 2-4 >999 180
Horz(CT) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical
Max Horz 2=126(LC 12)
Max Uplift 3=-80(LC 12), 2=-138(LC 12)
Max Grav 3=81(LC 17), 2=188(LC 1), 4=62(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-2-14 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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 80 Ile uplift at joint 3 and 138 Ile uplift at
joint 2.
7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin V.1- PE N..69122
W [ek lac. USA vRTek GSA k'L C en 6634
16023 Swlagley Ridge Rd.
CYestrcneld. NO 63017
Da1r:
December 11,2023
WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 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 MiTeV
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 antl ppropeertAyy damagge. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSURII Ouallty Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 1 MTek-US.com
Job
Truss
Truss Type
Oty
Ply
T32315695
TTH133-140
CA
Jack -Open
4
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:47:50 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-vM5Lk_HBU47 WtuBpThEjcwWSL3JJCbThEHc19?yB?yN
-1 0 14-14
1-0-0 14-14
Scale = 1:7.4
2x4 =
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 0.12
Vert(LL) -0.00
2 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.02
Vert(CT) -0.00
2 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00
3 nla n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix-P
Weight: 6 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 1-4-14 oc puffins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical
Max Horz 2=65(LC 12)
Max Uplift 3=-17(LC 9). 2=-129(LC 12)
Max Grav 3=19(LC 17), 2=127(LC 1), 4=27(LC
3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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 17 lb uplift at joint 3 and 129 lb uplift at
joint 2.
7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
JogeW Yelna PE N..69182
3D1.k lac. DNA WYe4 USA FL Cerr 66J4
1602J Swlyley RI6{e Rd.
C'ae.I-R.W. MO 630] 7
D.tn:
December 11,2023
WARNING - Verify design paramet— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 112/2023 BEFORE USE. i �� �a
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 gpmrpejrry damage. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcswmponents.com) 314.434.1200 / MiTek-US.com
Job
Truss
Truss Type
Oty
Ply
T32315696
TTH133-140
CJ3
Jack -Open
4
1
Job Reference (optional)
Builders FirstSource (Tampa, FL),
Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:47:51 2023 Page 1
ID:tPuYCeVfOTfYt3OC?ZvfnpzlGUH-NYf)yKIpFOFNVI m?l Pmy973ZXTdSx2jrSxLbhRyB?yM
-1-0-0 3-9-11
1-0-0 3-9-11
2x4 =
Scale = 1:12.4
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.35
BC 0.15
WB 0.00
Matrix-P
DEFL. in (loc) I/defl L/d
Vert(LL) -0.01 2-4 >999 240
Vert(CT) -0.02 2-4 >999 180
Horz(CT) -0.00 3 nla n/a
PLATES GRIP
MT20 244/190
Weight: 14 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical
Max Horz 2=119(LC 12)
Max Uplift 3=-87(LC 12), 2=-153(LC 12)
Max Grav 3=87(LC 1), 2=205(LC 1), 4=72(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=30ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-8-15 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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 3 and 153 lb uplift at
joint 2.
7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Jognlo Velez PE No.63122
MiTek rac. URA .NnTek 1. SA FL (: ert 4434
16023 Swisgtey Rife Rd.
C'It,m-frdd. MO 63017
Dato:
December 11,2023
A WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 11212023 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 MiTek'
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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSWrPI1 Quality Criteria and OSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.mm) 314.434.12001 MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315697
TTH133-140
EJ5
Jack -Open
34
1
Job Reference (optional)
Builders Firssource (Tampa, FL), Tampa, FL - 33564,
1-0-0
1-0-0
3x4 =
8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13AT52 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-rkD59gJROiN E6BLBb6HBhLcem swegVz_hb58DtyB?yL
5-0-0
5-0-0
5-0-0
Scale = 1:17.4
Plate Offsets (X,Y)-- [2:0-4-0,0-0-31
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 0.76
Vert(LL) -0.03 2-4 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.28
Vert(CT) -0.06 2-4 >909 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2020frPI2014
Matrix-P
Weight: 18 lb FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical
Max Horz 2=173(LC 12)
Max Uplift 3=-137(LC 12), 2=-155(LC 12)
Max Grav 3=134(LC 17), 2=247(LC 1), 4=96(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (7)
1) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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 fd 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 137 lb uplift at joint 3 and 155 lb uplift at
joint 2.
7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
This item has been
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin VMez PE Ico.64122
11i Inc. DBA NITe4 USA FL Cert 4634
16023 SMadey Ridge Rd.
C lk-1.4.161, MO 63017
Dale:
December 11,2023
WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 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 MiTek*
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 gguidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7rPl1 Quality Criteria and DSB-22 available from Truss Plate Institute (www1pinst.org) Chesterfield, MO 63017
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315698
TTH133-140
HJ5
Diagonal Hip Girder
4
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
-1-6-12
3x4 =
8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:47:53 2023 Page 1
ID: tPuYCeVfQTfYt3OC?ZvfnpzlGUH-JxnTN?K3n?V 5kLwO9goQEY81CG9SPyC7wFgim KyB?yK
7-8-13
Scale = 1:17.2
7-8-13
7-8-6
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 0.91
Vert(LL) 0.15
2-4 >603 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.76
Vert(CT) -0.33
2-4 >276 180
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix-SH
Weight: 26 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=Mechanical, 2=0-4-9, 4=Mechanical
Max Horz 2=172(LC 8)
Max Uplift 3=-180(LC 8), 2=283(LC 8)
Max Grav 3=183(LC 1), 2=388(LC 1), 4=148(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (9)
1) Wind: ASCE 7-16; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
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 180 lb uplift at joint 3 and 283 lb uplift at
joint 2.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 lb down and 23 lb up at
1-6-10, 85 lb down and 34 lb up at 2-6-11, and 47 lb down and 106lb up at 4-8-1, and 108 lb down and 95 lb up at 5-1-14 on top
chord, and 5 lb down at 1-6-10, 8 lb down at 2-6-11, and 27 lb down at 4-8-1, and 23 lb down at 5-1-14 on bottom chord. The
This item has been
design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
electronically signed and
9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
sealed by Velez, Joaquin, PE
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
using a Digital Signature.
LOAD CASE(S) Standard
Printed copies of this
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
document are not considered
Uniform Loads (plf)
signed and sealed and the
Vert: 1-3=-54, 2-4=-20
signature must be verified
Concentrated Loads (lb)
on any electronic copies.
Vert: 7=-3(F) 8=-2(B) 11=-5(F) 12=-5(B)
Joaada Velez PE No.69192
Mielc Ine. DDA Vlflea GSA FL ('eel 66.14
1611 SwAQey Rldite Rd.
Cb.f- W, NO 63017
Dale:
December 11.2023
a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 BEFORE USE. i �� �k
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 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria and DSB-22 avaiable from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MiTek-US.com
Job
T uss
Truss Type
Qty
Ply
T32315699
TTH133-140
T01
Hip Girder
2
Job Reference (optional)
ouuaCrS nrJIAUUIGtl t 1 elope, r'L), —,p., — - 3JJ04, 0.1aU 5 NQV lJ LVLJ MI I eK inaus[nes, inc. rrl uec t113:4/:Dv Zuzs rage 1
I D: tP uYC e VfQTfYt3OC?Zvfn pzlG U H-858kd3Oq NrF F S G N XV4vq U pOtyhl B pVT01 B H OzzyB?yE
71-0-9 6-2-6 11--12 1%5-6 21-6-0 r 26-6-10 31-7-0 36-9-10 43-0-0
6-2E 5-2Fi 5-0-10 5-0-10 5-0-10 5 0 10 5-21 6-2-0 -0
5.00 F12 7x8 =
2x4 II 4x8 = 7x8 = 4x8 =
3 21 22 4 23 24 5 2526 27 6 28 2930 7 31
2x4 11 7x8 =
32 8 33 34 9
Scale = 1:73.6
5x8 = 20 35 36 19 37 38 1817 39 40 16 41 42 1514 43 44 13 45 46 12 5x8 =
2x4 11 5x8 = 7x8 WB = 4x8 = 2x4 11 5x8 = 2x4 11
2x4 7x8 WB =
43-0-0
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2020/TPI2014
CS1.
TC 0.57
BC 0.35
WB 0.72
Matrix-SH
DEFL. in
Vert(LL) 0.82
Vert(CT) -0.96
Horz(CT) 0.13
(loc) I/defl L/d
16 >625 240
16 >534 180
10 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 531 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 'Except' TOP CHORD
Structural wood sheathing directly applied or 4-4-13 oc purlins.
3-6,6-9: 2x6 SP No.2 BOT CHORD
Rigid ceiling directly applied or 8-1-10 oc bracing.
BOT CHORD 2x6 SP M 26
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Horz 2=94(LC 7)
Max Uplift 2=-1645(LC 8), 10=-1722(LC 8)
Max Grav 2=2532(LC 1), 10=2602(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-5972/3778, 3-4=-8812/5811, 4-5=-8810/5809, 5-6=-11509/7662, 6-7=-11509/7662,
7-8=-8924/5934, 8-9=-8926/5936, 9-10=-6152/3976
BOT CHORD 2-20=-3371/5458, 19-20=-3370/5475, 17-19=-7061/10896, 16-17=-7061/10896,
15-16=-7123/10952, 13-15=-7123/10952, 12-13=-3553/5641, 10-12=-3554/5625
WEBS 3-20=0/450, 3-19=-2515/3773, 4-19=-495/505, 5-19=-2340/1584, 5-17=0/383,
5-16=-539/717, 6-16=-447/498, 7-16=-454/644, 7-15=0/383, 7-13=-2267/1515,
8-13=495/505, 9-13=-2451/3705, 9-12=0/449
NOTES- (11)
1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
This Item has been
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
electronically signed and
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
sealed by Velez, Joaquin, PE
3) Unbalanced roof live loads have been considered for this design.
using a Digital Signature.
4) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
Printed copies of this
p
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
document are not considered
5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
signed and sealed and the
to the use of this truss component.
signature must be verified
6) Provide adequate drainage to prevent water ponding.
On any electronic copies.
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
Jos9ale %'Aei PE H0.64192
will fit between the bottom chord and any other members.
wrek Loc. DBA Alfrek can FL Cert6634
16OL7 S.1ali Rldilie Rd.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1645 lb uplift at joint 2 and 1722 lb uplift
Ch.1-field. n10 63017
at joint 10.
Dere:
December 11,2023
A WARNING - Verify design parameters and READ NOTES ON TW S AND INCLUDED MITEK REFERENCE PAGE MII-7471 rev. 1/2/2021 BEFORE USE. i �� �s
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 pennanem bracing
is always required for stability and to prevent collapse with possible personal injury and DDropperrryry damag9ee. For general gguidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUT►11 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcsoomponents.com) 314.434.12001 MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315699
TTH133-140
T01
Hip Girder
2
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:47:59 2023 Page 2
I D: tP uYC eVfQTfYt3OC?ZvfnpzlGU H-858kd3Oq NrF F S G NXV4vgUpOtyhl BpV TO18 HOzzyB?yE
NOTES- (11)
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 158 lb up at 6-2-6, 125 lb down and 153 lb up at
8-3-2, 125 lb down and 153 lb up at 10-3-2, 124 lb down and 153 lb up at 12-3-2, 124 lb down and 153 lb up at 14-3-2, 124 lb down and 153 lb up at 16-3-2, 124 lb
down and 153 lb up at 18-3-2, 124 lb down and 153 lb up at 20-3-2, 124 lb down and 153 lb up at 21-6-0, 124 lb down and 153 lb up at 22-8-14, 124 lb down and 153 lb
up at 24-8-14, 124 lb down and 153 lb up at 26-8-14, 124 lb down and 153 lb up at 28-8-14, 124 lb down and 153 lb up at 30-8-14, 125 lb down and 153 lb up at
32-8-14, and 125 lb down and 153 lb up at 34-8-14, and 225 lb down and 372 lb up at 36-9-10 on top chord, and 141 lb down at 6-2-6, 56 lb down at 8-3-2, 56 lb down
at 10-3-2, 56 lb down at 12-3-2, 56 lb down at 14-3-2, 56 lb down at 16-3-2, 56 lb down at 18-3-2, 56 lb down at 20-3-2, 56 lb down at 21-6-0, 56 lb down at 22-8-14,
56 lb down at 24-8-14, 56 lb down at 26-8-14, 56 lb down at 28-8-14, 56 lb down at 30-8-14, 56 lb down at 32-8-14, and 56 lb down at 34-8-14, and 141 lb down at
36-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of
the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=54, 3-9=54, 9-11=-54, 2-10=-20
Concentrated Loads (lb)
Vert: 3=-68(B) 9=-167(8) 20=-88(B) 5=-68(B) 17=-28(B) 16=-28(B) 6=-68(B) 15=-28(B) 7=-68(B) 12=-88(B) 21=-68(B) 22=-68(B) 23=68(13) 24=-68(B) 25=-68(B)
27=-68(B) 28=-68(B) 30=68(B) 31=-68(B) 32=-68(B) 33=-68(B) 34=-68(B) 35=-28(B) 36=-28(B) 37=-28(B) 38=-28(B) 39=-28(B) 40=-28(B) 41=-28(B) 42=-28(B)
43=-28(B) 44=-28(B) 45=-28(B) 46=28(13)
WARNING - Verify design parameters and READ NOTES ON TFMS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE USE. MiTeV
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 pproperlyy damage. For general gguidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 oualay For
and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314,434.1200 / MTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315700
T-FH133-140
T02
Hip
2
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:01 2023 Page 1
ID:tPuYCeVfQTfYt30C?ZvfnpzlGU H-4TFV2kQ5uTWyhaXwdVxIZEUARUIPH SgJmVm72sy8?yC
-1-7 8-7-3 15-1-10 21-6-0 27-10-6 34-4-13 37-10-9 43-0-0 -0-
5-1-7 3-5-12 6-6-7 64-6 6-4-6 6-6-7 3-5-12 5-1-7 -0-
3x4 =
Sx6 = _
5.00 12
3x4 = 4x6 — 3x4 = 5x6 =
4 21 522 23 6 7 24 825 26 9
0
Scale = 1:73.6
5x8 = 18 17 16 15 14 13 5x8 =
4x8 = 6x8 = 04 = 04 = 6x8 = 08
8-7-3 17-7-10 21-4-6
34-4-13 43-M
8-7-3 ~ 9-0-7 7-8-12
9-0-7 8-7-3
Plate Offsets (X,Y)-- [2:0-4-0,Edge], [4:0-3-0,0-2-4], [7:0-3-0,Edge], [9:0-3-0,0-24], [11:0-4-0,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(LL)
0.63 15-16 >811 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.82
Vert(CT) -0.87 15-16 >591 180
BCLL 0.0
Rep Stress Incr YES
WB 0.47
Horz(CT)
0.18 11 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 239 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD
Rigid ceiling directly applied or 4-6-14 oc bracing.
WEBS 2x4 SP No.3 WEBS
1 Row at midpt 5-18, 8-13
REACTIONS. (size) 2=0-3-8, 11=0-3-8
Max Horz 2=-127(LC 10)
Max Uplift 2=-943(LC 12), 11-943(LC 12)
Max Grav 2=1642(LC 1), 11=1642(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3606/2164, 3-4=-3350/1984, 4-5=3101/1890, 5-6=4582/2725, 6-8=-4582/2725,
8-9=-3101/1890, 9-10=-3350/1984, 10-11=-3606/2164
BOT CHORD 2-18=-1889/3276, 16-18=-2429/4354, 15-16=-2620/4761, 13-15=-2412/4354,
11-13=-1906/3276
WEBS 3-18=-266/323, 4-18=-519/1010, 5-18=1504/893, 5-16=140/447, 6-16=-291/242,
6-15=-291/242, 8-15=-140/447, 8-13=-1504/893, 9-13=519/1010, 10-13=-266/323
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vud=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 8-7-3, Exterior(2R)
8-7-3 to 14-8-3, Interior(1) 14-8-3 to 34-4-13, Exterior(2R) 34-4-13 to 40-5-12, Interior(1) 40-5-12 to 44-0-0 zone; cantilever left and
right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
electronically signed and
4) Provide adequate drainage to prevent water ponding.
Sealed by Velez, Joaquin, PE
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
using a Digital Signature.
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
Printed copies of this
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at
document are not considered
joint 11.
signed and sealed and the
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
signature must be verified
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
on any electronic copies.
Jeegele Vale. PE No.60132
NITek lee. Dl1A MiTek USA kL Cen 66d4
16023 Swiadey Rifte RA
CkeelerfieN. NO 63017
Dale:
December 11,2023
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 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 MiTek*
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
is always required for stability and to prevent collapse with possible personal injury and properly damagge. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Quality For
and SS-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315701
TTH133-140
T03
Hip
2
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:02 2023 Page 1
ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-ZgptG4RjfinepJk66ADSX5SOJ WuB IOrnS_9 WgalyB?yB
-i1-0-Q 6-6-5 11-0-0 18-0-9 24-11-7 32-0-0 36-5-11 43-0-0 -0-0
-0- 6-&5 4-5-11 7-0.9 6-10-13 7-0-9 T11 61i-5 .0-0
5x8 =
2x4 II
5.00 12 4 21 22 5 23
5x8 =
24 6 25
5x6 =
726
Scale = 1:73.7
3x6 18 17
16
15
14
13
12
11 3x6
2x4 II 3x4 =
4x6 —
3x10 =
2x4 II
5x6 =
3x8 =
2x4 II
6-6-5 11-0-0
18-0-9
24-11-7
32-0-0
36-5-11 4-"
6 6 5 4-5-11
7-0-9
6-10-13
7-0-9
44-11� 6Fi 5
Plate Offsets (X,Y)—[2:0-3-0,0-1-8],[4:0-5-12,0-2-8],[6:0-3-12,0-3-0],[7:0-3-0,0-2-4],[9:0-3-0,0-1-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.87
Vert(LL) 0.52
14-15 >988
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.94
Vert(CT) -0.73
14-15 >699
180
BCLL 0.0
Rep Stress Incr YES
WB
0.75
Horz(CT) 0.23
9 n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 218 Ito FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 'Except'
TOP CHORD
Structural wood sheathing directly applied.
4-6: 2x4 SP No.1
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2
WEBS
1 Row at midpt
6-15, 6-12
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 9=0-3-8
Max Horz 2=159(LC 11)
Max Uplift 2=-943(LC 12), 9=-943(LC 12)
Max Gram 2=1642(LC 1), 9=1642(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3513/2077, 3-4=-3065/1877, 4-5=-3608/2259, 5-6=-3608/2259,6-7=-2810/1792,
7-8=-3066/1877, 8-9=-3512/2077
BOT CHORD 2-18=-1794/3166, 17-18=-1794/3166, 15-17=-1479/2792, 14-15=-1949/3605,
12-14=-1949/3603, 11-12=-1806/3165, 9-11=-1806/3165
WEBS 3-17=-476/379, 4-17=-161/394, 4-15=-577/1078, 5-15=-398/374, 6-14=0/281,
6-12=-1058/570, 7-12=-462/882, 8-12=-475/379
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=43ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 11-0-0, Exterior(2R)
11-0-0 to 17-1-0, Interior(1) 17-1-0 to 32-0-0, Exterior(2R) 32-0-0 to 38-1-0, Interior(1) 38-1-0 to 44-0-0 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at
joint 9.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joequls \'aka PE N.Al lag
311iek Ina DBA 371Tek USA hL Cen "34
1602.1 SwWSlev Rklife Rd.
Ckesrrrfleld, MO 63017
Data:
December 11,2023
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 112/2023 BEFORE USE. i �� �a
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 propertydamage. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434,1200 / MTek-US.com
Job
Truss
Truss Type
Oty
Ply
T32315702
TTH133-140
T04
Hip
15
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:04 2023 Page 1
ID:tPuYCeVfOTfYt3OC?ZvfnpzlGUH-V2xdhmSzBOuXY1 FVIdU?At6gvivRU171SS?nfByB?y9
-1-0.Q 7-0-5 13-4-13 18-9-10 24-2-6 29-7-3 35-11-11 43-0-0 q4-0-p
0 7-0-5 6�-8 5�-13 5-4-13 5-4-13 6�-8 7-0-5
5x6 =
c nnF,—,-
3x4 =
5 20
3x4 =
U6 =
6 7
5x6 =
8
Scale = 1.73.9
3x8 = 18 17 io cc — ID to Zo 14 13 12 3x8 =
2x4 II 3x8 = 4x6
3x4 =
4x6 = 3x8 =
2x4 II
7-0-5 133 4-13 21-6-0 29-7-3 35-11-11 43-0-0
7-0.5 6-4-8 8-1-3 8-1-3 6-0-8 7-0-5
Plate Offsets (X,Y)--[2:0-4-2,0-1-8],[4:0-3-0,0-2-4],[8:0-3-0,0-2-4],[10:0-4-2,0.1-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in floc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.82
Vert(LL) -0.41 15-17 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.80
Vert(CT) -0.71 15-17 >724 180
BCLL 0.0
Rep Stress Incr YES
WB 0.76
Horz(CT) 0.21 10 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 219 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.1 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Horz 2=-191(LC 10)
Max Uplift 2=-943(LC 12), 10-943(1-C 12)
Max Grav 2=1861(LC 17), 10=1861(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3963/2094, 3-4=-3216/1782, 4-5=-2947/1724, 5-7=-3388/1933, 7-8=-2947/1720,
8-9=-3216/1778, 9-1 0=-3964/2090
BOT CHORD 2-18=-1811/3722,17-18=-1811/3722,15-17=-1592/3365,13-15=-1587/3312,
12-13=-1819/3579, 10-12=-1819/3579
WEBS 3-18=0/276, 3-17=784/507, 4-17=-405/963, 5-17=-654/357, 5-15=0/254, 7-15=0/254,
7-13=-654/360, 8-13=-406/963, 9-13=-785/507, 9-12=0/276
Structural wood sheathing directly applied or 2-2-0 oc purlins.
Rigid ceiling directly applied or 4-6-12 oc bracing.
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
Il; Exp C, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R)
13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 44-0-0 zone; cantilever left
and right exposed , end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
electronically Signed and
4) Provide adequate drainage to prevent water ponding.
Sealed by Velez, Joaquin, PE
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
using a Digital Signature.
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
Printed copies of this
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
document
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at
are not considered
joint 10.
signed and sealed and the
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
signature must be verified
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
on any electronic copies.
Joegat. Velez PF. N..68182
MI Iek iae. DRA N1rek USA FL C'eri 6d34
16OL1 Cwieitky Ridge Rd.
Ch.1-11.1d. NO 63017
Dare:
December 11,2023
a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1/2/2023 BEFORE USE. i �� �A
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 damagge. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SVrr i Ouallty Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315703
TTH133-140
T04A
Hip
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:05 2023 Page 1
I D: tP uYC eVfQTfYt3OC?Zvfn pz I G U H-zEV?u6TbyhOOAB qh s LOEj4egA6EZDC E uh6kKB dyB?y8
-1-0- 7-0-5 13-4-13 18-9-10 24-2-6 29-7-3 35-11-11 43-0-0
7-0-5 6-4-8 5-0-13 54-13 5-4-13 6-4-8 7-0-5
5x6 =
17rvgL 1
3x4 =
19 5 20
3x4 =
3x6 = 5x6 =
6 7 8
Scale = 1:73.8
3x8 = 17 16 is « Zs 14 L4 Zo 1J 12 11 3x8 =
2x4 11 3x8 = 4x6
3x4 = 06 = 3x8 = 2x4 11
29-7-3 35-11-11 43-0-0
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.85
BC 0.80
WB 0.77
Matrix-SH
DEFL. in (loc) I/defl L/d
Vert(LL) -0.41 12-14 >999 240
Vert(CT) -0.71 12-14 >723 180
Horz(CT) 0.21 10 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 217 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SIP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.1 BOT CHORD
Rigid ceiling directly applied or 4-4-7 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 10=0-3-8, 2=0-3-8
Max Horz 2=190(LC 11)
Max Uplift 10=-857(LC 12), 2=-944(LC 12)
Max Grav 10=1807(LC 18), 2=1861(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3964/2102, 3-4=-3217/1790, 4-5=-2948/1731, 5-7=-3390/1945, 7-8=-2951/1723,
8-9=-3220/1794, 9-1 0=-3964/21 00
BOT CHORD 2-17=-1855/3714, 16-17=-1855/3714, 14-16=-1622/3358, 12-14=-1637/3305,
11-12=-1846/3592,10-11=-1846/3592
WEBS 3-17=0/276, 3-16=784/507, 4-16=-405/964, 5-16=-655/358, 5-14=0/255, 7-14=0/253,
7-12=-654/357, 8-12=-416/965, 9-12=-793/515, 9-11=0/277
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vutt=150mph (3-second gust) Vasil=116mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft; L=43ft; eave=5ft; Cat.
11. Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R)
13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 42-10-4 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the this truss
electronically Signed and
use of component.
4) Provide adequate drainage to prevent water ponding.
Sealed by Velez, Joaquin, PE
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
using a Digital Signature.
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
Printed copies Of this
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
document
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 857 lb uplift at joint 10 and 944 lb uplift
are not considered
at joint 2.
signed and sealed and the
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
signature must be verified
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
on any electronic copies.
J-grda Velez PF N.A11132
W Iek be. DRA 31rlek USA tL Lem 6634
16023 Swiadey Ride Rd.
Ck.wrneld, MO 63017
Date:
December 11,2023
a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. i �� �x
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 pproperlAyy damage. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314,434.1200 / MTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315704
TTH133-140
T05
Hip
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:07 2023 Page 1
I D:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-vddmJoVsUJG6PV_4zm2iOVk8kvvnhC6B8QDRF WYB?y6
-1-0-p 8�-0 15-9-10 21-6-0 27-2b 34-7-12 43-0-0 4,4-0�
8-4-0 7-5-5 5-8-6 5-8-6 7-5-5 8-4-4 -0-
5.00 12
5x8 = 2x4 II 5x8 =
5 18 6 1920 21 7
Scale = 1:75.2
3x8 = 16 15 — 14 11 13 12 3x8 =
2x4 11
5x6 =
3x8 =
5x6 =
2x4 11
8-4-4 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0
8-4-0 7-5-5 5-8-6 5-8-6 7-5-5 8-4-4
Plate Offsets (X,Y)-- [2:0-4-2,0-1-81, [5:0.5-12,0-2-81, [7:0-5-12,0-2-81, [10:0-4-2,0-1-8], [13:0-3-0,0-3-0], [15:0-3-0,0-3-0]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) 1/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.97
Vert(LL) 0.36
14 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.88
VeR(CT) -0.56
14-15 >920 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.36
Horz(CT) 0.20
10 n/a n/a
BCDL 10.0
Code FBC2020(TPI2014
Matrix-SH
Weight: 222 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied.
1-4,8-11: 2x4 SP No.1
BOT CHORD
Rigid ceiling directly applied or 4-6-5 oc bracing.
BOT CHORD 2x4 SP No.1 'Except'
WEBS
1 Row at midpt 3-15, 9-13
13-15: 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Horz 2=-223(LC 10)
Max Uplift 2=-943(LC 12), 10=-943(LC 12)
Max Grav 2=1861(LC 17), 10=1861(LC 18)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3888/2047, 3-5=-2973/1686, 5-6=2882/1743, 6-7=-2882/1743, 7-9=-2973/1686,
9-10=-3889/2047
BOT CHORD 2-16=-1752/3670, 15-16=-1752/3670, 14-15=-121712786, 13-14=-1230/2675,
12-13=-1766/3503, 10-12=-1766/3503
WEBS 3-16=0/345, 3-15=980/593, 5-15=-210/669, 5-14=-198/447, 6-14=-337/305,
7-14=-198/447, 7-13=-210/670, 9-13=-981/593, 9-12=0/345
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vutt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 15-9-10, Exterior(2R)
15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 44-0-0 zone; cantilever left and
right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members, with BCDL = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at
joint 10.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin VA.. PE No.69122
N11Tek lac. DBA 31n ek USA FL Cen 66d4
1602.1 SwlaSley Ridge Rd.
CaestergeM. \10 6301'
Date:
December 11,2023
WARNING - Verify design parameters and READ NOTES ON TKS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 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 MiTek*
a truss system. Before use, the building designer must vent' 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 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434A200 / MITek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315705
TTH133-140
T05A
Hip
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 813:48:09 2023 Page 1
ID: tPuYCeVfQTfYt3OC?ZvfnpzlGUH-sOkWkU W6OwWgfo8S5B4AtwpToja?96ZUbkiYKOyB?y4
- 8�-0 15-9-10 21Fi-0 27-2-6 34-7-12 43-0-0
-0- 8-0-4 7-5-5 I 5-8-6 5-8-0 7-5-5 8-4-4
Scale = 1:75.1
5.00 FIT 5x8 = 2x4 11 5x8 =
5 17 6 18 19 20 7
3x8 = 15 14 " 13 " 12 11 3x8 =
2x4 11
LOADING (psf)
SPACING-
2-0-0
TCLL 20.0
Plate Grip DOL
1.25
TCDL 7.0
Lumber DOL
1.25
BCLL 0.0
Rep Stress Incr
YES
BCDL 10.0
Code FBC2020/TPI2014
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
1-4,8-10: 2x4 SP No.1
BOT CHORD 2x4 SP No.1 'Except`
12-14: 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Horz 2=221(LC 11)
Max Uplift 2=-944(LC 12), 10=-857(LC 12)
Max Grav 2=1861(LC 17), 10=1807(LC 18)
5x6 = 3x8 = 5x6 =
2x4 II
43-0-0
CSI.
DEFL.
in (loc) I/deft L/d
PLATES GRIP
TC 1.00
Vert(ILL)
0.36 13 >999 240
MT20 244/190
BC 0.90
Vert(CT) -0.56 12-13 >918 180
WB 0.36
Horz(CT)
0.20 10 n/a n/a
Matrix-SH
Weight: 220 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 4-4-12 oc bracing.
WEBS
1 Row at midpt 3-14, 9-12
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3889/2054, 3-5=-2974/1694, 5-6=-2884/1753, 6-7=-2884/1753, 7-9=-2975/1694,
9-10=-3884/2055
BOT CHORD 2-15=-1797/3663, 14-15=-1797/3663, 13-14=-1261/2779, 12-13=-1249/2675,
11-12=-1791/3514,10-11=-1791/3514
WEBS 3-15=0/345, 3-14=-980/593, 5-14=-209/669, 5-13=-199/448, 6-13=-337/306,
7-13=-196/447, 7-12=-212/672, 9-12=-989/600, 9-11=0/346
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 15-9-10, Exterior(2R)
15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 42-10-4 zone; cantilever left and
right exposed ; end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 2 and 857 Ito uplift at
joint 10.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
I�
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Jo.gma V loa PE N.A911112
Nliek lac. DBA N Tek USA hL Cert 6634
1602.3 Swiapey Rld{e Rd.
Cke.terrrel6. NO 63017
D.re:
December 11.2023
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101II-7473 rev. 1/2/2023 BEFORE USE. i �� �rp
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
is always required for stability and to prevent collapse with possible personal Injury and ppropertyy damagye. For general gguidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPI1 Ouallry Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com
Job
Truss
Truss Type
Oty
Ply
T32315706
TTH133-140
T06
Hip
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:11 2023 Page 1
I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU HoOsH99YMYXmYu6lrCc7ezLurj WFBdsHn32BfOHyB?y2
-1-0- 6�-0 12-4-3 18-2-6 24-9-10 30-7-13 36-6-0 43-0-0 -0
-0- 6-6-0 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 6-6-0 -0-
5.00 12
5x6 =
6 20
5x8 =
721
Scale = 1:75.2
3x8 = -io [e Za 11 16 Zo 15 iv Zo a io 3x8 =
3x4 =
4x6 = 3x8 =
3x4 = 4x6
3x4 =
9-5-2 18-2-6 24-9-10 33-6-14 43-0-0
9-5-2 8-9-5 6-7-3 8-9-5 9-5-2
Plate Offsets (X,Y)--[2:0-4-2,0-1-8],[6:0-3-0,0-2-4],[7:0-5-12,0-2-8],[11:0-4-2,0-1-8]
LOADING (psf)
SPACING-
2-0-0
TCLL 20.0
Plate Grip DOL
1.25
TCDL 7.0
Lumber DOL
1.25
BCLL 0.0
Rep Stress Ina
YES
BCDL 10.0
Code FBC2020frP12014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.1
`Except`
14-17: 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 11=0-3-8
Max Horz 2=-254(LC 10)
Max Uplift 2=-943(LC 12), 11=943(LC 12)
Max Grav 2=1872(LC 17), 11=1876(LC 18)
CSI.
DEFL.
in (loc)
I/defl
L/d
TC 0.84
Vert(LL)
-0.40 13-15
>999
240
BC 0.98
Vert(CT)
-0.70 13-15
>733
180
WB 0.99
Horz(CT)
0.20 11
n/a
n/a
Matrix-SH
PLATES GRIP
MT20 244/190
Weight: 223 Ib FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except:
5-8-0 oc bracing: 15-16.
WEBS 1 Row at midpt 7-16
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3934/2082, 3-5=-3693/1963, 5-6=2723/1603, 6-7=-2481/1552, 7-8=-2733/1603,
8-10=-3702/1963, 10-11=-3943/2082
BOT CHORD 2-18=-1800/3760, 16-18=-1470/3172, 15-16=-1093/2484, 13-15=-1483/3010,
11-13=-1813/3578
WEBS 3-18=-333/332, 5-18=-192/687,5-16=-820/522,6-16=-296/753, 7-15=-297/836,
8-15=-820/522, 8-13=-192/687, 10-13=-333/332
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=4511; L=43ft, eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R)
18-2-6 to 24-3-6, Interior(1) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 44-0-0 zone; cantilever left and
right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at
joint 11.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Io
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
J-qula Velez PF Ns.68182
%0Tek tac. DaA .N1IFek C8A FL ten 66J4
1602J Swiedey Ridife Rd.
C'lliesler6eld. VO 63017
13.1e:
December 11,2023
O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 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 MiTek"
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 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315707
TTH133-140
T06A
Hip
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:12 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-GbQfMW_JruO WGtt mJetVZRO_waSMJSwlixCxjyB?y 1
12-4-3 18-2E 24-9-10 30-7-13 36-6-0 43-0-0
6�-0 5-10-3 5-10-3 6-7-3 5-10-3 5-10-3 6-"
Scale = 1:75.1
Sx6 =
5.00 12
6 19
5x8 =
720
3x8 = " "' 15 41 14 1O co co 11 3x8 =
3x4 =
4x6 =
3x8 =
3x4 = 4x6
3x4 =
Io
9-5-2
18-2-6
24-9-10
33-6-14 43-0-0
94-2
8-9-5
6-7-3
8-9-5 9-5-2
Plate Offsets (X,Y)--[2:0-4-2,0-1-8],[6:0-3-0,0-2-4],[7:0-5-12,0-2-8] [11:0-4-2 0-1-8]
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 0.87
Vert(LL)
-0.40 12-14 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.98
Vert(CT)
-0.70 12-14 >734 180
BCLL 0.0
Rep Stress Incr YES
WB 0.99
Horz(CT)
0.20 11 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 221 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-0-13 oc purlins.
BOT CHORD 2x4 SP No.1 'Except'
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing, Except:
13-16: 2x4 SP No.2
5-7-5 oc bracing: 14-15.
WEBS 2x4 SP No.3
WEBS
1 Row at midpt 7-15
REACTIONS. (size) 2=0-3-8, 11=0-3-8
Max Horz 2=253(LC 11)
Max Uplift 2=-944(LC 12), 11=-857(LC 12)
Max Grav 2=1873(LC 17), 11=1822(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3935/2089, 3-5=-3693/1971, 5-6=-2725/1611, 6-7=-2483/1560, 7-8=-2734/1605,
8-10=-3710/1974, 10-11=-3954/2108
BOT CHORD 2-17=-1844/3753, 15-17=-1514/3165, 14-15=-1112/2483, 12-14=-1504/3011,
11-12=-1842/3589
WEBS 3-17=-333/332, 5-17=-192/687, 5-15=-820/522, 6-15=-297/754, 7-14=-298/837,
8-14=-823/525, 8-12=-217/693, 10-12=-338/353
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vutt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R)
18-2-6 to 24-3-6, Interior(1) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 42-10-4 zone; cantilever left and
right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 2 and 857 lb uplift at
joint 11.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Jwgnln Velez PE Te.69132
%Hrek 1aa. DBA VBTek USA FL Ceri 604
16023 Saringley Ridge Rd.
CYealerrreld. NO 6M17
Dare:
December 11,2023
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 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 MiTeks
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 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315708
TTH133-140
T07
Hip
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:14 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-CzYPnBaFgSB6laOQtkgLa_WOmkHEgM1 DIOQJ?cyB?y?
13-0 0 19-1-8 23-10-8 30A-0 35-11-15 43-0-0 4q-0-0
7-0-1 5-11-15 6-1-8 4-9-0 6-1-8 5-11-15 7-0-1 -0.
5x6 =
5.00 12
5x8 =
Scale = 1:75.2
3x8 = io n cc 11 16 Zit 15 'q L4 Zo io 3x8 =
3x4 = 5x6 WB = 3x8 =
3x4 = 5x6 WB =
3x4 =
I�
9-10-15 19-1-8 23-10-8 33-1-1
43-0-0
9-10-15 9-2-9 4-9-0 9-2-9
9-10-15
Plate Offsets (X,Y)-- [2:0-4-2,0-1-8], [6:0-3-0,0-2-4], [7:0-5-12,0-2-8], [11:0-4-2 0-1-8]
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 0.73
Vert(LL) -0.40 13-15 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.96
Vert(CT) -0.70 13-15 >728 180
BCLL 0.0
Rep Stress Incr YES
WB 0.41
Horz(CT) 0.17 11 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 228 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins.
1-4,9-12: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 'Except* WEBS 1 Row at midpt 5-16,
7-16. 8-15
14-17: 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 11=0-3-8
Max Horz 2=267(LC 11)
Max Uplift 2=-943(LC 12), 11=-943(LC 12)
Max Grav 2=1871(LC 17). 11=1873(LC 18)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3899/2048, 3-5=-3656/1936, 5-6=-2628/1546, 6-7=-2388/1500, 7-8=-2631/1546,
8-10=-3661/1936, 10-11=-3905/2048
BOT CHORD 2-18=-1764/3735, 16-18=-1422/3112, 15-16=-1019/2395, 13-15=-1434/2951,
11-13=-1776/3539
WEBS 3-18=-351/346, 5-18=-214/750, 5-16=-877/557, 6-16=-330/762, 7-15=-326/836,
8-15=-879/558, 8-13=-214/751, 10-13=-351/346
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1-8, Exterior(2E)
This item has been
19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(1) 30-0-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left
and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Velez, Joaquin, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed COpI@S Of this
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
document are not considered
will fit between the bottom chord and any other members, with BCDL=10.0psf.
signed and sealed and the
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 943 lb uplift at joint 2 and 943 lb uplift at
signature must be verified
joint 11.
on any electronic copies.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
Joaquin Velez PE Ne.68132
.NBT.k lac. DRA 3JIT'ek USA FL C'-i 6634
16023 Swtadev Ridge Rd.
Chesterfield, MO 0017
Dale:
December 11,2023
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. I �� �x
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
is always required for stability and to prevent collapse with possible personal injury and ppropertrtyy damage. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSlrrrll Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315709
TTH133-140
T07A
Hip
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:15 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-gA6n_XbtbmGzNjbcRRBa7B3ZA8dVZpH N_g9sX2yB?y_
-�-0-p 7-0-1 13-0-0 19-1-8 23-10-8 30-0-0 35-11-15 43-0-0
7-:11 5-11-15 6-1-8 4-9-0 6-1-11 5-11-15 7-0-1
Scale = 1:75.1
5x6 =
5.00 12
5x8 =
3x8 = II zu n 10 15 zz 14 111 e3 za Ile 3x8 —
3x4 = 5x6 WB = 3x8 =
3x4 = 5x6 WB =
3x4 =
9-10-15 19-1-8 23-10-8 33-1-1
43-0-0
9-10-15 ' 9-2-9 4� 9-2-9
9-10-15
Plate Offsets (X,Y)--[2:0-4-2,0-1-81,[6:0-3-0,0-2-41,[7:0-5-12,0-2-81,[11:0-4-2,0-1-81
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.75
Vert(LL) -0.40 12-14 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.96
Vert(CT) -0.70 12-14 >729 180
BCLL 0.0
Rep Stress Incr YES
WB 0.41
Horz(CT) 0.17 11 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 227 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
1-4,9-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP 2850F 2.0E or 2x4 SP M 31 'Except* WEBS 1 Row at midpt 5-15,
7-15, 8-14
13-16: 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 11=0-3-8
Max Horz 2=265(LC 11)
Max Uplift 2=-944(LC 12), 11=857(LC 12)
Max Grav 2=1871(LC 17), 11=1819(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3900/2055, 3-5=-3656/1944, 5-6=2629/1554, 6-7=2389/1507, 7-8=2633/1549,
8-1 0=-3669/1950, 10-11 =-3914/2074
BOT CHORD 2-17=-1808/3727, 15-17=-1466/3104, 14-15=-1038/2387, 12-14=-1455/2952,
11-12=-1805/3550
WEBS 3-17=-351/346, 5-17=-214/750, 5-15=-877/557, 6-15=-331/763, 7-14=-327/837,
8-14=-881/560, 8-12=-238/757, 10-12=-354/365
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuh=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCOL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1-8, Exterior(2E)
This item has been
19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(1) 30-0-0 to 42-10-4 zone; cantilever left and right exposed ; end vertical
left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
electronically signed and
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
sealed by Velez, Joaquin, PE
to the use of this truss component.
using a Digital Signature.
4) Provide adequate drainage to prevent water ponding.
Printed COp12S Of this
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
document are not considered
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
signed and sealed and the
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 2 and 857 lb uplift at
signature must be verified
joint 11.
on any electronic copies.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
JI-intn Vole. PE Nn.62122
NITek lnr. DBA 2WFek C SA 4L Cert 6634
16071 Swisti RMOe Rd.
C16.1-rwM. MO 63017
Dale:
December 11,2023
WARNING - verity design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1/2/2023 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 MiTeka
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 propeM damaggee. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 QualRy Criteria and SS-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Informatlon available from the Structural Building Component Association (www.sbcscomponents.com) 314,434.1200 / MTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315710
TTH133-140
T09
Common Supported Gable
14
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:17 2023 Page 1
I D:tPUYCBVfQTfYt3OC?ZvfnpzlGU H-dYDYPDc77NXhcl I?ZsD2Cc82mxV21 oNgR_ezbxyB?xy
-1- 21-6-0 43-0-0
21-6-0 21-6-0
Scale = 1:73.0
5x6 =
5.00 F12 13 14
Iy
0
3x6 = 3x6 =
45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25
3x6 = 3x6 =
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 0.17
Vert(LL)
-0.00
1
n/r
120
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
Bc 0.18
Vert(CT)
0.00
1
n/r
120
BCLL 0.0
Rep Stress Incr YES
WB 0.11
Horz(CT)
0,01
24
n/a
n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 271 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 13-35, 12-36, 14-34
REACTIONS. All bearings 43-0-0.
(lb) - Max Horz 2=297(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 2, 36, 39, 40, 41, 42, 44, 34, 31, 30, 29, 28, 26, 24 except
37=-104(LC 12), 43=-104(LC 12), 45=-153(LC 12), 33=-104(LC 12), 27=-107(LC 12), 25=-179(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 2, 35, 36, 37, 39, 40, 41, 42, 43, 44, 34, 33, 31, 30, 29,
28, 27, 26, 24 except 45=258(LC 17). 25=271(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 9-10=-113/307, 10-11=-128/376, 11-12=-152/448, 12-13=-176/512, 13-14=-176/512,
14-15=-1521448, 15-16=-128/376, 16-17=-104/307
WEBS 3-45=-180/332, 23-25=-186/377
NOTES- (12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft, L=43ft; eave=2ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3E) -1-0-0 to 3-6-0, Exterior(2N) 3-6-0 to 21-6-0, Comer(3R)
21-6-0 to 25-9-10, Exterior(2N) 25-9-10 to 43-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
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.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 36, 39, 40, 41,
42, 44, 34, 31, 30, 29, 28, 26, 24 except (jt=lb) 37=104, 43=104, 45=153, 33=104, 27=107, 25=179.
11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 24.
12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joagala Velez PC No.63132
Ntiek Lac. DBA MJTe4 GSA FL C.m 6634
16OLi Swlatjley Bld{e PA
Caealeraeld. MU f3017
Dare:
December 11,2023
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek"
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 pproppertyy damage. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN5ITPII Quality Criteria and guidance
available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12001 MiTek-US.com
Job
Truss
Truss Type
Dty
Ply
T32315711
TTH133-140
T10
Common
32
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 813:48:19 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-ZxLlqueNf_nPsLvNgHGWH1 DCbI_3VTAyvl74gpyB?xw
-1-0-Q 7-7-3 14±-10 21-6-0 28-5-6 35-4-13 43-0-0 4,4-0-Q
-0- 7-7-3 6-11� 6-11-6 6-11-6 6-11-6 7-7-3 -0-
5x6 =
5.00 F12
Scale = 1:72.2
3x8 = it cc io -ram cv co w - co ci ,a 3x8 =
3x4 = 4x6 = 3x4 =
3x4 = 4x6 =
17-3-15 25-8-1
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020/TPI2014
LUMBER.
TOP CHORD
2x4 SP No.2 *Except*
1-4,8-11: 2x4 SP No.1
BOT CHORD
2x4 SP No.1
WEBS
2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Horz 2=298(LC 11)
Max Uplift 2=-943(LC 12), 10=-943(LC 12)
Max Grav 2=1885(LC 17), 10=1885(LC 18)
3x4 =
CSI.
DEFL.
in (loc) I/deft Ud
PLATES GRIP
TC 0.91
Vert(LL)
-0.40 14-15 >999 240
MT20 244/190
BC 0.92
Veri(CT)
-0.68 14-15 >751 180
WB 0.99
Horz(CT)
0.18 10 n/a n/a
Matrix-SH
Weight: 218 lb FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3931/2002, 3-5=-3802/2010, 5-6=-2890/1661, 6-7=-2890/1661, 7-9=-3802/2010,
9-10=-3932/2002
BOT CHORD 2-17=-1708/3783, 15-17=-1306/3020, 14-15=-850/2218, 12-14=-1307/2872,
10-12=-1708/3560
WEBS 6-14=-520/1153, 7-14=-763/574, 7-12=-392/909, 9-12=-362/365, 6-15=-520/1153,
5-15=-763/574, 5-17=-392/908, 3-17=362/365
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R)
21-6-0 to 25-9-10, Interior(1) 25-9-10 to 44-0-0 zone; cantilever left and right exposed , end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=943,10=943.
7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
3oegw. Yelez PE Ne.69122
NIIek tar- DBA YDIek USA tL Cer1 6634
16071 %wtal ley Ridge Rd.
CYrrterrield. S70 63017
Da1r:
December 11,2023
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. I �� o
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and ppropeerrtyry damage. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1 PII Quality Criteria and Ks-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponenls.com) 314.434.1200 / MiTek-US.com
Job
Truss
T as Type
City
Ply
T32315712
TTH133-140
T10A
COMMON
16
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 813:48:21 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-VJT3FafeBcl75e3moi I_NSJYhYgLzNeFMccAkiyB?xu
-1-0-0 7-7-3 14-6-10 21-6-0 28-5-6 M4-13 43-0-0
-0- 7-7-3 6-11-6 6-11-6 6-11-6 6-11-6 7-7-3
5x6 =
5.00 F12
Scale = 1:72.2
3x8 = io n io -1 co w io is LJ 1. 11 3x8
3x4 = 4x6 =
3x4 =
3x4 =
4x6 =
3x4 =
17-3-15 25-8-1 31-11-10 43-M
9-0-6
M 8-3-10 B-4-1 B-3-10 9-0-6
LOADING (psf)
SPACING-
2-0.0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2020/TPI2014
LUMBER -
TOP CHORD
2x4 SP No.2 *Except*
1-4,8-10: 2x4 SP No.1
BOT CHORD
2x4 SP No.1
WEBS
2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Horz 2=297(LC 11)
Max Uplift 2=-944(LC 12), 10=857(LC 12)
Max Grav 2=1886(LC 17), 10=1831(LC 18)
CSI.
DEFL.
in (loc)
I/defl
L/d
TC 0.94
Vert(LL)
-0.40 13-14
>999
240
BC 0.93
Vert(CT)
-0.68 13-14
>750
180
WB 0.99
Horz(CT)
0.18 10
n/a
n/a
Matrix-SH
PLATES GRIP
MT20 244/190
Weight: 216 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3932/2003, 3-5=-3803/2012, 5-6=-2892/1662, 6-7=-2892/1671, 7-9=-3811/2048,
9-1 0=-3941/2041
BOT CHORD 2-16=-1752/3776, 14-16=-1350/3012, 13-14=-893/2210, 11-13=-1327/2872,
10-11=-1768/3571
WEBS 6-13=-521/1155, 7-13=-766/577, 7-11=-422/916, 9-11=-365/381, 6-14=-520/1153,
5-14=-763/574, 5-16=-391/908, 3-16=-362/365
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuH=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R)
21-6-0 to 25-9-10, Interior(1) 25-9-10 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=944, 10=857.
7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
I�
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaqulu Velez PF No.611132
3LTek Luc. DDA �D'Iek USA 67. C'er1 6634
1602.1 Swiattlec Ridge Rd.
CbcuerfiieW. NO 63017
Dare:
December 11,2023
a WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 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 MiTek'a
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
is always required for stability and to prevent collapse with possible personal injury and property dama?e. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SIrrP 1 Oual ly Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315713
TTH133-140
T11
Common
8
1
Job Reference (optional)
Builders FirslSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:22 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-zW1 RSwgGyv9JodyLPpDvgrjsy0nigyPbGMkGByB?xt
-r1-0-Q 7-7-3 14-0-10 21- 0 28-5-6 35-4-13 43-0-0 45-0-0
-10 7-7-3 6-11-6 6-11-6 6-11-6 6-11-6 7-7-3
Scale = 1:73.7
5x6 =
5.00 12
11i
3x4 = 4x6 = 3x4 = 3x4 =
3x4 = 4x6 =
9-0-0 17-3-15 25-8-1
33-11-10 43-0-0
9-021 8-3-10 8-4-1
+ 8-3-10 9-0-6
Plate Offsets (X,Y)— [2:0-4-2,0.1-8], [4:0-3-0,Edge], [8:0-3-0,Edge], [10:0-4-2,0-1-8]
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 0.91
Vert(L-)
-0.40 14-15 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.92
Vert(CT)
-0.68 14-15 >755 180
BCLL 0.0
Rep Stress Incr YES
WB 0.99
Horz(CT)
0.18 10 nla n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix-SH
Weight: 220 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
Structural wood sheathing directly applied.
1-4,8-11: 2x4 SP No.1 BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (size) 2=0-3-8, 10=0-3-8
Max Horz 2=-310(LC 10)
Max Uplift 2=-939(LC 12), 10=-1020(LC 12)
Max Grav 2=1885(LC 17), 10=1934(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3930/1998, 3-5=-3800/2006, 5-6=2887/1656, 6-7=-2886/1647, 7-9=-3779/1968,
9-10=-3921/1959
BOT CHORD 2-17=-1668/3790, 15-17=-1252/3027, 14-15=-827/2225, 12-14=-1281/2868,
10-12=-1668/3535
WEBS 6-14=-516/1150, 7-14=-758/569, 7-12=-359/890, 9-12=-354/345, 6-15=-519/1153,
5-15=-763/575, 5-17=-392/908, 3-17=-362/365
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat.
II; Exp C; Encl., 13Cpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R)
21-6-0 to 25-9-10, Interior(1) 25-9-10 to 45-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
This item has been
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
electronically signed and
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
sealed by Velez, Joaquin, PE
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
using a Digital Signature.
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
Printed COpleS Of this
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
document
2=939, 10=1020.
are not considered
7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
signed and sealed and the
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
signature must be verified
on any electronic copies.
Jmagmla Velez PF N..69122
MITek tar. DBA MITek CSA F'L Carr 66d4
16023 tiwiylov "e Rd.
Ch.1-11e1d. MO 63017
Date:
December 11.2023
a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 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 MiTeV
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general g Adance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSI7rrI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315714
TTH133-140
Vol
GABLE
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
8
d
2x4
8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:24 2023 Page 1
I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-vu8Blci WUXPiy6nLTgrh_4xF?mtVAyBh2arrL1 yB?xr
11-1-0
4x4 =
2x4 11 2x4 11 2x4 11
2x4
Scale = 1:17,8
.a
O
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2020/TPI2014
CSI.
TC 0.17
BC 0.13
WB 0.11
Matrix-SH
DEFL. in (loc) I/deft L/d
Vert(LL) n/a n/a 999
Vert(CT) n/a n/a 999
Horz(CT) 0.00 5 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 38 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 11-1-0.
(lb)- Max Horz 1=55(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=-184(LC 12), 6=-184(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=279(LC 1), 6=279(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-8=-187/368, 4-6=187/368
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30111; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 5-6-8, Exterior(2R) 5-6-8 to
8-6-8, Interior(1) 8-6-8 to 10-3-15 zone; cantilever left and right exposed , end vertical left and right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except
This item has been
Qt=lb) 8=184, 6=184.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
electronically signed and
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joagala Velez PE Neb8122
.%Biek tot. DBA NRbk USA 4L cm 6634
1602.t Swtadey RW@t Rd.
C116-04eW. MO 63017
Date:
December 11,2023
a WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 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
i
��
�A
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 proper damage. For general guidance regarding the
16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP 1 Quality Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org)
Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www,sbcscomponents.com)
314.434.1200 / MTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315715
TTH133-140
V02
Valley
1
1
Job Reference (optional)
Builders FirstSouroe (Tampa, FL), Tampa, FL - 33564,
4-0-0
3x4
2x4 II
8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:25 2023 Page 1
ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-05iZ5yi8FgXYaGMX1 YNwXITOHAB WVPirHEaOtTyB?xq
8-0-0
4-0-0
4x4 =
3x4
Scale = 1:14.6
.9
d
7-11-6
8-pr0
7-11-6
0- -10
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.20
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.27
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.09
Horz(CT) 0.00 3 n/a n/a
BCDL 10.0
Code FBC2020ITP12014
Matrix-SH
Weight: 24 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=7-10-13, 3=7-10-13, 4=7-10-13
Max Horz 1=37(LC 11)
Max Uplift 1=-64(LC 12), 3=-64(LC 12), 4=-133(LC 12)
Max Grav 1=107(LC 23), 3=107(LC 24), 4=273(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-4=-169/308
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed , end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=1b)
4=133.
This item has been
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joagnln Velez PE Nb.69192
NI7ek Lac. UBA.Mffek USA kL Cerr 6634
16OLt Swintil Mile Rd.
Clesterneld. MO 6M17
Date:
December 11,2023
WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual Wilding component, not MiTek*
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 ppropertyy damagge. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI,1 Qualily Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.mm) 314.434.1200 / MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315716
TTH133-140
V03
Valley
2
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:26 2023 Page 1
ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-sHGyl IjmOBfPBQxjaFu94VObrZa5etN_WuKxPvyB?xp
2-M 4-M
2x4 � 2x4
Plate Offsets (X,Y)-- [2:0-3-0,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.08
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.12
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2020frP12014
Matrix-P
Weight: 10 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=4-0-0, 3=4-0-0
Max Horz 1=-14(LC 10)
Max Uplift 1=-50(LC 12). 3=-50(LC 12)
Max Grav 1=92(LC 1), 3=92(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuK=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft, Cat.
Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
JwgaM Vole& PE N..69132
MTea Iu- DBA WTea USA FL C ert 6634
160V Swlyley RWae Rd.
Clu,.I-lteW, NO 63017
Date:
December 11,2023
A& WARNING - verify design parameters and READ NOTES ON T10S AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 1/2/2023 BEFORE USE. ■
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek"
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 ppropertyy. damagge. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434,1200 / MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315717
TTH133-140
VO4
GABLE
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 813:48:27 2023 Page 1
ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-KTgKVdkOnSnGpZWw8zPOcjZm NzwsN Kd8kX3VyLyB?xo
2-1-8 4-3-0 ,
3x6 = Scale: 1.5"=1'
5.00 12
rd
d
2x4 -:-- 2x4
4-3-0
4-3-0
Plate Offsets (X,Y)-- [2:0-3-0,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.09
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.09
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2020rrPI2014
Matrix-P
Weight: 11 lb FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins.
BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=4-3-0, 3=4-3-0
Max Horz 1=-16(LC 10)
Max Uplift 1=-55(LC 12), 3=-55(LC 12)
Max Grav 1=101(LC 1), 3=101(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joagalo Velez PF Ne.68182
WTek lac UBA .Wfek USA FL Ccrr 6634
16023 Swieglev RWae Rd.
CYesi ield, MO 63017
Date:
December 11,2023
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE USE. ■
Design valid for use only with MTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not MiTek*
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and ppropelrty damege. For general gguidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrP I Quallly Criteria and DSB-22 available from Truss Plate Institute (www.lpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314,434.1200 / MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315718
TTH133-140
V05
GABLE
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:28 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-ogOijzl1 XIv7Rj56igwd9w5x_NGI6mUHz6p2UoyB?xn
4-6-8 9-1-0
4-6-8 4-6-8
Scale = 1:16.7
4x4 =
8 7 6
2x4 2x4 II 2x4 II 2x4 II 2x4
9-1-0
9-1-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.10
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.08
Vert(CT) n/a - n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.09
Horz(CT) 0.00 5 n/a n/a
BCDL 10.0
Code FBC2020/TP12014
Matrix-SH
Weight: 30 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 9-1-0.
(lb) - Max Horz 1=-43(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-127(LC 12), 6=-127(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7, 8, 6
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-8=-142/301, 4-6=142/301
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vuft=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45111; L=30ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-6-8, Exterior(2R) 4-6-8 to
7-6-8, Interior(1) 7-6-8 to 8-3-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and
forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb)
This item has been
8=127, 6=127.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
electronically signed and
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joagnlu Velez PE No.68182
Meek loc. DBA N1Tek USA FL Cert 6634
16023 Srrlagley 1114o R&
CYerlerrteld, NO 63017
Da1e:
December 11.2023
WARNING - Verity design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 112/2023 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 MiTek*
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and proper damage. For general guidance regarding me 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrl" 1 Quality Criteria and SB-22 available from Truss Plate Institute (www.tpmst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314A34.1200 / MiTek-US.com
Job
Truss
Truss Type
City
Ply
T32315719
TTH133-140
V06
Valley
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
C
d
2x4
2-6-8
5.Do �2
8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 813:48:29 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-Gsy4wJmfl3l_2tglGORsh8e5_nZbrE7RCrYcOEyB?xm
5-1-0
2-6-8
3x6 =
2x4
Scale = 1:9.8
ro
O
0-Q-10 5-1-0
0 0 5-M
Plate Offsets (X,Y)-- [2:0-3-0,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.15
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.26
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-P
Weight: 13 lb FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=4-11-13, 3=4-11-13
Max Horz 1=-21(LC 10)
Max Uplift 1=-72(LC 12), 3=-72(LC 12)
Max Grav 1=132(LC 1), 3=132(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-148/287, 2-3=-148/299
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuH=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft, L=3011t; eave=4ft; Cat.
ll; Exp C; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
This item has been
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
JoagaW Velez PF. lve.69132
N17e1t lair. DRA INUTeh USA tL Cerr 6634
1602.1 Swlagley Ridge Rd.
Chestrrfl.W. MO 63017
Date:
December 11,2023
WARNING -Verily design parameters and READ NOTES ON TW S AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. i �� �a
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ppropertrtyy dams gg . For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrP(1 Quality Criteria and guidance
available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434,1200 / MiTek-US.com
Job
Truss
Truss Type
Qly
Ply
T32315720
TTH133-140
V07
GABLE
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
I
d
7-3-12
8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:30 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-k2WS8fmH3N9rg1 FVp5y5ELBHjBygagJaQV19YgyB?xl
4x4 =
3x4 - 16 15 14 13 12 11 10 3x4
Scale = 1:24.4
.g
0
14-7-8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.09
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.08
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.07
Horz(CT) 0.00 9 n/a n/a
BCDL 10.0
Code FBC2020fTPI2014
Matrix-SH
Weight: 64 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 14-7-8.
(lb) - Max Horz 1=112(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 14, 15, 12, 11 except 16=146(LC 12), 10=-146(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 9, 13, 14, 15, 16, 12, 11, 10
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- (9)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 7-3-12, Exterior(2R) 7-3-12
to 10-3-12, Interior(1) 10-3-12 to 13-11-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live Iliad shown covers rain loading requirements specific
to the use of this truss component.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 1, 9, 14, 15, 12,
This item has been
11 except Qt=lb) 16=146, 10=146.
9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
electronically signed and
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joryala Yenta PE N..68182
MTek lac DBA VDTek USA FL Cart 6634
1602,1 Swiedey Rifle Rd.
CBesler6eld. MO 63017
Dale:
December 11,2023
a WARNING -Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1/2/2023 BEFORE USE. MiTek*
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 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.1200 / MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315721
TTH133-140
V08
Valley
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564,
d
d
5-7-12
4x6 =
8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:31 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-CF4rL?nvggHilBphNoTKn4NKaAFJ7zjf91 i57yB?xk
4
4x4 i 2x4 II 4x4
Scale = 1:20.1
.9
6
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 0.42
Vert(LL)
n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.57
Vert(CT)
ri n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.11
Horz(CT)
0.00 3 n/a n/a
BCDL 10.0
Code FBC20201TPI2014
Matrix-SH
Weight: 37 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=11-2-8, 3=11-2-8, 4=11-2-8
Max Horz 1=-84(LC 10)
Max Uplift 1=-104(LC 12), 3=104(LC 12), 4=-196(LC 12)
Max Grav 1=169(LC 23), 3=169(LC 24), 4=411(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-4=-251/355
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-7-12, Exterior(2R) 5-7-12
to 8-7-12, Interior(1) 8-7-12 to 10-7-15 zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
This item has been
1=104, 3=104, 4=196.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
electronically signed and
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Josgaro Velea PE Ne.69132
.%BTek tac. DBA MTek USA FL L-1 6634
16O2J Swlyley RIdgt PA
C6esteraeld. MO &M17
Darr:
December 11,2023
O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7471 rev. 1/2/2021 BEFORE USE. i �� �A
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damagge. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A SVTP 1 Qualgy Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and BCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314.434.12DO l MTek-US.com
Job
Truss
Truss Type
city
Ply
T32315722
TTH133-140
V09
Valley
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:32 2023 Page 1
ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-gRdDZLoXb_PZvLOtxW?ZJm Gb0_aS2aVtupnGdZyB?xj
3-11-12 7-11-8
3-11-12 3-11-12
3x4
2x4
II
4x4 =
3x4 --
Scale = 1:14.6
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20201TPI2014
CSI.
TC 0.23
BC 0.32
WB 0.09
Matrix-SH
DEFL. in (loc) I/deft Ud
Vert(LL) n/a n/a 999
Vert(CT) n/a - n/a 999
Horz(CT) 0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 25 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=7-10-8, 3=7-10-8, 4=7-10-8
Max Horz 1=56(LC 11)
Max Uplift 1=-69(LC 12), 3=-69(LC 12), 4=-131(LC 12)
Max Grav 1=113(LC 23), 3=113(LC 24), 4=275(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-4=-167/293
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vu1t=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 3-11-12, Exterior(2R)
3-11-12 to 6-11-12, Interior(1) 6-11-12 to 7-3-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=1b)
This item has been
4=131.
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
electronically signed and
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joyale %'elez PE Nr.681a2
MI[ek tec. DBAMiTek USA F1Cen6634
1602.1 Swings y RMBe Rd.
C6n4r11e1d. Mo 63017
Dare;
December 11,2023
a WARNING -Verity design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE 10111-7473 rev. 1l2/2023 BEFORE USE. i �� �A
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 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP f Quality Criteria and SB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponems.com) 314.434.12001 MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315723
TTH133-140
V10
Valley
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:33 2023 Page 1
ID tPuYCeVfQTfYt30C?ZvfnpzlGUH-9dBbmhp9MIYQXUz4VDWos_onCOx2n2607TWp9?yB?xi
2-3-12 4-7-8
2-3-12 r 2-3-12
3x6 =
2
2x4 i
2x4
Scale = 1:8.6
xd
d
o4s 4-7-0
Plate Offsets (X,Y)-- [2:0-3-0,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.14
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.23
Vert(CT) n/a n/a 999
8CLL 0.0
Rep Stress Incr YES
WE 0.00
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-P
Weight: 12 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=4-6-8, 3=4-6-8
Max Horz 1=-28(LC 10)
Max Uplift 1=-68(LC 12), 3=-68(LC 12)
Max Grav 1=125(LC 1), 3=125(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; VuR=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joagele Velez PE N.Aa132
\Dick Lee. DBA 311Tek USA FL Cert 66J4
16OL1 Swladey Ridge Rd.
Canlerfiel6, MO 63017
Date:
December 11.2023
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE USE. i �� �rn
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 pproperrtyry damage. For general guidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP 1 quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314,434.1200 / MiTek-US.com
Job
Truss
Truss Type
Qty
Ply
T32315724
TTH133-140
V11
Valley
1
1
Job Reference (optional)
Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.730 s Nov 13 2023 MiTek Industries, Inc. Fri Dec 8 13:48:34 2023 Page 1
ID:tPuYCeVfQTfYt30C?ZvfnpzlGUH-dglz_1 pn7bgH9eYG2x110BLylolXWU _AL7GMhRyB?xh
3-10-0 7-8-0
3-10-0 3-10-0
b
d
3x4
2x4 11
4x4 =
3x4
Scale = 1:14.2
•d
d
7-8-0
r 7-8-0
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.15
Vert(CT) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.09
Horz(CT) 0.00 3 n/a n/a
BCDL 10.0
Code FBC2020/TPI2014
Matrix-SH
Weight: 23 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=7-8-0, 3=7-8-0, 4=7-8-0
Max Horz 1=-35(LC 10)
Max Uplift 1=-60(LC 12), 3=-60(LC 12), 4=-127(LC 12)
Max Grav 1=102(LC 23), 3=102(LC 24), 4=258(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-4=-159/296
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=3011; eave=4ft; Cat.
11; Exp C; Encl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific
to the use of this truss component.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb)
4=127.
This item has been
8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code"
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaq,& Velez PF No.69192
MiTek tat. DBA MiTek USA FL Cer166d4
1607-t SwMgl#y Rtd;e Rd.
Che ter6eld,.MO 63017
Date:
December 11,2023
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 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 MiTeke
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 gguidance regarding the 16023 Swingley Ridge Rd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) Chesterfield, MO 63017
and SCSI Building Component Safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 314,434.1200 / MTek-US.com
Symbols Numbering System A General Safety Notes
PLATE LOCATION AND ORIENTATION
1/2 L Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-;1s'
For 4 x 2 orientation, locate
plates 0- ''16' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek
software or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number/letter where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPl1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-22: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing, Restraining & Bracing of Metal
Plate Connected Wood Trusses.
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
1 2 3 Joint ID
TOP CHORDS typ
C1-2 C2-3
of WEBS c�4 4
0 m O
M
0
~ C7-8 C6-7 C5-6 0
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
Product Code Approvals
ICC-ES Reports:
ESR-1988, ESR-2362, ESR-2685, ESR-3282
ESR-4722, ESL-1388
Design General Notes
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
0 2023 MiTek® All Rights Reserved
MOITeka
MiTek Engineering Reference Sheet: MII-7473 rev. 1/2/2023
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSUTPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/rPl 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19 % at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or pudins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/rPI 1 Quality Criteria.
21. The design does not take into account any dynamic
or other loads other than those expressly stated.