HomeMy WebLinkAboutTRUSSES - 05-00269 - 367 Talon Dr - New SFRJob Name: PHOENIX LUMBER
tip
E
Truss ID: A
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
GBL BLK 2x4 DFL STUD
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA.
Pg a 35 psf, Ce a 1.0, I a 1.0, Ct a 1.00
Gable verticals are 2x 4 web material spaced
at 24.0 " o.c. unless noted otherwise.
Top chord supports 24.0 " of uniform load
at 35 psf live load and 8 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 48"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
6-4-7
=0-4-7
2-3-0
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
9-0-0 9_"
1 2 3 4 5 6 7 8 9 10 11
8�00—
3-4
-8.00 1
1
Drwg:
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location a Not End Zone
Hurricane/Ocean Line a No , Exp Category a B
Bldg Length a 99.00 ft, Bldg Width a 50.00 ft
Mean roof height a 23.19 ft, mph a 90
TPI Standard Occupancy, Dead Load a 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area a 36 sgft
7-0-3
SHIP
To-4-7
assess ,joint Locations aaaaa
1 0- 0- 0 12 0- 0- 0
2 2- 3- 0 13 2- 3- 0
3 4- 3- 0 14 4- 3- 0
4 6- 3- 0 15 6- 3- 0
5 8- 3- 0 16 8- 3- 0
6 9- 0- 0 17 9- 9- 0
7 9- 9- 0 18 11- 9- 0
8 11- 9- 0 19 13- 3- 9
9 13- 9- 0 20 13- 9- 0
10 IS- 9- 0 21 IS- 9- 0
it IS- 0- 0 22 IS- 0- 0
-0-o IAMOLI
18-0-0
12 13 14 15 16 17 18 1920 21 22
TYPICAL PLATE: 2-3 2-3-� m m m m m m m m m m� m 8/30/2005
`�
SUPPORTAll
� ,},1lR CONTINUOUS
2_3-0 � �? � � N o p tedavailab Truswal unless noted. Scale: 7t32" = 1'
r"H"
plates are20 gaugeTruswal Connectors unless preceded by"MX"forHS20gau 16 gau , pos p Joint D it Repo rom software,
WARNING Read all notes on this sheet and give a cop), of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not tress system. It has been based on specifications provided by the component manufacturer
Dimensions
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy.
Dsgnr•' DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% andior cause connector plate corrosion. Fabricate. handle, install
'Joint from Truswal
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards and Cutting Detail Reports available as output softwae,
'ANSI/TPI I%'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
Design Spec IRC
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at It 1119th Street, NW, Ste 800, Washington, DC 20036,
Truss ID: Al
3 DrwA:
Job Narve: PHOENIX LUMBER
BRG X-LOC REACT SIZE REQID TC 2x4 DFL #1 & Btr-
1 0- 2-12 1060 5.50" 1.50" BC 2x4 DFL #1 & Btr.
2 17- 9- 4 1060 5.50" 1.50" WEB 2x4 DFL STUD
BRG REQUIREt48NTS shown are based ONLY Loaded for 10 PSF non -concurrent BOLL.
on the truss material at each bearing ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg a 35 psf, Ce = 1.0, I = 1.0, Ct = 1.00
TC FORCE AXL BND CSI This truss is designed using the
1-2 -1241 0.01 0.25 0.26 ASCE7-98 Wind Specification
2-3 -917 0.00 0.25 0.26 Bldg Enclosed = Yes, Importance Factor = 1.00
3-4 -917 0.00 0.25 0.26 Truss Location = Not End Zone
4-5 -1241 0.01 0.25 0.26 Hurricane/Ocean Line = No , Exp Category a B
Bldg Length a 99.00 ft, Bldg Width = 50.00 ft
BC FORCE AYL BND CSI Mean roof height = 23.19 ft, mph - 90
6-7 958 0.05 0.32 0.37 TPI Standard Occupancy, Dead Load 14.5 psf
7-8 958 0.05 0.32 0.37 Designed as Main Wind Force Resisting System
and Components and Cladding
WEB FORCE CSI WEB FORCE CSI Tributary Area a 36 sgft
2-7 -358 0.19 4-7 -358 0.19
3-7 539 0.18
6-4-7
TO-4-7
Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) :
THIS DESIGN IS THE COMPOSITE RESULT OF Support C&C Wind Non -Wind
MULTIPLE LOAD CASES. 1 -10 lb
IRC/IBC truss plate values are based on 2 -10 lb
testing and approval as required by IBC 1103 HORIZONTAL REACTIONS)
and ANSI/TPI and are reported in available support 1 -143 lb
documents such as ICBO #1607. support 2 143 lb
4-8-7 i 4-3-9 4-3-9 4-8
4-8-7 9-0-0 13-3-9 18-0-0
9-0-0 9-0-0
r1 2 3 4 5 .
8r pp -8.00 ,
7-0-3
SHIP
IO.4-7
-0-0
-0-0 18.0-0 �-1
6 7 8
g.OA 9-0.0 -1
9-0-0 18-0.0
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord
Eng. Job:.EJ.
Chk: BJS
Dsgnr• DGM
'
TC Live 35.00 psf
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise
TC Dead 7.50 psf
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19"A and/or cause connector plate corrosion. Fabricate, handle, install
following 'Joint and Cutting Detail Reports available as output from Truswal software,
BC Live 0.00 psf
and brace this truss in accordance with the standards:
'ANSIlrPI I'. 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities.'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive.
It 19th Street. NW, Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Madison, Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 11
MAX DEFLECTION (span)
L/999 IN MEM 6-7 (LIVE)
L= -0.07" Da -0.03" T= jion
=aa== Joint Locations ====_
1 0- 0- 0 5 18- 0- 0
2 4- 8- 7 6 0- 0- 0
3 9- 0- 0 7 9- 0- 0
4 13- 3- 9 8 18- 0- 0
8/30/2005
Scale: 7132" =1'
WO: PH-RAMMELL
DurFacs L=1.15 P=1.15
Rep Mbr Bnd 1.15
O.C.Spacing 2- 0- 0
Design Spec IRC
Seqn T6.4.24 - 0
Job Name: PHOENIX LUMBER Truss ID: A2 Qty: 1 Drwg: I
BRG
X-LOC
REACT 11ZE REQ-D
TC 2x4 DFL #1 & Btr.
**IPM)=PLATE MONITOR USED -See Joint Report**
1
0- 2-12
3392 5.50" 3.62"
BC 2x6 DFL SS
Plating spec : ANSI/TPI - 1995
2
31- 3- 4
2654 5.50" 2.83"
WEB 2x4 DFL STUD
THIS DESIGN IS THE COMPOSITE RESULT OF
BRG REQIIIRSNBNTS shown are based ONLY
WEDGE 2x6 DFL SS
MULTIPLE LOAD CASES.
on the truss material at each bearing
Lumber shear allowables are per NDS.
IRC/IBC truss plate values are based on
Loaded for 10 PSF non -concurrent BOLL.
testing and approval as required by IBC 1703
TC
FORCE
AXL BND CSI
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
and ANSI/TPI and are reported in available
1-2
-5183
0.24 0.23 0.46
Pg = 35 psf, Ce = 1.0, I - 1.0, Ct = 1.00
documents such as ICBO #1607.
2-3
-5072
0.26 0.2S 0.51
Permanent bracing is required (by others) to
Drainage must be provided to avoid ponding.
3-4
-5960
0.31 0.50 0.81
prevent rotation/toppling. See BCSI 1-03
4-5
-6776
0.40 0.50 0.90
and ANSI/TPI 1.
5-6 -5887 0.29 0.34 0.63
6-7 -5887 0.35 0.22 0.57
7-8 -5888 0.34 0.18 0.52
8-9 -4716 0.20 0.33 0.53
9-10 -3809 0.15 0.21 0.36
10-11 -3942 0.14 0.16 0.30
BC FORCE AYL BND CSI
12-13 4220 0.34 0.08 0.43
13-14 4179 0.34 0.09 0.43
14-IS 6050 0.49 0.10 0.59
15-16 6762 0.55 0.11 0.66
16-17 6762 0.55 0.10 0.65
17-18 4797 0.39 0.07 0.45
18-19 3116 0.25 0.05 0.31
19-20 3208 0.26 0.05 0.31
WEB FORCE CSI
WEB
FORCE CSI
2-13 108 0.04
3-13 295 0.10
7-17
8-17
-385 0.11
1785 0.60
3-3-15m
m
m
m
m
I;?�
N
m
tv
cb
3-14 2S74 0.86
8-18
-1557 0.46
��
v
�
t^
4-14-17120.51
9-18
23190.78
3-3.15
�J,
4-15 1276 0.43
9-19
124 0.04
6-0-0
19-6-0
6-0-0
5-15 301 0.10
5-17 -1307 0.79
10-19
-115 0.03
, I
1 2 3
4
5 6 7
8
1
9 10
11
4-4-7
1=
0-4-7
8.00 131# -8.00
S=3-5
'O'M's.
o
, .. -
3-4 5-6 6-8 3-10
S=MX/5-12
264# 1001#
4-6 3-4
4-10
Hip -Drop : 0-1-13
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location Not End Zone
Hurricane/Ocean Line = No , Exp Category = B
Bldg Length - 99.00 ft, Bldg Width = 50.00 ft
Mean roof height = 22.19 ft, mph 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 115 sgft
----------LOAD CASE #1 DESIGN LOADS ---------------
Dir L-Plf L.Loc R.Plf R.Loc LL/T
TC Vert 100.00 - 1- 0- 0 100.00 0- 0- 0 0.2
TC Vert 85.00 0- 0- 0 85.00 6- 0- 0 0.8
TC Vert 200.00 6- 0- 0 200.00 13- 6- 0 0.7
TC Vert 85.00 13- 6- 0 85.00 31- 6- 0 0.8
TC Vert 100.00 31- 6- 0 100.00 32- 6- 0 0.2
BC Vert 15.00 0- 0- 0 15.00 31- 6- 0 0-C
...Type... lbs X.Loc LL/TL
TC Vert 60.0 - 1- 0- 0 1.00
TC Vert 131.0 6- 0- 0 0.70
TC Vert 60.0 32- 6- 0 1.00
BC Vert 264.0 6- 0- 0 0.70
BC Vert 1001.0 13- 6- 0 0.70
3-5
2
0-4-7
MAX DEFLECTION (span)
:
L/999 IN HEM 15-16 (LIVE)
L=
-0.37" Do -0.16"
To -
==__=
Joint Locations ====o
1
0- 0- 0 11 31-
6- 0
2
3- 3-15 12 0-
0- 0
3
6- 0- 0 13 6-
0- 0
4
9- 8- 2 14 9-
8- 2
5
13- 6- 0 15 13-
6- 0
6
is- 9- 0 16 16-
0- 0
7
18- 0- 0 17 18-
0- 0
8
21- 9-14 18 21-
9-14
9
25- 6- 0 19 25-
6- 0
T
10
28- 2- 1 20 31-
6- 0
5.0.3
SHIP
31-fi-0
12 13 14 15 16 17 18 19 20
6'0� c� rV
p T .V-, �
d��
6.0-0 ml� 1� 11- � � � i13 31.6-0
TYPICAL PLATE: 4.6
8J 30/2005
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" =1.
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system_ It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.00
noted. Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19%" and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
BC Dead 7.50
Design Spec IRC
'ANSIrTPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Washington, DC 20036
TOTAL 50.00
Seqn T6.4.24 - 0
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800,
psf
i2"
IJob Name: PHOENIX LUMBER Truss ID: A3 Qty: 1 Drwg:
BRG X-Ldi: REACT nSIZE REQ'D TC 2x4 DFL #1 & Btr.
1 0- 2-12 1841 5.50" 1.96" BC 2x4 DFL #1 & Btr.
2 31- 3- 4 1841 5.50" 1.96" WEB 2x4 DFL STUD
BRG REQUIRM1ENTS shown are based ONLY Lumber shear allowables are per NDS.
on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
TC FORCE AXL BND CSI Pg - 35 psf, Ce = 1.0, I a 1.0, Ct a 1.00
1-2 -2537 0.06 0.34 0.39 Hip -Drop : 0-1-13
2-3 -2271 0.04 0.33 0.37
3-4 -2412 0.05 0.95 1.00
4-5 -2412 0.05 0.95 1.00
5-6 -2272 0.04 0.33 0.37
6-7 -2538 0.06 0.34 0.39
BC FORCE AXL BND CSI
8-9 2008 0.28 0.18 0.46
9-10 1826 0.11 0.30 0.41
10-11 1826 0.11 0.30 0.41
11-12 2008 0.28 0.18 0.46
WEB FORCE CSI WEB FORCE CSI
2-9 -221 0.09 5-10 1037 0.35
3-9 268 0.08 5-11 268 0.08
3-10 1037 0.35 6-11 -221 0.09
4-10 -812 0.42
T
5-8-7
l_ 4-6
0-4-7 G
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
Drainage must be provided to avoid ponding.
4-2-7 � 3-9-9 7-9.0 7-9_0 �3-9-9 4-2-7 i
4-2-7 8-0-0 15-9-0 23-6-0 27-3-9 31-6-0
8-0-0 15-6-0 8-0.0
1 2 3 4 5 6 7
a00
-800
49
X
2.3 4
2-3
A
3-4
5-6
3-4
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -13 lb
2 -13 lb
HORIZONTAL REACTIONS)
support 1 -125 lb
support 2 125 lb
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor a 1.00
Truss Location a Not End Zone
Hurricane/Ocean Line a No , Exp Category e B
Bldg Length = 99.00 ft, Bldg Width a 50.00 ft
Mean roof height = 22.85 ft, mph a 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area a 63 sgft
6-4.3
SHIP
l-6 _
0-4-7
IPA 31-6-0 1 0"
8 9 10 11 12
8-08-0 0 7-97-9 7-9-0 8-00
8-0.0 15-9-0 23-6-0 31-6-0
MAX DEFLECTION (span) :
L/999 IN MEM 10-11 (LIVE)
La -0.15" Da -0.07" T= -
==aa= Joint Locations =====
1 0- 0- 0 7 31- 6- 0
2 4- 2- 7 8 0- 0- 0
3 8- 0- 0 9 8- 0- 0
4 15- 9- 0 10 15- 9- 0
5 23- 6- 0 11 23- 6- 0
6 27- 3- 9 12 31- 6- 0
8/30/2005
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports available as output from Truswal software,
7.50
Design Spec IRC
'ANSlrfPI I'. 'WTCA 1' - Wood Truss Council of Amcrica Standard Design Responsibilities.'HANDLING INSTALLING AND BRACING METAL
BC Dead psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I 1119th Street, NW, Ste 800, Washington, DC 20036,
TOTAL 50.00 psf
Seqn T6.4.24 - 0
22"
lJob Name: PHOENIX LUMBER Truss ID: A4 Qtv: 1 Drwa: I
BRG X-LOC REACT.tSIZE REQ'D TC 2x4 DFL 01 & Btr.
1 0- 2-22 1775 5.50" 1.89" BC 2x4 DFL #1 & Btr.
2 31- 3- 4 1775 5.50" 1.89" WEB 2x4 DFL STUD
BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BOLL.
on the truss material at each bearing ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg - 35 psf, Ce a 1.0, I = 1.0, Ct a 1.00
TC FORCE AXL BND CSI Drainage must be provided to avoid ponding.
1-2 -2396 0.05 0.28 0.33 Hip -Drop : 0-1-13
2-3 -2035 0.04 0.26 0.30
3-4 -1879 0.03 0.50 0.53
4-5 -1879 0.03 0.50 0.53
5-6 -2035 0.04 0.26 0.30
6-7 -2396 0.05 0.28 0.33
BC FORCE AYL BND CSI
8-9 1890 0.26 0.21 0.47
9-10 1593 0.10 0.29 0.39
10-11 1593 0.10 0.29 0.39
11-12 1890 0.26 0.21 0.47
WEB FORCE CSI WEB FORCE CSI
2-9 -393 0.24 5-10 613 0.21
3-9 351 0.12 5-11 351 0.12
3-10 613 0.21 6-11 -393 0.24
4-10 -582 0.46
7-0-7
0-4-7
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed a Yes, Importance Factor a 1.00
Truss Location a Not End Zone
Hurricane/Ocean Line = No , Exp Category a B
Bldg Length a 99.00 ft, Bldg Width a 50.00 ft
Mean roof height a 23.52 ft, mph 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area a 63 sgft
5.2 7 4-9-9 5.9-0 5-9_0 4-9-9 5-2-7
5-2-7 10-0-0 15-9-0 21-6-0 26-3-9 31-6-0
1 10-0-0 1 11.6-0 1 10-0-0 1
1 2 3 4 5 6 7
8r 00 -8.00 1
1 31-6-0 1
8 9 10 11 12
1010-M 55-9-0 55-9-0 10-M 4
10-0-0 15-9-0 21-6-0 31-6-0
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -11 lb
2 -11 lb
HORIZONTAL REACTIONS)
support 1 -158 lb
support 2 158 lb
7.8-3
SHIP
0-4-7
MAX DEFLECTION (span) :
L/999 IN MEM 11-12 (LIVE)
La -0.14" Da -0.06" T= -
aaass Joint Locations aaa"a
1 0- 0- 0 7 31- 6- 0
2 5- 2- 7 8 0- 0- 0
3 10- 0- 0 9 10- 0- 0
4 15- 9- 0 10 15- 9- 0
5 21- 6- 0 11 21- 6- 0
6 26- 3- 9 12 31- 6- 0
8/30/2005
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk' BJS
and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy. DimensionsA<Z>rs�'
DS nr DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads
g '
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted- Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle. install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software.
'ANSI/TPI 1', 'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
Design Spec IRC
1101 N. Groat S.W. Pkwy., Artington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1 t 1 119th Street, NW, Ste 800, Washington, DC 20036
TOTAL 50.00 psf
Seqn T6.4.24 - 0
19"
Job Name: PHOENIX LUMBER Truss ID: A5 Qty: 1 Drwg: I
BRG X-LOC REACT SIZE REQ-D
TC 2x4 DFL #1 & Btr.
Web bracing required at each location shown.
UPLIFT REACTIONS)
C&C Wind Non -Wind
1 0- 2-12 1735 S.So" 1.85"
BC 2x4 DFL #1 & Btr.
® See standard details (TX01087001-001 revl).
Support
2 31- 3- 4 1735 5.50" 1.85"
WEB 2x4 DFL STUD
Plating spec : ANSI/TPI - 1995
1 -9 lb
2 -9 lb
BRG REQuxRmmNTS shorn are based ONLY
IRC/IBC truss plate values are based on
THIS DESIGN IS THE COMPOSITE RESULT OF
HORIZONTAL REACTIONS)
an the truss material at each bearing
testing and approval as required by IBC 1703
MULTIPLE LOAD CASES.
BCLL.
support 1 191 lb
and ANSI/TPI and are reported in available
Loaded for 10 PSF non -concurrent
support 2 -191 lb
TC FORCE AXL BND CSI
documents such as ICBO #1607.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Hip 0-1-13
1 2 -2359 0 05 0 39 0 44
Drainage must be provided to avoid ponding.
Pg = 35 psf, Ce - 1.0, I = 1.0, Ct = 1.00
-Drop :
2-3
-1894
0.02
0.47
0.49
This truss is designed using the
3-4
-1469
0.06
0.80
0.86
ASCE7-98 Wind Specification
4-5
-1890
0.02
0.45
0.47
Bldg Enclosed = Yes, Importance Factor 1.00
5-6
-2358
0.05
0.39
0.43
Truss Location o Not End Zone
Hurricane/Ocean Line - No , Exp Category B
BC
FORCE
AXL
BND
CSI
Bldg Length - 99.00 ft, Bldg Width = 50.00 ft
7-8
1845
0.25
0.08
0.34
Mean roof height = 24.19 ft, mph = 90
8-9
1844
0.25
0.10
0.36
TPI Standard Occupancy, Dead Load 14.5 psf
9-10
1467
0.09
0.24
0.33
Designed as Main Wind Force Resisting System
10-11
1467
0.09
0.24
0.34
and Components and Cladding
11-12
1844
0.25
0.12
0.37
Tributary Area = 63 sqft
12-13
1845
0.25
0.08
0.34
WEB FORCE CSI WEB FORCE CSI
2-8 148 0.05 4-11 394 0.13
2-9 -531 0.46 5-11 -534 0.46
3-9 431 0.14 5-12 150 0.05
3-11 237 0.25
8-4-7
0-4-7
6-2-7 5-9-9 ,I 7-6-05-9-9 6-2-7
6-2.7 12.0-0 19-6-0 25-3-9 31-6-0
12-0-0 7-6-0 a 12-"
1 2 3 4 5 6
800 -800
S=3-4
1" 17"
31-6-0
7 8 9 10 11 12 13
6-2-7 5-9-9 7-6-0 5.9-9 6-2-7
6-2-7 12-0-0 19-6-0 25-3-9 31-6-0
9-0-3
SHIP
0.4-7
All plates are 20 gauge Truswal Connectors unless preceded by "NIX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
MAX DEFLECTION (span)
L/999 IN MEM 10-11 (LIVE)
La -0.12" Ds -0.05" To
====z Joint Locations ===_=
1 0- 0- 0 8 6- 2- 7
2 6- 2- 7 9 12- 0- 0
3 12- 0- 0 10 14- 0- 0
4 19- 6- 0 11 19- 6- 0
5 25- 3- 9 12 25- 3- 9
6 31- 6- 0 13 31- 6- 0
7 0- 0- 0
8/30/2005
Scale: 1t8" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr• DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 sf
p
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length- This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software.
'HANDLING
BC Dead 7.50 psf
Design Spec IRC
'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, INSTALLING AND BRACING METAL
1101 N. Great S.W. Pkwy.. Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
TOTAL 50.00
Seqn T6.4.24 - 0
Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 l9th Street, NW, Ste 800, Washington. DC 20036
psf
Job Name: PHOENIX LUMBER Truss ID: A6 Qty: 1 Drwg: I
BRG S-LOC REACT SIZE REQ'D
1 0- 2-12 1735 5.50" 1.85•
2 31- 3- 4 1735 5.50" 1.85-
BRG REQUIRRHENTS shown are based ONLY
on the truss material at each bearing
TC FORCE AXL BND CSI
1-2 -2339 0.04 0.59 0.63
2-3 -1745 0.03 0.59 0.62
3-4 -1303 0.01 0.21 0.22
4-5 -1741 0.03 0.59 0.62
5-6 -2339 0.04 0.59 0.63
BC FORCE AXL BND CSI
7-8 1819 0.25 0.09 0.34
8-9 1817 0.25 0.09 0.34
9-10 1302 0.18 0.05 0.23
10-11 1302 0.18 0.06 0.24
11-12 1817 0.25 0.09 0.34
12-13 1818 0.25 0.09 0.34
WEB FORCE CSI WEB FORCE CSI
2-8 221 0.07 4-11 458 0.15
2-9 -638 0.32 5-11 -638 0.32
3-9 459 0.15 5-12 223 0.07
3-11 246 0.22
TC 2x4 DFL #1 & Btr. Web bracing required at each location shown.
BC 2x4 DFL #1 & Btr. ® See standard details (TX01087001-001 revl).
WEB 2x4 DFL STUD Plating spec : ANSI/TPI - 1995
IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF
testing and approval as required by IBC 1703 MULTIPLE LOAD CASES.
and ANSI/TPI and are reported in available Loaded for 10 PSF non -concurrent BCLL.
documents such as ICBO #1607. ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Drainage must be provided to avoid ponding. Pg = 35 psf, Ce 1.0, I = 1.0, Ct = 1.00
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No , Exp Category = B
Bldg Length = 99.00 ft, Bldg Width 50.00 ft
Mean roof height = 24.85 ft, mph 90
TPI Standard Occupancy, Dead Load 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 63 sgft
9-8-7
0-4-7
7-2-7 6-9-9 6.9-9 7-2-7
7-2-7 14-" i 24-3-9 31-6-0
14-0-0 1 3.6-0 l 14-"
1 2 3 4 5 6,
8.00 -8.00
S=3-4
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -4 lb
2 -4 lb
HORIZONTAL REACTION(S)
support 1 224 lb
support 2 224 lb
Hip -Drop : 0-1-13
10-4-3
SHIP
2
0-4-7
MAX DEFLECTION (span)
L/999 IN MEM 8-9 (LIVE)
L= -0.10" D- -0.04" T= - .14"
=_=== Joint Locations -===_
1 0- 0- 0 8 7- 2- 7
2 7- 2- 7 9 14- 0- 0
3 14- 0- 0 10 16- 0- 0
4 17- 6- 0 11 17- 6- 0
5 24- 3- 9 12 24- 3- 9
6 31- 6- 0 13 31- 6- 0
7 0- 0- 0
10� 10�
31-6-0
7 8 9 10 11 12 13
7-27-2 7 6-9-9 I 6-9-9� 7-2-7
^ 24-3-9 31-6-0 8/30/2005
7-2-7 14-M
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
'
ato be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
are
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any
SYSTEMS
environment that wit] cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this thus in accordance with the following standards 'Joint and Cutting Detail Reports available as output from Truswal software,
BC Dead 7.50
Design Spec IRC
'ANSIrrPI l','WTCA 1' . Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Groat S.W. Pkwy.. Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI The Truss Plate Institute (TPI) is located at D'Onofiio Drive.
50.00
Seqn T6.4.24 - 0
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington, DC 20036-
TOTAL psf
Job Name: PHOENIX LUMBER
TYPICAL PLATE: 2-3
Truss ID: A7
TC 2x4 DFL #1 & Btr-
BC 2x4 DFL #1 & Btr-
GBL BLK 2x4 DFL STUD
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg = 35 psf, Ce = 1.0, I = 1.0, Ct = 1.00
Gable verticals are 2x 4 web material spaced
at 24.0 " o.c. unless noted otherwise.
Top chord supports 24.0 " of uniform load
at 35 psf live load and 8 psf dead load.
Additional design considerations may be
required if sheathing is attached.
(+) indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 48"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
4-4-7
IO-4-7
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
1
2-0-0 22-0� 2-0.0 2-0-0 2-0-0� 2-0-0
2-0-0 4-0-0 6-0-0 8_" 10-" 12-0-0
1 6-" i 6-"
1 2 3 4 5 6 7
8.0 —
a_q
-8.00 1
.1-0-0
r-� 12-0-0
8 9 10 11 12 13 14 .
Drwg:
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed Yes, Importance Factor - 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line - No , Exp Category - B
Bldg Length = 99.00 ft, Bldg Width 50.00 ft
Mean roof height - 22.19 ft, mph = 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 24 sgft
5-0-3
SHIP
IO-4-7
2-0.0 2-0-0 2-0-0 2-0-0 2-0-0 R" ONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "NIX" forWO gauge o` 4W for 16 ga %;positioned-Ohoint Detail%9j%rts availom Truswal software, unless noted.
==__= Joint Locations =====
1 0- 0- 0 8 0- 0- 0
2 2- 0- 0 9 2- 0- 0
3 4- 0- 0 10 4- 0- 0
4 6- 0- 0 11 6- 0- 0
5 8- 0- 0 12 8- 0- 0
6 10- 0- 0 13 10- 0- 0
7 12- 0- 0 14 12- 0- 0
8/30/2005
Scale: 11132" =1'
WAMING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk' BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr: DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software.
BC Dead 7.50
Design Spec IRC
'ANS1rrP1 1'.'WTCA 1' - Wood Thus Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Groat S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onotrio Drive,
Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
IJob Name: PHOENIX LUMBER Truss ID: A8 Qtv: 1 Drwq: I
BRG
x-Ltit
REACT t8lZE REQ'D
TC
2x4
DFL
#1 & Btr.
Plating spec : ANSI/TPI - 1995
1
0- 2-12
760 5.50" 1.50"
BC
2x4
DFL
#1 & Btr.
THIS DESIGN IS THE COMPOSITE RESULT OF
2
11- 9- 4
600 5.50" 1.50"
WEB
2x4
DFL
STUD
MULTIPLE LOAD CASES.
BRG REQUIRMIENTS shown are based ONLY
Loaded for 10
PSF
non -concurrent BCLL.
IRC/IBC truss plate values are based on
on the truss material at each bearing
ASCE7-98 SNOW
LOAD
DESIGN CRITERIA:
testing and approval as required by IBC 1703
Pg a 35 psf,
Ce
= 1.0,
I = 1.0, Ct a 1.00
and ANSI/TPI and are reported in available
TC
FORCE
AXL BND CSI
documents such as ICBO #1607.
1-2
-710
0.00 0.35 0.35
2-3
-710
0.00 0.35 0.35
BC FORCE AXL BND CSI
4-5 486 0.07 0.16 0.23
5-6 486 0.07 0.16 0.23
WEB FORCE CSI WEB FORCE CSI
2-5 167 0.05
4-4-7
IO-4-7
66-"
6-"
66-0-0
12-"
l 6-0-0 1 6-0-0
1 2 3,
8�
1-t;
-8�
1F- 0
12-M
4 5 6
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -33 lb
2 -5 lb
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed a Yes, Importance Factor a 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line a No , Exp Category a B
Bldg Length a 99.00 ft, Bldg Width a 50.00 ft
Mean roof height a 22.19 ft, mph a 90
TPI Standard Occupancy, Dead Load a 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 24 sqft
5-0-3
SHIP
1-4
JO-4-7
66-0-0 6.0 0
All plates are 20 gauge Truswal Connectors unless preceded by "NIV for HS 20 gauge or "H" for 16 ga�'B;$ositioned per Joint Detail Reports availUrNom Truswal software, unless noted.
MAX DEFLECTION (span)
L/999 IN MEM 4-5 (LIVE)
L- -0.04" D= -0.02" T= J06"
a aaaa Joint Locations caaaa
1 0- 0- 0 4 0- 0- 0
2 6- 0- 0 5 6- 0- 0
3 12- 0- 0 6 12- 0- 0
8/30/2005
Scale: 11132" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not cuss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
Ao_rs,
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
Design Spec IRC
'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
1101 N. Groat S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB•91 SUMMARY SHEET' by TPI The Truss Plate Institute (TPI) is located at D'Onofrio Drive.
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I 1119th Street, NW, Ste 800, Washington, DC 20036
TOTAL 50.00 psf
Seqn T6.4.24 - 0
IJob Name: PHOENIX LUMBER Truss ID: A9 Qtv: 2 Drwg: I
BEG X-LOC REACT USIZE REQ$D TC 2x4 DFL #1 & Btr.
1 0- 2-12 5666 S.50" 3.02" BC 2x6 DFL SS
2 11- 9- 4 5506 5.50" 2.94" WEB 2x4 DFL STUD
BRG REQUIRMIMITS shown are based ONLY Lumber shear allowables are per NDS.
on the truss material at each bearing Loaded for 10 PSF non -concurrent BOLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
TC FORCE AXL BND CSI Pg a 35 psf, Ce a 1.0, I a 1.0, Ct a 1.00
1-2 -6713 0.12 0.12 0.25 Permanent bracing is required (by others) to
2-3 -4829 0.05 0.09 0.14 prevent rotation/toppling. See BCSI 1-03
3-4 -4829 0.05 0.09 0.14 and ANSI/TPI 1.
4-5 -6713 0.12 0.12 0.25 2-PLYI Nail w/10d BOX, staggered (per NDS)
in: TC- 2 BC- 5 WEBS- 2 **PER FOOTI**
BC FORCE AXL BND CSI
6-7 5522 0.22 0.22 0.44
7-8 5461 0.22 0.17 0.39
8-9 5461 0.22 0.17 0.39
9-10 5522 0.22 0.22 0.44
WEB FORCE CSI WEB FORCE CSI
2-7 2122 0.36 4-8 -1928 0.19
2-8 -1928 0.19 4-9 2122 0.36
3-8 4983 0.83
4-4-7
IO-4-7
2-PLYS
REQUIREC
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as IC80 #1607.
Nail pattern shown is for PLF loads only.
Concentrated loads MUST be distributed to
each ply equally. On multi -ply with hangers,
use 3" nails min. into the carrying member.
For more than 2 ply, use additional fasten-
ers as indicated from the back plys, or use
any other approved detail (by others).
+ + + + + + + + + + + + + + + + + + + + + +
3-33-315 2-8-1 2-8-1 3-315
3-3-15 6-0-0 8-8-1 12-0-0
6-0-0 2 6-M
1 2 3 4 5
80
DA-R
-8�
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -33 lb
2 -5 lb
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed Yes, Importance Factor o 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line a No , Exp Category a B
Bldg Length a 99.00 ft, Bldg Width a 50.00 ft
Mean roof height = 22.19 ft, mph a 90
TPI Standard Occupancy, Dead Load 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area a 220 sgft
----------LOAD CASE #1 DESIGN LOADS---------------
Dir L.Plf L.Loc R.Plf R.Loc LL/T
TC Vert 100.00 - 1- 0- 0 100.00 0- 0- 0 0.2
TC Vert 85.00 0- 0- 0 85.00 12- 0- 0 0.8
BC Vert 832.71 0- 0- 0 832.71 12- 0- 0 0.6
5-0-3
SHIP
I0.4-7
,I--0-0 I
12-0-0
6 7 8 9 10
3-33-315 2-82-8 1 2-82-8- 1 1 3-3-1 5
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gaulgi bP "H" for 16 ga&g-g;%ositioned per.6�i? Detail Reports availg6rHom Truswal software, unless noted.
MAX DEFLECTION (span) :
L/999 IN MEM 7-8 (LIVE)
La -0.06" D= -0.02" Tu -
=am== Joint Locations ==aa=
1 0- 0- 0 6 0- 0- 0
2 3- 3-15 7 3- 3-15
3 6- 0- 0 8 6- 0- 0
4 8- 8- 1 9 8- 8- 1
5 12- 0- 0 10 12- 0- 0
8/30/2005
Scale: 11132" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr• DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC
Rep Mbr Bnd 1.00
noted- Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
Dead 7.50 psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports available as output from Truswal software,
'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
Design Spec IRC
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HID-91) and'H1B-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington. DC 20036
TOTAL 50.00 psf
Segn T6.4.24 - 0
)8"
Job Name: PHOENIX LUMBER
Truss ID: B Qt : 1
Drw :
BRIG
X-LOC REACT1ISIZE REQ'D
TC
2x4 DFL #1 & Btr.
Plating spec : ANSI/TPI - 1995
UPLIFT REACTIONS) :
1
0- 2-12 3419 5.50" 3.65"
2x6 DFL SS 3-6, 6-8
THIS DESIGN IS THE COMPOSITE RESULT OF
Support C&C Wind Non -Wind
2 34-
9- 4 3419 5.50" 3.65"
BC
2x6 DFL SS
MULTIPLE LOAD CASES.
1 -8 lb
BRG REQUIREMENTS shown are based ONLY
WEB
2x4 DFL STUD
IRC/IBC truss plate values are based on
2 -8 lb
on the
truss material at each bearing
2x4 DFL #1 & Btr. 3-14, 16-8
testing and approval as required by IBC 1703
Hip -Drop : 0-1-13
Loaded for 10
PSF non -concurrent BCLL.
and ANSI/TPI and are reported in available
This truss is designed using the
TC
FORCE AXL
BND CSI
ASCE7-98 SNOW
LOAD DESIGN CRITERIA:
documents such as ICBO #1607.
ASCE7-98 Wind Specification
1-2
-5344 0.26
0.37 0.63
Pg = 35 psf,
Ce a 1.0, I a 1.0, Ct = 1.00
Drainage must be provided to avoid ponding.
Bldg Enclosed a Yes, Importance Factor = 1.00
2-3
-S195 0.27
0.22 0.50
Permanent bracing is required (by others) to
Truss Location a Not End Zone
3-4
-7040 0.19
0.32 0.50
prevent rotation/toppling. See SCSI 1-03
Hurricane/Ocean Line a No , Exp Category = B
4-5
-7943 0.20
0.29 0.49
and ANSI/TPI 1.
Bldg Length a 99.00 ft, Bldg Width a
50.00 ft
5-6
-7943 0.23
0.25 0.48
Mean roof height - 22.19 ft, mph =
90
6-7
-7943 0.20
0.29 0.49
TPI Standard Occupancy, Dead Load =
14.5 psf
7-8
-7039 0.19
0.32 0.50
Designed as Main Wind Force Resisting System
8-9
-5195 0.27
0.22 0.50
and Components and Cladding
9-10
-5344 0.26
0.37 0.63
Tributary Area = 130 sqft
----------LOAD CASE #1 DESIGN LOADS ---------------
BC
FORCE AYL
BND CSI
Dir L.Plf L.Loc R.Plf
TC Vert 100.00 - 1- 0- 0 100.00
R.Loc
0- 0- 0
LL/T
0.2
11-12
4351 0.35
0.25 0.50
TC Vert 85.00 0- 0- 0 85.00
6- 0- 0
0.8
12-13
4281 0.35
0.10 0.45
TC Vert 163.80 6- 0- 0 163.80
29- 0- 0
0.8
13-14
4281 0.35
0.09 0.43
TC Vert 85.00 29- 0- 0 85.00
35- 0- 0
0.8
14-15
7154 0.58
0.10 0.68
TC Vert 100.00 35- 0- 0 100.00
36- 0- 0
0.2
15-16
7154 0.58
0.10 0.68
BC Vert 15.00 0- 0- 0 15.00
6- 0- 0
0.0
16-17
4281 0.35
0.09 0.43
BC Vert 28.91 6- 0- 0 28.91
29- 0- 0
0.0
17-18
4281 0.35
0.10 0.45
BC Vert 15.00 29- 0- 0 15.00
35- 0- 0
0.0
18-19
4351 0.35
0.15 O.SO
..Type... lbs X.Loc LL/TL
WEB
FORCE CSI
WEB FORCE CSI
TC Vert 60.0 - 1- 0- 0 1.00
TC Vert 60.0 36- 0- 0 1.00
2-12
-166 0.04
7-15 946 0.32
BC Vert 310.1 6- 0- 0 1.00
3-12
3-14
550 0.18
3246 0.45
7-16 -1519 0.43
8-16 3246 0.45
3-3-15
5-8-2
,�
5-9-14 5-9-14 5-8-2
�+
m
m
BC Vert 132.9 6- 0- 0 0.00
BC Vert 310.1 29- 0- 0 1.00
4-14
4-15
-1519 0.43
946 0.32
8-18 550 0.18
9-18 -166 0.04
-� cL
3-3-15
tb 11-8-2
--� � r�
17-6-0 23-3-14 29-0-0
�'i r�
BC Vert 132.9 29- 0- 0 0.00
5-15
-894 0.25
6-0-0
23-0-0 I 6-0-0
I
1 2 3 4
S 6 7 8 9 10
MAX DEFLECTION
(span)
:
L/999 IN MEM 14-15 (LIVE)
L= -0.41" D. -0.18"
Ta -
8r 00
-8�
3-4
aac== Joint Locations
a=saa
7 3-4
3-4 S=5-6 7
1 0- 0- 0
11
0- 0
2 3- 3-15
6-
12 6-
0- 0
T
2-3
36- 0- 0
T
13 9-
6- 0
4 11- 8- 2
14 11
8 2
4-4-7
�2-3
5 17- 6- 0
15 17-
6- 0
15-0-3
_ 4 664-6
I SHIP 6 22- 0- 0
= 7 23- 3-14
16 23-
17 25-
3-14
6- 0
0-4-7
3-4 S=56
46 4-8 3-4
- 1
0-4 7 8 29- 0- 0
18 29-
0- 0
4-8
S=5-6
9 31- 8- 1
19 35-
0- 0
10 35- 0- 0
443#
443# {�
1 1". 1 35-0-0
11 12 13 14 15 16 17 18 19 '
6-0-0 5-8-2 5-9-14 5-9-14 5-8-2 6-0-0
6-0-0 11-8-2 176-0 23-3-14 29-" 35-"
TYPICAL PLATE: 4-6
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
8130/2005
Scale: 118" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Coil tractor.
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
Eng. Job:.EJ.
Chk: BJS
Dsgnr• DGM
'
WO: PH-RAMMELL
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.00
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
O.C.Spacing 2- 0. 0
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Tnuswal software'.
BC Dead 7.50
Design Spec IRC
'ANSI/TPI 1'.'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
i9"
Truss ID: 131
1
IJob Name: PHOENIX LUMBER
BRG Y-LOC REACT SIZE REQ'D
1 0- 2-12 2023 5.50" 2.16"
2 34- 9- 4 2023 5.50" 2.16"
BRG REQUIREMNTS shown are based ONLY
on the truss material at each bearing
TC FORCE AXL BND CSI
1-2 -2859 0.07 0.37 0.45
2-3 -2595 0.05 0.21 0.26
3-4 -2879 0.12 0.56 0.68
4-5 -2897 0.07 0.60 0.67
5-6 -2897 0.12 0.53 0.66
6-7 -2595 0.05 0.20 0.25
7-8 -2861 0.07 0.37 0.45
BC FORCE ASL BND CSI
9-10 2276 0.31 0.22 0.54
10-11 2087 0.29 0.05 0.34
11-12 2087 0.29 0.08 0.37
12-13 2903 0.40 0.08 0.48
13-14 2086 0.29 0.07 0.36
14-15 2086 0.29 0.05 0.34
15-16 2277 0.31 0.22 0.54
WEB FORCE CSI WEB FORCE CSI
2-10 -230 0.09 5-13 -655 0.33
3-10 240 0.07 6-13 1248 0.42
3-12 1231 0.41 6-15 243 0.08
4-12 -675 0.34 7-15 -232 0.09
4-13 -197 0.10
TC 2x4 DFL #1 & Btr. Web bracing required at each location shown.
BC 2x4 DFL #1 & Btr. ® See standard details (TX01087001-001 revi).
WEB 2x4 DFL STUD Plating spec : ANSI/TPI - 1995
IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF
testing and approval as required by IBC 1703 MULTIPLE LOAD CASES.
and ANSI/TPI and are reported in available Loaded for 10 PSF non -concurrent BCLL.
documents such as ICBO #1607. ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Drainage must be provided to avoid ponding. Pg 35 psf, Ce 1.0, I 1.0, Ct 1.00
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line a No , Exp Category = B
Bldg Length = 99.00 ft, Bldg Width = 50.00 ft
Mean roof height = 22.85 ft, mph = 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 70 sqft
T
5-8-7
1=
0-4-7
4-2-7 3-9-9 6.3-7 6-5-3 6-3-7_ .3.9.9 . 4-2-
4-2-7 8-0-0 14-3-7 20-8-9 27-0-0 30-9.9 35-"
B-0-0 i 19-0-0 t 8-0-0
1 2 3 4 5 6 7 8
F8.00
-8.00 1
3-4 3-4 3-10 S=3-4 3-4
S=3-4
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -7 lb
2 -7 lb
HORIZONTAL REACTION(S)
support 1 125 lb
support 2 125 lb
Hip -Drop : 0-1-13
MAR DEFLECTION (span) :
L/999 IN MEM 12-13 (LIVE)
L= -0.19" D.
-0.08" T= - .28"
Joint Locations =___=
1 0- 0- 0 9 0- 0- 0
2 4- 2- 7 10 8- 0- 0
3 8- 0- 0 11 9- 6- 0
4 14- 3- 7 12 14- 3- 7
5 20- 8- 9 13 20- 8- 9
6 27- 0- 0 14 25- 6- 0
7 30- 9- 9 15 27- 0- 0
8 35- 0- 0 16 35- 0- 0
1
1
35-0-0
9 10 11 12 13 14 15 16
8-" 6-3-7 6-5-3 6-3-7 8-"
8-0-0 14-3-7 20.8-9 27-0-0 35-"
8/30/2005
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1'
WARNING Read all notes on this sheet and give a copy of it 10 the Erecting Contractor.
Eng. Job:.EJ. WO: PH-RAMMELL
This design is for an individual building component not truss system- It has been based on specifications provided by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Chk: BJS
Dsgnr•' DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 35.00 psf DurFacs L=1.15 P=1.15
TRUSWA L
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise
TC Dead 7.50 psf Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install
BC Live 0.00 psf O.C.Spacing 2- 0- 0
SYSTEMS
environment that will cause the moisture content of the wood
and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports available as output from Truswal software,
BC Dead 7.50 psf Design Spec IRC
'ANSVTP1 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
1101 N. Great S.W. Pkwy.. Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive.
located 1 I I 1 19th Street, NW, Ste g00, Washington, DC 20036,
TOTAL 50.00 psf Segn T6.4.24 - 0
Madison, Wisconsin 53719 The American Forest and Paper Association (AFPA) is at
Job Name: PHOENIX LUMBER Truss ID: B2 Qty: 1 Drwg: J
BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr.
1 0- 2-12 1974 5.50" 2.11" BC 2x4 DFL #1 & Btr.
2 34- 9- 4 1974 5.50" 2.11" WEB 2x4 DFL STUD
BRG REQuxREDxNTS shown are based ONLY Lumber shear allowables are per NDS.
on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
TC FORCE AYL BND CSI Pg = 35 psf, Ce = 1.0, I = 1.0, Ct =
1-2 -2741 0.07 0.34 0.41 Hip -Drop : 0-1-13
2-3 -2377 0.04 0.34 0.38
3-4 -2353 0.05 0.88 0.92
4-5 -2353 0.05 0.88 0.92
5-6 -2377 0.04 0.34 0.38
6-7 -2741 0.07 0.34 0.41
BC FORCE AXL BND CSI
8-9 2171 0.29 0.22 0.52
9-10 1877 0.12 0.32 0.43
10-11 1877 0.12 0.32 0.43
11-12 2171 0.29 0.22 0.52
WEB FORCE CSI WEB FORCE CSI
2-9 -356 0.22 5-10 $70 0.29
3-9 335 0.11 5-11 335 0.11
3-10 870 0.29 6-11 -356 0.22
4-10 -771 0.60
7-0-7
t =
0-4-7
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
1.00 documents such as ICBO #1607.
Drainage must be provided to avoid ponding.
5-2-7 4-9-9 7-6_0 7-6-0 4-9.9 5-2-7
5-2-7 10-0-0 17-6-0 25-0-0 29.9.9 35-0-0
10-0-0 i 15.0-0 1 10.0-0
1 2 3 4 5 6 7
8.00 -8.00�
1
1
35-0-0
8 9 10 11 12
10-" 7-6-0 7-6-0 10-0-0
10.0-0 17-6-0 25-0-0 35-0-0
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -5 lb
2 -5 lb
HORIZONTAL REACTIONS)
support 1 -158 lb
support 2 -158 lb
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No , Exp Category = B
Bldg Length = 99.00 ft, Bldg Width = 50.00 ft
Mean roof height = 23.52 ft, mph = 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 70 sgft
7-8.3
SHIP
0-4-7
MAX DEFLECTION (span)
L/999 IN b M 9-10 (LIVE)
L= -0.15" D= -0.07" T= - .22"
===== Joint Locations =====
1 0- 0- 0 7 35- 0- 0
2 5- 2- 7 8 0- 0- 0
3 10- 0- 0 9 10- 0- 0
4 17- 6- 0 10 17- 6- 0
5 25- 0- 0 it 25- 0- 0
6 29- 9- 9 12 35- 0- 0
8/30/2005
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 118" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr. DGM
A<>S'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint from Truswal
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards- and Cutting Detail Reports available as output software',
'HANDLING
BC Dead 7.50 psi
Design Spec IRC
'ANSI/TPI 1', 'WTCA 1' . Wood Truss Council of America Standard Design Responsibilities, INSTALLING AND BRACING METAL
1101 N. Great S.W. Pkwy., Arlington Tx 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive.
TOTAL 50.00
Seqn T6.4.24 - 0
Madison, Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036
psf
Job Name: PHOENIX LUMBER Truss ID: B3 My: 1 Drwg:
BRG Y-+LOC REAC74 SIZE REQ'D TC 2x4 DFL #1 & Btr.
1 0- 2-12 1926 5.50" 2.05" BC 2x4 DFL #1 & Btr.
2 34- 9- 4 1926 5.50" 2.05" WEB 2x4 DFL STUD
BRG REQUIRM=s shown are based ONLY Loaded for 10 PSF non -concurrent BCLL.
on the truss material at each bearing ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg a 35 psf, Ce = 1.0, I = 1.0, Ct - 1.00
TC FORCE ASL BND CSI Drainage must be provided to avoid ponding.
1-2 -2664 0.06 0.42 0.48 Hip -Drop 0-1-13
2-3 -2195 0.04 0.43 0.47
3-4 -1922 0.03 0.44 0.47
4-5 -1922 0.03 0.44 0.47
5-6 -2195 0.04 0.43 0.47
6-7 -2664 0.06 0.42 0.48
BC FORCE AYL BND CSI
8-9 2100 0.29 0.14 0.43
9-10 2099 0.29 0.06 0.35
10-11 2099 0.29 0.07 0.36
11-12 1705 0.23 0.07 0.31
12-13 170S 0.23 0.07 0.31
13-14 2099 0.29 0.07 0.36
14-15 2099 0.29 0.06 0.35
15-16 2100 0.29 0.14 0.43
WEB FORCE CSI WEB FORCE CSI
2-9 159 0.05 5-12 576 0.19
2-11 -551 0.48 5-13 429 0.14
3-11 429 0.14 6-13 -551 0.48
3-12 576 0.19 6-15 159 0.05
4-12 -541 0.61
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed Yes, Importance Factor - 1.00
Truss Location - Not End Zone
Hurricane/Ocean Line a No , Exp Category = B
Bldg Length a 99.00 ft, Bldg Width 50.00 ft
Mean roof height = 24.19 ft, mph a 90
TPI Standard Occupancy, Dead Load - 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area a 70 sgft
6-26-2 7 5-9-9 5-6-0 5-61 5-991 6-2-7
6.2.7 12-0-0 17-6-0 23-M 28-9-9 35.0-0
12-" 11-0-0 12-"
1 2 3 4 5 6 7
800
-8.00�
- - - - 3-4 - - S=3-4 - -
1" 35-M 1,"
8 9 10 11 12 13 14 15 16
6-2-2- 7 5-9-9 5-61 5-" 5.9.9� 6-2-7 -1
6-2-7 12-0-0 17.6-0 23-0.0 28-9-9 35-0-0
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -3 lb
2 -3 lb
HORIZONTAL REACTION(S)
support 1 -191 lb
support 2 -191 lb
9-0-3
SHIP
2
0-4-7
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
MAX DEFLECTION (span) :
L/999 3:N MEM 12-13 (LIVE)
L= -0.13" D= -0.05" Ta -
===== Joint Locations as===
1 0- 0- 0 9 6- 2- 7
2 6- 2- 7 10 9- 6- 0
3 12- 0- 0 11 12- 0- 0
4 17- 6- 0 12 17- 6- 0
5 23- 0- 0 13 23- 0- 0
6 28- 9- 9 14 25- 6- 0
7 35- 0- 0 15 28- 9- 9
8 0- 0- 0 16 35- 0- 0
8/30/2005
Scale: 118" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system it has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' OGM
arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports available as output from Truswal software,
Design Spec IRC
'ANSI/TPI 1'. •WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI- The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1119th Street, NW, Ste 800, Washington, DC 20036
TOTAL 50.00 psf
Seqn T6.4.24 - 0
18n
Job Name: PHOENIX LUMBER Truss ID: B4
BRG X-LOC REACH SIZE REQ'D TC 2x4 DFL #1 & Btr.
1 0- 2-12 1910 5.50" 2.04" BC 2x4 DFL #1 & Btr.
2 34- 9- 4 1750 5.50" 1.87" WEB 2x4 DFL STUD
BRG REQUIRRICENTS shown are based ONLY IRC/IBC truss plate values are based on
on the truss material at each bearing testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
TC FORCE AXL WM CSI documents such as ICBO #1607.
1-2 -2635 0.04 0.61 0.65 Drainage must be provided to avoid ponding.
2-3 -2059 0.03 0.61 0.64
3-4 -1S76 0.05 0.65 0.69
4-5 -2055 0.03 0.62 0.65
5-6 -2635 0.04 0.62 0.66
BC FORCE AXL BND CSI
7-8 2061 0.27 0.10 0.37
8-9 2060 0.27 0.09 0.35
9-10 2060 0.28 0.10 0.38
10-11 1575 0.10 0.24 0.33
11-12 2059 0.28 0.11 0.39
12-13 2059 0.27 0.08 0.3S
13-14 2061 0.27 0.10 0.37
WEB FORCE CSI WEB FORCE CSI
2-8 204 0.06 4-11 467 0.16
2-10 -674 0.34 S-11 -678 0.34
3-10 510 0.17 5-13 206 0.06
3-11 262 0.32
9-8-7
0-4-7
®Web bracing required at each location shown.
See standard details (TX01087001-001 revl).
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF non -concurrent BOLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg - 35 psf, Ce a 1.0, I = 1.0, Ct = 1.00
3
7.2-7 6-9-9 7-M 6-9-9 7-2-7
7.2-7 14-" 21-0-0 27-9-9 35-M
1 14-0-0 1 7-0-0 1 14-"
1 2 3 4 5 6
8�
-8�
- - S=3-4 - - - - 2-3
10�
35-"
7 8 9 10 11 12 13 14
7-27-2 7 6-96-9 9 77-0� 6-96-9 9 7-2-7 -4
7-2-7 14-M 21.0.0 27-9.9 35-M
C
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -1 lb
HORIZONTAL REACTION(S)
support 1 -224 lb
support 2 224 lb
Hip -Drop : 0-1-13
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line - No , Exp Category = B
Bldg Length = 99.00 ft, Bldg Width = 50.00 ft
Mean roof height = 24.85 ft, mph 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 70 sgft
10-4-3
SHIP
t-s
0-4-7
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
MAX DEFLECTION (span) :
L/999 IN MEN 10-11 (LIVE)
La -0.13" D= -0.06" T= -
==_== Joint Locations =____
1 0- 0- 0 8 7- 2- 7
2 7- 2- 7 9 9- 6- 0
3 14- 0- 0 10 14- 0- 0
4 21- 0- 0 11 21- 0- 0
5 27- 9- 9 12 25- 6- 0
6 35- 0- 0 13 27- 9- 9
7 0- 0- 0 14 35- 0- 0
8/30/2005
Scale: 1/8" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0.0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
Design Spec IRC
'ANSlrrPI 1'.'WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
1101 N. Groat S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
L9"
IJob Name: PHOENIX LUMBER Truss ID: B5 Qtv: 1 Drwa: I
BRG YLk,OC REACT SIZE REQ'D TC 2x4 DPL #1 & Btr. Plating spec : ANSI/TPI - 1995
1 6- 2-12 2289 S.50• 2.07" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF
2 33-1- 4 1738 5.50• 1.85• WEB 2x4 DFL STUD MULTIPLE LOAD CASES.
3 38-10- 8 255 3.00• 1.50• Loaded for 10 PSF non -concurrent BCLL. IRC/IBC truss plate values are based on
BRG REQUIREMENTS shown are based ONLY ASCE7-98 SNOW LOAD DESIGN CRITERIA: testing and approval as required by IBC 1703
on the truss material at each bearing Pg = 35 psf, Ce = 1.0, I = 1.0, Ct - 1.00 and ANSI/TPI and are reported in available
Mark all interior bearing locations. documents such as ICBO #1607.
TC FORCE ASL BND CSI Drainage must be provided to avoid ponding. Install interior support(s) before erection.
OL- 1 56 0.01 0.09 0.10 Left Overhang(s) are not to be removed. Shim bearings (if needed) for req. support.
1-2 857 0.12 0.50 0.62 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.1
2-3 -942 0.00 0.50 0.50 Left Overhang Soffit loading a 0.0 psf
3-4 -1327 0.01 0.42 0.43
4-5 -1485 0.01 0.42 0.43
5-6 -1485 0.02 0.39 0.41
6-7 -1497 0.02 0.17 0.18
7-8 176 0.00 0.36 0.36
8-9 223 0.02 0.36 0.38
BC FORCE AYL BKD CSI
10-11 -567 0.01 0.23 0.24
11-12 -536 0.00 0.20 0.20
12-13 725 0.03 0.15 0.18
13-14 1346 0.17 0.06 0.23
14-15 1346 0.17 0.04 0.21
15-16 1169 0.07 0.25 0.32
16-17 1077 0.06 0.25 0.31
17-18 -1683 0.16 0.00 0.16
18-19 10 0.00 0.17 0.17
WEB FORCE CSI WEB FORCE CSI
17-8 -480 0.05 4-15 368 0.12
2-11 -2142 0.74 5-15 -527 0.41
2-12 1304 0.44 6-15 493 0.15
3-12 -983 0.77 6-16 162 0.05
3-13 1103 0.37 7-16 210 0.07
4-13 -757 0.59 7-17 -1595 0.89
7-0-7
9-0-7
T2-0-0
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -57 lb
3 -21 lb
HORIZONTAL REACTION(S)
support 1 187 lb
support 3 187 lb
Hip -Drop : 0-1-13
This truss is designed using the
ASCE7-98 wind Specification
Bldg Enclosed a Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No , Exp Category a B
Bldg Length = 99.00 ft, Bldg Width a 50.00 ft
Mean roof height = 23.52 ft, mph a 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 78 sgft
6.2123-9_4 5-3-7 5-5-3 5-3-7 13-1�3-910 5-312
6.2-12 10-" 15-3-7 20.8-9 26-0-0 29.10-10 33.8.4 39-"
10-0-0 16-" 13-0-0
1 2 3 4 5 6 7 8 9
s� -8.00 1
33-6.8
1 5-5-8
39-0-0
10 11 12 1314 15 16 178 19
6-2-12 3.9-4 5-35-3 7 5-5-3 5.3-7 7.8.4 W 5-3-12
6-2.12 10-0-0 15-3-7 20-8-9 26-0-0 33-8-4 t i� 39-0-0
9-0-7
SHIP
3-4
0-4-7
OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
MAX DEFLECTION (span) :
L/999 IN MEM 16-17 (LIVE)
L= -0.10" D= -0.04" To -
MAX DEFLECTION (cant) :
L/999 IN M13M 10-11 (LIVE)
L= -0.07" D= -0.03" T= -
a=a== Joint Locations -==a=
1 0- 0- 0 11 6- 2-12
2 6- 2-12 12 10- 0- 0
3 10- 0- 0 13 15- 3- 7
4 15- 3- 7 14 16- 0- 0
5 20- 8- 9 15 20- 8- 9
6 26- 0- 0 16 26- 0- 0
7 29-10-10 17 33- 8- 4
8 33- 8- 4 18 33- 8- 4
9 39- 0- 0 19 39- 0- 0
10 0- 0- 0
8/30/2005
Scale: 118" = 1 '
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr• DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19%, and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSIrrPI 1, 'WTCA I'- Wood Truss Council of America Standard Design Rcsponsbilhies, 'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
Design Spec IRC
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I 1119th Street, NW, Ste 800. Washington, DC 20036
TOTAL 50.00 psf
Seqn T6.4.24 - 0
14"
10"
Job Name: PHOENIX LUMBER Truss ID: B6 Qtv: 3 Drwa: I
BRG X-LOC REACM SIZE REQ'D TC 2x4 DFL #1 & Btr.
1 6- 2-12 2242 5.50" 2.02" BC 2x4 DFL #1 & Btr.
2 33- 9- 4 1722 5.50" 1.84" WEB 2x4 DFL STUD
3 38-10- 8 249 3.00" 1.S0" IRC/IBC truss plate values are based on
BRG REQUIRMONTS shown are based ONLY testing and approval as required by IBC 1703
on the truss material at each bearing and ANSI/TPI and are reported in available
documents such as ICBO #1607.
TC FORCE AXL BND CSI Mark all interior bearing locations.
OL- 1 57 0.01 0.09 0.10 Drainage must be provided to avoid ponding.
1-2 $63 0.12 0.59 0.71 Left Overhang(s) are not to be removed.
2-3 -1130 0.00 0.59 0.60 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.1
3-4 -1231 0.01 0.54 0.55 Left Overhang Soffit loading = 0.0 psf
4-5 -1231 0.01 0.54 0.55
5-6 -1442 0.02 0.27 0.29
6-7 -1494 0.02 0.40 0.42
7-8 268 0.02 0.40 0.42
BC FORCE AYL BND CSI
9-10 -565 0.00 0.23 0.23
10-11 -533 0.01 0.18 0.19
11-12 $40 0.10 0.10 0.20
12-13 840 0.04 0.18 0.22
13-14 1104 0.06 0.18 0.25
14-15 1165 0.15 0.06 0.22
15-16 14 0.00 0.09 0.09
16-17 -1667 0.16 0.00 0.16
17-18 6 0.00 0.18 0.18
WEB FORCE CSI WEB FORCE CSI
16-7 -1637 0.20 5-13 225 0.13
2-10 -2101 0.73 5-14 219 0.07
2-11 126S 0.42 6-14 -139 0.11
3-11 -710 0.80 6-15 -326 0.14
3-13 809 0.27 7-15 1227 0.40
4-13 -598 0.67
8-4-7
10-4-7
�2-0-0
®Web bracing required at each location shown.
See standard details (TX01087001-001 revl).
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF non -concurrent BOLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg = 35 psf, Ce o 1.0, I = 1.0, Ct = 1.00
Install interior support(s) before erection.
Shim bearings (if needed) for req. support.
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -55 lb
3 -21 lb
HORIZONTAL REACTIONS)
support 1 220 lb
support 3 220 lb
Hip -Drop : 0-1-13
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed o Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line a No , Exp Category = B
Bldg Length = 99.00 ft. Bldg Width = 50.00 ft
Mean roof height = 24.19 ft, mph = 90
TPI Standard Occupancy, Dead Load = 14.S psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 78 sqft
6-2-12 5-9-4 6.0_0 6-0-0 4-1� 4-9-10 5-3-12
6-2-12 12-0-0 18-0-0 24.0-0 28-10-10 33-8-4 39-"
12-" I 12-" 15-0-0
1 2 3 4 5 6 7 8
8� -8�
10-4-7
SHIP
0-4-7
33-6.8
39-0-0 5-5-8
9 10 11 12 13 14 15 167 18
6-2-12 5-9-4 6-0-0 6-0-0 4-10-10 4.9.10 5-3.12
6-2-12 12-0-0 18-0-0 24-0-0 28-10-10 33-8-4 t 39-0-0
OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
MAX DEFLECTION (span) :
L/999 IN MEM 13-14 (LIVE)
L= -0.06" Do -0.03" To -
MAX DEFLECTION (cant) :
L/999 IN MEM 9-10 (LIVE)
L= 0.07" D= 0.03" To
o==== Joint Locations o==o=
1 0- 0- 0 10 6- 2-12
2 6- 2-12 11 12- 0- 0
3 12- 0- 0 12 16- 0- 0
4 18- 0- 0 13 IS- 0- 0
5 24- 0- 0 14 24- 0- 0
6 28-10-10 15 28-10-10
7 33- 8- 4 16 33- 8- 4
8 39- 0- 0 17 33- 8- 4
9 0- 0- 0 1S 39- 0- 0
8/30/2005
Scale: 118" -= 1,
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P =1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards. 'Joint and Cutting Detail Reports available as output from Truswal software,
Design Spec IRC
'ANSUTPI I'. 'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Thus Plate Institute (TPI) is located at D'Onof io Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
)9"
LO"
Job Name: PHOENIX LUMBER Truss ID: B7 Qty: 5 Drwg: I
BRG Y-LOC REACT SIZE REQ'D
1 4- 2-12 2090 5.50" 1.85"
2 33- 9- 4 1820 5.50" 1.94"
3 38-10- 8 248 3.00" 1.50"
BRG REQUIREMENTS shown are based ONLY
on the truss material at each bearing
TC FORCE AYL BND CSI
OL- 1 S7 0.01 0.09 0.10
1-2 784 0.11 0.55 0.66
2-3 -1435 0.01 0.55 0.56
3-4 -1409 0.01 0.54 O.SS
4-5 -1409 0.01 0.54 0.55
5-6 -1570 0.02 0.27 0.29
6-7 -1600 0.02 0.40 0.43
7-8 268 0.02 0.40 0.43
BC FORCE AXL BND CSI
9-10 -506 0.00 0.24 0.25
10-11 725 O.OS 0.20 0.25
11-12 726 0.03 0.17 0.20
12-13 1083 0.06 0.17 0.23
13-14 1083 0.06 0.18 0.24
14-15 1211 0.07 0.18 0.25
15-16 1254 0.17 0.06 0.23
16-17 14 0.00 0.09 0.09
17-18 -1764 0.17 0.00 0.17
18-19 6 0.00 0.18 0.18
WEB FORCE CSI WEB FORCE CSI
17-7 -1734 0.22 4-14 -597 0.67
2-10 -2115 0.82 5-14 415 0.14
2-11 121 0.04 5-15 207 0.06
2-12 653 0.22 6-15 -119 0.09
3-12 -292 0.33 6-16 -357 0.15
3-14 683 0.23 7-16 1322 0.44
10-4-7
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
WEB 2x4 DFL STUD
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg a 35 pef, Ce = 1.0, I = 1.0, Ct = 1.00
Mark all interior bearing locations.
Drainage trust be provided to avoid ponding.
Left Overhang(s) are not to be removed.
OVERHANGS) MAY BE SHORTENED UP TO 3" MAX -I
Left Overhang Soffit loading = 0.0 psf
8-4-7
�2-0-0
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
Install interior support(s) before erection.
Shim bearings (if needed) for req. support.
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -56 lb
3 -21 lb
HORIZONTAL REACTION(S)
support 1 220 lb
support 3 220 lb
Hip -Drop : 0-1-13
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No , Exp Category = B
Bldg Length a 99.00 ft, Bldg Width = 50.00 ft
Mean roof height = 24.19 ft, mph = 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 78 sqft
6-2-12 5-9.4 6-" 6-" 4-10-10 4-9-10 5-3-12
6.2.12 12-" 18-0-0 24-" 28-10-10 33-8.4 39-"
12-0-0 12-0-0 15-0-0
1 2 3 4 5 6 7 8
800 -8.00 ,
10.4-7
SHIP
3-4
0-4-7
33-6-8
1 5-5-8
39-0-0
9 10 11 12 13 14 15 16 118 19
4.2.12 1-"5-9-4 6-0_0 6-0-0 4-10-10 4-9-10 m 5.3-12
4-2-12 12-0-0 18-0-0 24-M 28.10-10 33-8-4 4 39-0-0
OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
MAX DEFLECTION (span) :
L/999 IN 14 M 14-15 (LIVE)
Lo -0.07" Do -0.03" To -
MAX DEFLECTION (cant) :
L/999 IN MEM 9-10 (LIVE)
L= -0.03" Do -0.01" To -
===a= Joint Locations ===_=
1 0- 0- 0 11 6- 2-12
2 6- 2-12 12 12- 0- 0
3 12- 0- 0 13 16- 0- 0
4 18- 0- 0 14 18- 0- 0
5 24- 0- 0 15 24- 0- 0
6 28-10-10 16 28-10-10
7 33- 8- 4 17 33- 8- 4
8 39- 0- 0 18 33- 8- 4
9 0- 0- 0 19 39- 0- 0
10 4- 2-12
8/30/2005
Scale: 118" = V
.10"
04"
TRUSWAL
SYSTEMS
1101 N. Groat S.W. Pkwy., Arlington TX 76011
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design is for an individual building component not thus system. It has been based on specifications provided by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
ato be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
are
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
'ANSI/TPI I', 'WTCA I'- Wood Truss Council of America Standard Design Responsibilities. 'HANDLING INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
Eng. Job:.EJ.
Chk: BJS
Dsgnr' DGM
'
WO: PH-RAMMELL
TC Live 35.00 psf
TC Dead 7.50 psf
BC Live 0.00 psf
BC Dead 7.50 psf
TOTAL 50.00 psf
DurFacs L=1.15 P=1.15
Rep Mbr Bnd 1.15
O.C.Spacing 2- 0.0
Design Spec lRC
Seqn T6.4.24 - 0
Job Name: PHOENIX LUMBER Truss ID: C Qty: 1 Drwg: I
BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr-
1 0- 2-12 3033 5.50■ 3.23" BC 2x4 DFL #1 & Btr-
2 29- 9- 4 1923 5.50" 2.05" WEB 2x4 DFL STUD
BRG REQUIRMCENTS shorn are based ONLY PLT BLK 2x6 DFL SS
on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
TC FORCE AXL MM CSI Pg - 35 psf, Ce - 1.0, I = 1.0, Ct - 1.00
1-2 -45SS 0.19 0.71 0.90 Permanent bracing is required (by others) to
2-3 -4448 0.15 0.33 0.48 prevent rotation/toppling. See BCSI 1-03
3-4 -3664 0.12 0.22 0.34 and ANSI/TPI 1.
4-5 -4486 0.2S 0.41 0.66
5-6 -4567 0.18 0.42 0.60
6-7 -3812 0.13 0.35 0.48
7-8 -3811 0.13 0.50 0.63
8-9 -2290 0.08 0.49 0.57
BC FORCE AYL BND CSI
10-11 3649 0.50 0.42 0.92
11-12 4413 0.61 0.13 0.74
12-13 4594 0.63 0.10 0.73
13-14 3874 0.53 0.05 0.58
14-15 3874 0.53 0.07 0.60
15-16 2394 0.33 0.06 0.39
16-17 116 0.00 0.18 0.18
WEB FORCE CSI WEB FORCE CSI
2-11 186 0.06 6-13 860 0.29
3-11 2024 0.68 6-15 -967 0.31
4-11 -1973 0.68 8-1S 1760 0.59
4-12 1391 0.47 8-16 -1586 0.50
5-12 514 0.17 9-16 2836 0.95
5-13 -420 0.13 9-17 -1886 0.60
T
4-4-7
1 MO-4-7
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
Drainage must be provided to avoid ponding.
End verticals designed for axial loads only.
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
HORIZONTAL REACTION(S)
support 1 115 lb
support 2 115 lb
Hip -Drop : 0-1-13
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed - Yes, Importance Factor - 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No , Exp Category a B
Bldg Length - 99.00 ft, Bldg Width - 50.00 ft
Mean roof height - 22.19 ft, mph - 90
TPI Standard Occupancy, Dead Load - 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area - 96 sqft
----------LOAD CASE #1 DESIGN LOADS---------------
Dir L.Plf L.Loc R.Plf R-Loc
LL/T
TC Vert 100.00 - 1- 0- 0 100.00 0- 0- 0
0.2
TC Vert 85.00 0- 0- 0 85.00 6- 0- 0
0.8
TC Vert 200.00 6- 0- 0 200.00 7- 6- 0
0.1
TC Vert 85.00 7- 6- 0 $5.00 30- 0- 0
0.6
BC Vert 15.00 0- 0- 0 15.00 30- 0- 0
0.0
...Type... lbs X.Loc LL/TL
TC Vert 60.0 - 1- 0- 0 1.00
TC Vert 131.0 6- 0- 0 0.70
BC Vert 264.0 6- 0- 0 0.70
BC Vert 1229.0 7- 6- 0 0.70
3-2-7 I Q' 5.7-1 5-7-1 5-7-1 5-8-13
--
3-2-7 -i '� 13-1-1 18-8-2 24-3-3 30-"
6-M _ 24-M
1 2 3 4 5 6 7 8 9
8�131#
3-5
3-6
7-8 5=MX13-1 Z 4-3
2+ 1229#
1 "
30-0-0
10 -
11 12 1314 15 16 17
fi-0-0 57-1 5-7-1 5-7-1 5-8-13
-gy CD- 1 -1 -�
6-0-0 t'T 13-1-1 18-8-2 24.3-3 30-M
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
MAX DEFLECTION (span)
L/999 IN MEM 12-13 (LIVE)
L- -0.28" D- -0.12" T= - -40"
-sass Joint Locations o--a-
1 0- 0- 0 10 0- 0- 0
2 3- 2- 7 it 6- 0- 0
3 6- 0- 0 12 7- 6- 0
4 7- 6- 0 13 13- 1- 1
5 13- 1- 1 14 14- 0- 0
6 18- 8- 2 15 18- 8- 2
7 22- 0- 0 16 24- 3- 3
8 24- 3- 3 17 30- 0- 0
9 30- 0- 0
8/30/2005
Scale: 5132" = 1'
A<>Ts.,
TRUSWAL
SYSTEMS
1101 N. Great S.W. Pkwy., Arlington TX 76011
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design melt or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise
noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
ANSIrrPI 1%-WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD TRUSSES' - (11113-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofho Drive,
Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at I I 1 119th Street. NW. Ste 800. Washington. DC 20036.
Eng. Job:.EJ.
Chk: BJS
Dsgnr• DGM
WO: PH-RANIMELL
TC Live 35.00 psf
TC Dead 7.50 psf
p
BC Live 0.00 psf
BC Dead 7.50 psf
TOTAL 50.00 psf
DurFacs L=1.15 P=1.1 S
Rep Mbr Bnd 1.00
O.C.SpaCing 2- 0- 0
Design Spec IRC
Segn T6.4.24 - 0
IJob Name: PHOENIX LUMBER Truss ID: C1 Qty: 1 Drwg: I
BRG X-LOC REACT SIZE REQ-D
1 0- 2-12 1659 5.50" 1.77"
2 29- 9- 4 1501 5.50" 1.60"
BRG REQUIRE148HTS shown are based ONLY
on the truss material at each bearing
TC FORCE AXL BND CSI
1-2 -2172 0.12 0.64 0.76
2-3 -1674 0.02 0.59 0.62
3-4 -2138 0.04 0.77 0.82
4-5 -1603 0.07 0.76 0.82
BC FORCE AXL BND CSI
6-7 1663 0.23 0.16 0.39
7-8 2150 0.30 0.16 0.46
8-9 1658 0.10 0.22 0.32
9-10 1658 0.10 0.28 0.38
10.11 151 0.00 0.28 0.28
WEB FORCE CSI WEB FORCE CSI
2-7 506 0.17 4-10 -1063 0.54
3-7 -667 0.39 5-10 1993 0.67
3-8 -260 0.13 5-11 -1455 0.74
4-8 599 0.20
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
WEB 2x4 DFL STUD
Lumber shear allowables are per NDS.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
End verticals designed for axial loads only.
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
5-8-7
=O-4-7
88-0-0
8-0-0
®Web bracing required at each location shown.
See standard details (TX01087001-001 revl).
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF non -concurrent SCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg = 35 psf, Ce - 1.0, I = 1.0, Ct = 1.00
Drainage must be provided to avoid ponding.
7-2.4 7-4-0� 7-512
15-2-4 22-6.4 30-0-0
8-0-0 22-M
1 2 3 4 5
800
HORIZONTAL REACTIONS)
support 1 150 lb
support 2 150 lb
Hip -Drop : 0-1-13
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location Not End Zone
Hurricane/Ocean Line = No , Exp Category = B
Bldg Length = 99.00 ft, Bldg Width = 50.00 ft
Mean roof height - 22.85 ft, mph = 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 60 sqft
S=3-4 2-3
10�-0
30-0-0
6 7 8 9 10 11
88-0" 7-2-4 7-0-0 7-5-12 i
8-0.0 15.2-4 22-6-4 30-0-0
MAX DEFLECTION (span) :
L/999 IN MEM 9-10 (LIVE)
L- -0.12" D= -0.05" T- -
===_= Joint Locations ==___
1 0- 0- 0 7 8- 0- 0
2 8- 0- 0 8 15- 2- 4
3 15- 2- 4 9 16- 0- 0
4 22- 6- 4 10 22- 6- 4
5 30- 0- 0 11 30- 0- 0
6 0- 0- 0
8/30/2005
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy Dimensions
Dsgnr' DGM
'
arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports available as output from Truswal software,
BC Dead 7.50
Design Spec IRC
'ANSl1TPI 1', 'WTCA T - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 I 1 19th Street, NW, Ste 800. Washington. DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
.8"
lJob Name: PHOENIX LUMBER Truss ID: C2 Qtv: 1 Drwa: I
BRG X %OC REACT SIZE REQ1D TC 2x4 DFL #1 & Btr.
1 0- 2-12 1659 5.50" 1.77" BC 2x4 DFL #1 & Btr.
2 29- 9- 4 1501 5.50" 1.60" WEB 2x4 DFL STUD
BRG REQUIRMONTS shown are based ONLY IRC/IBC truss plate values are based on
on the truss material at each bearing testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
TC FORCE AXL BND CSI documents such as ICBO #1607.
1-2 -2239 0.01 0.29 0.30 Drainage must be provided to avoid ponding.
2-3 -1900 0.01 0.29 0.30
3-4 -1490 0.01 0.56 0.57
4-5 -1682 0.02 0.65 0.67
5-6 -1188 0.01 0.65 0.66
BC FORCE AXL BND CSI
7-8 1769 0.24 0.19 0.44
8-9 1693 0.11 0.31 0.41
9-10 1693 0.23 0.06 0.30
10-11 1230 0.08 0.24 0.31
11-12 179 0.00 0.24 0.24
WEB FORCE CSI WEB FORCE CSI
2-8 -379 0.23 5-10 648 0.22
3-8 526 0.18 5-11 -1099 0.86
4-8 -478 0.30 6-11 1696 0.57
4-10 -373 0.29 6-12 -1459 0.89
®Web bracing required at each location shown.
See standard details (TX01087001-001 revl).
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg a 35 psf, Ce a 1.0, I = 1.0, Ct - 1.00
End verticals designed for axial loads only.
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
5-2-7 4.9-9 6-6-4 6-8-0 6-96-912
5-2-7 10-M 16-6-4 23-2-4 30-0-0
10-0-0 20-0-0
1 2 3 4 5 6
8.0 -
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
2 -9 lb
HORIZONTAL REACTION(S)
support 1 179 lb
support 2 179 lb
Hip -Drop : 0-1-13
This truss is designed using the
ASCE7-98 wind Specification
Bldg Enclosed = Yes, Importance Factor - 1.00
Truss Location - Not End Zone
Hurricane/Ocean Line - No , Exp Category B
Bldg Length o 99.00 ft, Bldg Width - 50-00 ft
Mean roof height - 23.52 ft, mph - 90
TPI Standard Occupancy, Dead Load - 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area a 60 sgft
2-3
7-0-7 -10-10 7-8-3
SHIP
3-6
=0-4-7 V/V_/LJ
4-6 S-3-4 3-4 3-6
2-3
MAX DEFLECTION (span) :
L/999 IN HEM 7-8 (LIVE)
L- -0.140 D= -0.06" To -
sass= Joint Locations ==---
1 0- 0- 0 7 0- 0- 0
2 5- 2- 7 8 10- 0- 0
3 10- 0- 0 9 14- 0- 0
4 16- 6- 4 10 16- 6- 4
5 23- 2- 4 11 23- 2- 4
6 30- 0- 0 12 30- 0- 0
1-O-
30-0-0
7 8 9 10 11 12
10_ -M 6.6-4 6-8=0 6.9-12____i
10-0-0 16-6-4 23-2-4 30-0-0
8/30/20O 5
All plates are 20 gauge Truswal Connectors unless preceded by "MV for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
Scale: 5t32" = 1'
WARNING Read all notes oil this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L-1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
Design Spec IRC
'ANSIIf PI 1% VTCA I' - Wood Truss Council of America Standard Design Responsibilities, WANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET" by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive,
Madison, Wisconsin 53719, The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800. Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
200
IJob Name: PHOENIX LUMBER Truss ID: C3 QtV: 1 Drwg: J
BRG A-LOC REACT SIZE RSQ'D TC 2x4 DFL #1 & Btr.
1 0- 2-12 1659 5.50" 1.77" BC 2x4 DFL #1 & Btr.
2 29- 9- 4 1501 5.50" 1.60" WEB 2x4 DFL STUD
BRG REQUIREMENTS shown are based ONLY IRC/IBC truss plate values are based on
on the truss material at each bearing testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
TC FORCE AXL BND CSI documents such as ICBO #1607.
1-2 -2234 0.01 0.42 0.44 Drainage must be provided to avoid ponding.
2-3 -1749 0.01 0.42 0.43
3-4 -1339 0.01 0.45 0.46
4-5 -1353 0.01 0.53 0.54
5-6 -908 0.01 0.53 0.53
BC FORCE AXL BND CSI
7-8 1745 0.24 0.08 0.32
8-9 1743 0.24 0.07 0.32
9-10 1364 0.19 0.07 0.26
10-11 1364 0.19 0.06 0.25
11-12 942 0.06 0.19 0.24
12-13 208 0.00 0.19 0.19
WEB FORCE CSI WEB FORCE CSI
2-8 16S 0.0s 5-11 700 0.23
2-9 -529 0.46 5-12 -1138 0.98
3-9 433 0.14 6-12 1534 0.51
4-9 -275 0.19 6-13 -1462 0.74
4-11 -478 0.54
8-4-7
=0-4-7
®Web bracing required at each location shown.
See standard details (TX01087001-001 revl).
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF non -concurrent BOLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg a 35 psf, Ce a 1.0, I a 1.0, Ct a 1.00
End verticals designed for axial loads only.
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
6-26-2 7 5-9-9 5-10.4 6-" 6-1�
6-2-7 12-0-0 17-10-4 23-10-4 30-"
12-0-0 18-0-0
7 2 3 4 5 6
8�
I,"
30-0-0
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
2 -19 lb
HORIZONTAL REACTIONS)
support 1 207 lb
support 2 207 lb
Hip -Drop : 0-1-13
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed a Yes, Importance Factor a 1.00
Truss Location a Not End Zone
Hurricane/Ocean Line a No , Exp Category a B
Bldg Length = 99.00 ft, Bldg Width a 50.00 ft
Mean roof height = 24.19 ft, mph a 90
TPI Standard Occupancy, Dead Load 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area a 60 sgft
3.4 2-3
7 8 9 10 11 12 13
6.2-7 -1 5-9-9 5-1� 6-" 6-1-12 __j
6-2-7 12-0-0 17-10-4 23-10.4 30-"
8-2-10 9-0-3
SHIP
All plates are 20 gauge Truswal Connectors unless preceded by "MV for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 191% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
'ANSIrTPI I%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, *HANDLING INSTALLING AND BRACING METAL
1101 N. Groat S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 2003&
MAX DEFLECTION (span) :
L/999 IN MEM 9-10 (LIVE)
La -0.09" Da -0.04" Ta -
a aaaa Joint Locations =aaaa
1 0- 0- 0 8 6- 2- 7
2 6- 2- 7 9 12- 0- 0
3 12- 0- 0 10 16- 0- 0
4 17-10- 4 11 17-10- 4
5 23-10- 4 12 23-10- 4
6 30- 0- 0 13 30- 0- 0
7 0- 0- 0
8/30/2005
Scale: 5132" = V
Eng. Job:.EJ.
WO: PH-RAMMELL
Chk: BJS
Dsgnr: DGM
TC Live
35.00 psf
DurFacs L=1.15 P=1.15
TC Dead
7.50 psf
Rep Mbr Bnd 1.15
BC Live
0.00 psf
O.C.Spacing 2- 0- 0
BC Dead
7.50 psf
Design Spec IRC
TOTAL
50.00 psf
Seqn T6.4.24 - 0
L3"
lJob Name: PHOENIX LUMBER Truss ID: C4 Qtv: 1 Drwa: I
BRG A-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr.
1 0. 2-12 1607 5.50" 1.71" BC 2x4 DFL #1 & Btr.
2 29- 9- 4 1501 5.50" 1.60" WEB 2x4 DFL STUD
BRG REQUIRENENTS shown are based ONLY IRC/IBC truss plate values are based on
on the truss material at each bearing testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
TC FORCE AYL BND CSI documents such as ICBO #1607.
1-2 -2362 0.04 0.61 0.65 Drainage trust be provided to avoid ponding.
2-3 -1724 0.03 0.61 0.64
3-4 -1087 0.01 0.77 0.78
4-5 -1087 0.01 0.77 0.78
5-6 48 0.01 0.06 0.07
BC FORCE AXL BND CSI
7-8 1825 0.25 0.11 0.36
8-9 1823 0.25 0.10 0.3S
9-10 1280 0.07 0.17 0.25
10-11 1280 0.07 0.39 0.47
11-12 247 0.01 0.39 0.40
WEB FORCE CSI WEB FORCE CSI
2-8 216 0.07 4-12 -718 0.45
2-9 -672 0.34 5-11 1370 0.46
3-9 498 0.17 S-12 -1393 0.90
3-11 -312 0.30 6-12 -74 0.04
9-8-7
3-6
=0-4-7
®Web bracing required at each location shown.
See standard details (TX01087001-001 revl).
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg = 35 psf, Ce - 1.0, I = 1.0, Ct a 1.00
End verticals designed for axial loads only.
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
2 -25 lb
HORIZONTAL REACTIONS)
support 1 217 lb
support 2 217 lb
Hip -Drop : 0-1-13
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No , Exp Category - B
Bldg Length = 99.00 ft, Bldg Width = 50.00 ft
Mean roof height = 24.85 ft, mph 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 60 sqft
7-2-7 6-9-9 7-M 7-0-0 i � l
7-2-7 14-0-0 21-0-0 28-0-0 ^�
14-" 14-" .2-0-0 .
11 2 3 4 5 61
8� -8.00
3.4
30-0-0
7 8 9 10 11 12
2-3
9-8-7
8-4-7 SHIP
7-27-2 7 6-9-9 i 7.0_0 9-0.0
7-2-7 14-" 21-" 30-"
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
MAX DEFLECTION (span) :
L/999 IN MEM 11-12 (LIVE)
L= -0-20" D- -0.08" T= -
===_= Joint Locations ===a=
1 0- 0- 0 7 0- 0- o
2 7- 2- 7 8 7- 2- 7
3 14- 0- 0 9 14- 0- 0
4 21- 0- 0 10 16- 0- 0
5 28- 0- 0 11 21- 0- 0
6 30- 0- 0 12 30- 0- 0
8/30/2005
Scale: 5/32" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk' BJS
and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy. Dimensions
DS9nr: DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
SYSTEMS
environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
ANSI/TPI I','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
Design Spec IRC
1101 N. Great S.W. Pkwy.. Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719, The American Forest and Paper Association (AFPA) is located at I I 1119th Street, NW. Ste 800, Washington. DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
2811
Job Name: PHOENIX LUMBER Truss ID: C5 Qty: 8 Drwg: I
BRG X-LOC REACT SIZE REQ'D
1 0- 2-12 IS99 5.50" 1.71"
2 29- 9- 4 1501 5.50" 1.60"
BRG REQUIREMENTS shown are based ONLY
on the truss material at each bearing
TC FORCE AXL BND CSI
1-2 -2311 0.03 0.90 0.93
2-3 -1540 0.02 0.90 0.92
3-4 -895 0.00 0.37 0.37
4-5 -895 0.00 0.37 0.37
5-6 -83 0.00 0.21 0.21
SC FORCE AXL 8ND CSI
7-8 1765 0.24 0.18 0.42
8-9 1764 0.24 0.17 0.42
9-10 1090 0.07 0.36 0.42
10-11 445 0.03 0.36 0.38
WEB FORCE CSI WEB FORCE CSI
2-8 273 0.08 4-10 -498 0.41
2-9 -830 0.54 5-10 1078 0.36
3-9 569 0.19 5-11 -1350 0.99
3-10 -443 0.44 6-11 -169 0.08
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
WEB 2x4 DFL STUD
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
Drainage must be provided to avoid ponding.
8-2-7�
8-2-7
®Web bracing required at each location shown.
See standard details (TX01087001-001 revl).
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg a 35 psf, Ce = 1.0, I a 1.01 Ct = 1.00
End verticals designed for axial loads only.
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
7-9-9 5-" 5-0-0 --i 4-0-0
16-" 21-" 26-" 30-"
16-" I 10-0-0 1 4-0-0
1 2 3 4 5 6
8�
-8.00
3-4
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
2 -30 lb
HORIZONTAL REACTION(S)
support 1 217 lb
support 2 217 lb
Hip -Drop : 0-1-13
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed Yes, Importance Factor 1.00
Truss Location o Not End Zone
Hurricane/Ocean Line = No , Exp Category = B
Bldg Length o 99.00 ft, Bldg Width 50.00 ft
Mean roof height = 25.52 ft, mph 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area o 60 sqft
11-0-7
SHIP
1-4-7
30-0-0
7 8 9 10 11
8-28-2_ 7 7-97-9-9 5-M 9-M
All plates are 20 gauge Truswal Connectors unless preceded by "NIX" for H§1707gauge or "H" for 16 ga%'8;$ositioned O&Wgint Detail Reports avallat>IN& Truswal software, unless noted.
MAX DEFLECTION (span) -
L/999 IN MEM 10-11 (LIVE)
L= -0.21" D= -0.09" T= - -30"
===c Joint Locations
1 0- 0- 0 7 0- 0- 0
2 8- 2- 7 8 8- 2- 7
3 16- 0- 0 9 16- 0- 0
4 21- 0- 0 10 21- 0- 0
5 26- 0- 0 11 30- 0- 0
6 30- 0- 0
8/30/2005
Scale: 5132" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19"/" and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
BC Dead 7.50 psf
Design Spec IRC
'ANSI/TPI 1', TCA I' - Wood Truss Council of America Standard Design Responsibilities, INSTALLING AND BRACING METAL
'W
1101 N. Groat S.W. Pkwy., Ariington TX 76011
PLATE CONNECTED WOOD TRUSSES'- (1-1I13-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
TOTAL 50.00
Segn T6.4.24 - 0
Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington, DC 20036
psf
Job Name: PHOENIX LUMBER Truss ID: D Qty: 1 Drwg: I
BRG Y-LOC REACT SIZE REQ'D
1 0- 2-12 2552 5.50• 2.720
2 25- 9- 4 2552 5.50• 2.721
BRG REQtrIRENENTS shown are based ONLY
on the truss material at each bearing
TC FORCE AYL BND CSI
1-2 -3769 0.13 0.59 0.72
2-3 -3640 0.13 0.22 0.35
3-4 -4157 0.15 O.S8 0.74
4-5 -4188 0.15 0.58 0.74
S-6 -4188 0.15 0.55 0.70
6-7 -3640 0.13 0.22 0.35
7-8 -3771 0.13 0.59 0.72
BC FORCE AYL BND CSI
9-10 3014 0.42 0.34 0.75
10-11 2987 0.41 0.14 0.55
11-12 4203 O.S8 0.09 0.67
12-13 2986 0.41 0.09 0.50
13-14 2986 0.41 0.14 0.56
14-1S 3016 0.42 0.34 0.75
WEB FORCE CSI WEB FORCE CSI
2-10 -145 0.04 5-12 -783 0.25
3-10 S02 0.17 6-12 IS32 0.S1
3-11 150S 0.50 6-14 508 0.17
4-11 -794 0.2S 7-14 -147 0.04
4-12 -157 0.10
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
WEB 2x4 DFL STUD
PLT BLK 2x6 DFL SS
Lumber shear allowables are per NDS.
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg a 35 psf, Ce = 1.0, I = 1.0, Ct a 1.00
T
4-4-7
1 =0.4-7
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
Drainage must be provided to avoid ponding.
Permanent bracing is required (by others) to
prevent rotation/toppling. See SCSI 1-03
and ANSI/TPI 1.
m
3-27 4-7-7 4-9_-i 4-7-7 4R �' d,
3-2-7�Tl 10-7-7 15-4-9 20-M
6-" 14-0-0 6-0-0
1 2 3 4 5 6 7 8
8�
-8.00
W. I pr'.14 I- t44 4 lo
I
i
</� 34 3.5 3-10 34 n V
6-8 8=4-4 6-8
443#
443#
1)- 1"
26-0-0
9 10 11 1213 14 15
6.0-0 4-7.7 4-9-3 4-7-7 6-M
6-" 10-7-7 15-4-9 20-0-0 26-0-0
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -26 lb
2 -26 lb
Hip -Drop : 0-1-13
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location a Not End Zone
Hurricane/Ocean Line = No , Exp Category = B
Bldg Length = 99.00 ft, Bldg Width = 50.00 ft
Mean roof height = 22.19 ft, mph = 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 96 sqft
----------LOAD CASE #1 DESIGN LOADS---------------
Dir L.Plf L.Loc R.Plf R.Loc LL/T
TC Vert 100.00 - 1- 0- 0 100.00 0- 0- 0 0.2
TC Vert 85.00 0- 0- 0 85.00 6- 0- 0 0.8
TC Vert 163.80 6- 0- 0 163.80 20- 0- 0 0.8
TC Vert 85.00 20- 0- 0 85.00 26- 0- 0 0.8
TC Vert 100.00 26- 0- 0 100.00 27- 0- 0 0.2
BC Vert 15.00 0- 0- 0 15.00 6- 0- 0 O.0
BC Vert 28.91 6- 0- 0 28.91 20- 0- 0 O.0
BC Vert 15.00 20- 0- 0 15.00 26- 0- 0 O.0
..Type... lbs X.Loc LL/TL
TC Vert 60.0 - 1- 0- 0 1.00
TC Vert 60.0 27- 0- 0 1.00
BC Vert 310.1 6- 0- 0 1.00
BC Vert 132.9 6- 0- 0 0.00
BC Vert 310.1 20- 0- 0 1.00
BC Vert 132.9 20- 0- 0 0.00
MAX DEFLECTION (span) :
L/999 IN MEM 11-12 (LIVE)
L= -0.21" D= -0.09" T= - .30"
___= Joint Locations == =
1 0- 0- 0 9 0- 0- 0
2 3- 2- 7 10 6- 0- 0
3 6- 0- 0 11 10- 7- 7
4 10- 7- 7 12 IS- 4- 9
5-0-3 5 15- 4- 9 13 16- 0- 0
r
HIP 6 20- 0- 0 14 20- 0- 0
7 22- 9- 9 15 26- 0- 0
MO-4-7 8 26- 0- 0
TYPICAL PLATE: 6-8 8/30/2005
All plates are 20 gauge Truswal Connectors unless preceded by "MV for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not taus system It has been based on specifications provided by the component manufacturer
Chk: SJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy, Dimensions
Dsgnr DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.00
noted- Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software',
BC Dead 7.50 psf
Design Spec IRC
'ANSIrrPI 1'.'WTCA I' - Wood Truss Council of America Standard Design Responsbilities,'HANDLING INSTALLING AND BRACING METAL
1101 N. Groat S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
50.00
Seqn T6.4.24 - 0
Madison, Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at I I 1119th Street, NW. Ste 800, Washington, DC 20036.
TOTAL psf
Job Name: PHOENIX LUMBER Truss ID: D1 Qty: 1 Drwg: I
BRG Y-LOC REACT SIZE RBQ'D TC 2x4 DFL #1 & Btr.
1 0- 2-12 1460 5.50" 1.56" BC 2x4 DFL #1 & Btr.
2 25- 9- 4 1460 5.50" 1.56" WEB 2x4 DFL STUD
BRG REQUIRtt'UMS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL.
on the truss material at each bearing ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg = 35 psf, Ce = 1.0, I = 1.0, Ct = 1.00
TC FORCE AYL BND CSI Drainage must be provided to avoid ponding.
1-2 -1822 0.09 0.70 0.79 Hip -Drop : 0-1-13
2-3 -1577 0.02 0.40 0.42
3-4 -1577 0.02 0.40 0.42
4-5 -1822 0.09 0.70 0.79
BC FORCE AYL BND CSI
6-7 1368 0.19 0.21 0.40
7-8 1368 0.19 0.19 0.38
8-9 1368 0.19 0.04 0.23
9-10 1368 0.19 0.19 0.38
10-11 1368 0.19 0.21 0.40
WEB FORCE CSI WEB FORCE CSI
2-7 225 0.07 4-8 504 0.17
2-8 504 0.17 4-10 225 0.07
3-8 -464 0.24
5-8-7
=0-4.7
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor - 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line - No , Exp Category - B
Bldg Length a 99.00 ft, Bldg Width a 50.00 ft
Mean roof height = 22.85 ft, mph = 90
TPI Standard Occupancy, Dead Load 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 52 sgft
8-0-0 5-0.0 -1 5-0-0 8-0-0
8-0.0 13-0-0 18-0-0 26-0-0
8-" 10-M 8-0-0
1 2 3 4 5
800 -800
1-0
1
26-"
6 7 8 9 10 11
8-0_0 5-0_0 1 5-0.08-0_0
8-0-0 13-0-0 18-0-0 26-0.0
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -24 lb
2 -24 lb
HORIZONTAL REACTION(S)
support 1 125 lb
support 2 125 lb
.3
HIP
SHIP
=0.4-7
MAX DEFLECTION (span) :
L/999 IN MEM 10-11 (LIVE)
La -0.10" D= -0.04" T= - .14"
===_= Joint Locations ====a
1 0- 0- 0 7 8- 0- 0
2 8- 0- 0 8 13- 0- 0
3 13- 0- 0 9 16- 0- 0
4 18- 0- 0 10 18- 0- 0
5 26- 0- 0 11 26- 0- 0
6 0- 0- 0
8/30/2005
All plates are 20 gauge Truswal Connectors unless preceded by "NIX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = 1'
TRUSWAL
SYSTEMS
1101 N. Great S.W. Pkwy., Arlington TX 76011
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design is for an individual building component not taus system It has been based on specifications provided by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise
noted- Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
environment that will cause the moisture content of the wood to exceed 19"/" and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
'ANSI1 TPI 1', 'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and UM-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 It 19th Street, NW, Ste 800, Washington, DC 20036,
Eng. Job:.EJ.
Chk: BJS
Dsgnr• DGM
WO: PH-RAMMELL
TC Live 35.00 psf
TC Dead 7.50 psf
BC Live 0.00 psf
BC Dead 7.50 psf
TOTAL 50.00 psf
IDurFacs L=1.15 P=1.15
Rep Mbr Bnd 1.15
O.C.Spacing 2- 0- 0
Design Spec IRC
Seqn T6.4.24 - 0
IJob Name: PHOENIX LUMBER Truss ID: D2 Qty: 1 Drwg: I
BRG Y LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown.
1 0- 2-12 1460 5.50" 1.56" BC 2x4 DFL #1 & Btr. ® See standard details (TX01087001-001 revl).
2 25- 9- 4 1460 5.50• 1.561 WEB 2x4 DFL STUD Plating spec : ANSI/TPI - 1995
BRG REQUIR>i11ENTS shown are based ONLY IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF
on the truss material at each bearing testing and approval as required by IBC 1703 MULTIPLE LOAD CASES.
and ANSI/TPI and are reported in available Loaded for 10 PSF non -concurrent BCLL.
TC FORCE AYL BND CSI documents such as ICBO #1607. ASCE7-98 SNOW LOAD DESIGN CRITERIA:
1-2 -1896 0.02 0.23 0.26 Drainage must be provided to avoid ponding. Pg 35 psf, Ce = 1.0, I a 1.0, Ct a 1.00
2-3 -1557 0.01 0.30 0.31 This truss is designed using the
3-4 -1202 0.01 0.53 0.54 ASCE7-98 Wind Specification
4-5 -1554 0.01 0.28 0.30 Bldg Enclosed = Yes, Importance Factor a 1.00
5-6 -1896 0.02 0.23 0.26 Truss Location a Not End Zone
Hurricane/Ocean Line = No , Exp Category = B
BC FORCE AXL BND CSI Bldg Length = 99.00 ft, Bldg Width = 50.00 ft
7-8 1488 0.21 0.16 0.37 Mean roof height = 23.52 ft, mph = 90
8-9 1200 0.07 0.27 0.34 TPI Standard Occupancy, Dead Load a 14.5 psf
9-10 1200 0.07 0.28 0.35 Designed as Main Wind Force Resisting System
10-11 1488 0.21 0.16 0.37 and Components and Cladding
Tributary Area = 52 sqft
WEB FORCE CSI WEB FORCE CSI
2-8 -350 0.22 4-10 320 0.11
3-8 322 0.11 5-10 -350 0.22
3-10 187 0.14
7-0-7
=D-4.7
5-2-7 4.9-9 6-06-0 0 4-9-9 5-2-7
5-2-7 10-" 16-0-0 20-9-9 26-0-0
10-0-0 t 6-0-0 I 10-0.0
1 2 3 4 5 6
8�
4-6
-800
26-0-0
7 8 9 10 11
10-0-0 6-0-0 10-0-0
10-0-0 16-" 26-0-0
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -21 lb
2 -21 lb
HORIZONTAL REACTIONS)
support 1 158 lb
support 2 -158 lb
Hip -Drop : 0-1-13
7-8-3
SHIP
=0-4-7
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
MAX DEFLECTION (span)
L/999 IN MEM 10-11 (LIVE)
La -0.15" D= -0.06" T= - .21"
____= Joint Locations =aa==
1 0- 0- 0 7 0- 0- 0
2 5- 2- 7 8 10- 0- 0
3 10- 0- 0 9 15- 0- 0
4 16- 0- 0 10 16- 0- 0
5 20- 9- 9 11 26- 0- 0
6 26- 0- 0
8/30/2005
Scale: 5/32" =1'
WARNING Read all notes on this sheet and give a cop), of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr'' DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
BC Dead 7.50
Design Spec IRC
'ANSIlrPI 1'.'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive.
50.00
Seqn T6.4.24 - 0
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1119th Street, NW, Ste 800, Washington. DC 20036.
TOTAL psf
Job Name: PHOENIX LUMBER Truss ID: D3 QW: 1 Drwa:
BRG IPLOC REI,tT SIZE RBQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown.
1 0- 2-12 1460 5.50• 1.56• BC 2x4 DFL #1 & Btr. ® See standard details (TX01087001-001 revl).
2 25- 9- 4 1460 5.50• 1.56• WEB 2x4 DFL STUD Plating spec : ANSI/TPI - 1995
BRG REQUIRENSNTS shown are based ONLY IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF
an the truss material at each bearing testing and approval as required by IBC 1703 MULTIPLE LOAD CASES.
and ANSI/TPI and are reported in available Loaded for 10 PSF non -concurrent BCLL.
TC FORCE AXL BND CS1 documents such as ICBO #1607. ASCE7-98 SNOW LOAD DESIGN CRITERIA:
1-2 -1898 0.02 0.42 0.45 Drainage must be provided to avoid ponding. Pg 35 psf, Ce 1.0, I 1.0, Ct 1.00
2-3 -1400 0.02 0.42 0.44 This truss is designed using the
3-4 -1039 0.01 0.13 0.14 ASCE7-98 Wind Specification
4-5 -1393 0.02 0.42 0.44 Bldg Enclosed - Yes, Importance Factor - 1.00
5-6 -1897 0.02 0.42 0.45 Truss Location Not End Zone
Hurricane/Ocean Line - No , Exp Category a B
BC FORCE AXL BND CSi Bldg Length a 99.00 ft, Bldg Width - 50.00 ft
7-8 1469 0.20 0.06 0.26 Mean roof height a 24.19 ft, mph z 90
8-9 1468 0.20 0.05 0.26 TPI Standard Occupancy, Dead Load a 14.5 psf
9-10 1037 0.14 0.05 0.19 Designed as Main Wind Force Resisting System
10-11 1467 0.20 0.05 0.25 and Components and Cladding
11-12 1467 0.20 0.05 0.25 Tributary Area a 52 sgft
12-13 1469 0.20 0.06 0.26
WEB FORCE CSI WEB FORCE CSI
2-8 179 0.06 4-10 381 0.13
2-9 -537 0.47 5-10 -538 0.47
3-9 382 0.13 5-12 180 0.06
3-10 217 0.13
8-4-7
=0-4-7
6-2-7 5-9-9 5-9-9 6-27
6-2-7 12-" N 1 19-9-9 26-0-0
'r 12-0-0 .2� 12-0-0
1 2 3 4 5 6
8� -s.00 -1
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -6 lb
2 -6 lb
HORIZONTAL REACTIONS)
support 1 -191 lb
support 2 -191 lb
Hip -Drop : 0-1-13
9-0-3
SHIP
=0-4-7
MAX DEFLECTION (span) :
L/999 IN MEM 8-9 (LIVE)
L- -0.07" Da -0.03" Tn -
a-aQa Joint Locations a-aaa
1 0- 0- 0 8 6- 2- 7
2 6- 2- 7 9 12- 0- 0
3 12- 0- 0 10 14- 0- 0
4 14- 0- 0 11 16- 0- 0
5 19- 9- 9 12 19- 9- 9
6 26- 0- 0 13 26- 0- 0
7 0- 0- 0
26-0-0
7 8 9 10 11 12 13
6-2-7 5-95-9 9 m m 5-9-9 1 6-2-7
8/30/2005
6-2-7 12-0-0 c 19-9-9 26-0-0
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr• DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted, Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
SYSTEMS
environment that will cause the moisture content of the wood to exceed 191% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
Spec IRC
'ANSI/TPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
Design
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI The Truss Plate Institute (TPI) is located at D•Onofrio Drive,
Madison, Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, NW. Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
1.0"
Job Name: PHOENIX LUMBER
Truss
ID: D4
Q : 5
Drw
BRG
g►-LOC RZkVT SIZE REQ$D TC
2x4 DFL #1 & Btr.
Plating spec : ANSI/TPI - 1995
HORIZONTAL REACTIONS)
1
0- 2-12 1460 5.50" 1.56" BC
2x4 DFL #1 & Btr.
THIS DESIGN IS THE COMPOSITE RESULT OF
support 1 -209 lb
2 25- 9- 4 1460 5.50" 1.56" WEB
2x4 DFL STUD
MULTIPLE LOAD CASES.
support 2 209 lb
BRG REQUIREMENTS shorn are based ONLY Loaded for 10
PSF non -concurrent BCLL.
IRC/IBC truss plate values are based on
This truss is designed using the
on the truss material at each bearing ASCE7-98 SNOW
LOAD DESIGN CRITERIA:
testing and approval as required
by IBC 1703
ASCE7-98 Wind Specification
Pg = 35 psf,
Ce 1.0, I - 1.0, Ct 1.00
and ANSI/TPI and are reported in
available
Bldg Enclosed = Yes, Importance Factor - 1.00
TC
FORCE AXL BND CSI
documents such as ICBO #1607.
Truss Location Not End Zone
1-2
-1881 0.01 0.53 0.55
Hurricane/Ocean Line - No , Exp Category - B
2-3
-1319 0.01 0.53 0.54
Bldg Length - 99.00 ft, Bldg Width - 50.00 ft
3-4
-1319 0.01 0.53 0.54
Mean roof height - 24.52 ft, mph 90
4-5
-1881 0.01 0.53 0.55
TPI Standard Occupancy, Dead Load - 14.5 psf
Designed as Main Wind Force Resisting System
BC
FORCE AYL BND CS1
and Components and Cladding
6-7
1447 0.20 0.08 0.28
Tributary Area - S2 sgft
7-8
1446 0.20 0.08 0.28
8-9
1446 0.09 0.19 0.28
9-10
1446 0.20 0.08 0.28
10-11
1447 0.20 0.08 0.28
WEB
FORCE CSI WEB FORCE CSI
2-7
197 0.06 4-8 -603 0.64
2-8
-603 0.64 4-10 198 0.06
MAX DEFLECTION (span)
3-8
796 0.27
L/999 IN MEM 9-10 (LIVE)
L- -0.07n D- -0.03" T- -C
9-0-7
=0.4-7
6-8-7 6-36-3-9 1 6-3-9 6-8-7
6-8-7 13-0-0 19-3-9 26-"
13-0.0 13-0-0
1 2 3 4 5
8�
3.5
S-3-4
-8�
1 --Oi 1T"
26-M
6 7 8 9 10 11
9-8-3
SHIP
=0-4-7
6-86-8 7 6-3-9 -4 6-3-9 6-8-7
6-8.7 13-M 19-3-9 26-M
All plates are 20 gauge Truswal Connectors unless preceded by "MV for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
----- Joint Locations ----a
1 0- 0- 0 7 6- 8- 7
2 6- 8- 7 8 13- 0- 0
3 13- 0- 0 9 14- 0- 0
4 19- 3- 9 10 19- 3- 9
5 26- 0- 0 11 26- 0- 0
6 0- 0- 0
8/30/2005
Scale: 5132" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this thus in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
Dead 7.50
Design Spec IRC
'ANSI/TPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
BC psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HID-91) and'HIB.91 SUMMARY SHEET' by TPI- The Truss Plate Institute (TPI) is located at D'Onofiio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 t 1119th Street, NW, Ste 800. Washington, DC 20036
TOTAL 50.00 psf
Seqn T6.4.24 - 0
LO"
IJob Name: PHOENIX LUMBER Truss ID: D5 Qty: 3 Drwg: I
BRG P-LOC PjtA*-T SIZE REQ'D
1 0- 2-12 1124 5.50" 1.SO"
2 22- 3- 4 1126 5.50" 1.50"
BRG REQUXREUlBNTS shown are based ONLY
on the truss material at each bearing
TC FORCE AYL BND CSI
1-2 -1575 0.01 0.54 0.55
2-3 -1017 0.01 0.54 0.55
3-4 -973 0.00 0.32 0.32
4-5 125 0.02 0.32 0.33
BC FORCE AXL BND CSI
6-7 1196 0.16 0.11 0.27
7-8 1195 0.07 0.42 0.49
8-9 721 0.04 0.42 0.46
WEB FORCE CSI WEB FORCE CSI
2-7 163 0.05 4-8 150 0.12
2-8 -599 0.63 4-9 -1154 0.78
3-8 506 0.17 5-9 -165 0.03
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
WEB 2x4 DFL STUD
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
End verticals designed for axial loads only.
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
9-0-7
3-4
=0-4-7
6.8-7
6.8-7
®Web bracing required at each location shown.
See standard details (TX01087001-001 revl).
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF non -concurrent BOLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg - 35 psf, Ce a 1.0, I - 1.0, Ct = 1.00
6-3-9 4-94-9 0 4-9-0
13-M 17-9-0 22-6-0
13-" 1 9-6-0
1 2 3 4 5,
8. 0 _ -8.00 1
3-5
3-4
HORIZONTAL REACTION(S)
support 1 188 lb
support 2 188 lb
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed - Yes, Importance Factor - 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line a No , Exp Category - B
Bldg Length a 99.00 ft, Bldg Width - 50.00 ft
Mean roof height - 24.52 ft, mph - 90
TPI Standard Occupancy, Dead Load a 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 45 sgft
9-0-7
SHIP
T
1
MAX DEFLECTION (span) :
L/999 IN MEM 8-9 (LIVE)
La -0.24" Da -0.10" To -
===an Joint Locations a=a-a
1 0- 0- 0 6 0- 0- 0
2 6- 8- 7 7 6- 8- 7
3 13- 0- 0 8 13- 0- 0
4 17- 9- 0 9 22- 6- 0
5 22- 6- 0
22-6-0
6 7 s 9 8/30/2005
6-3-9 9-6-0
� �
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 Gauge or "H" for 16 gauge, 13 -0 per Joint Detail Reports avallab9e from Truswal software, unless noted. Scale: 3116" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr- DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length, This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
BC Dead 7.50
Design Spec IRC
'ANS11TPI 1'.'WTCA 1' - Wood Truss Council of America Standard Design Responsibilnies,'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Groat S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
TOTAL 50.00
Sean T6.4.24 - 0
Madison, Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036
psf
5"
Job Name: PHOENIX LUMBER Truss ID: E Ot : 1
Drw :
BRG X-LOC REACT SIZE REQID
TC 2x4 DFL #1 & Btr. Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S)
2x6 DFL SS 3-6, 6-8 THIS DESIGN IS THE COMPOSITE RESULT OF Support C&C Wind Non -Wind
1 0- 2-12 3419 550" 3.65"
2 34- 9- 4 3419 5..SO- 3.65-
BC 2x6 DFL SS MULTIPLE LOAD CASES.
1 -8 lb
lb
BRG REQUZREM =S shown are based ONLY WEB 2x4 DFL STUD IRC/IBC truss plate values are based on 2 -8
bearing 2x4 DFL #1 & Btr. 3-14, 16-8 testing and approval as required by IBC 1703 Hip -Drop : 0-1-13
on the truss material at each
Loaded for 10 PSF non -concurrent BOLL. and ANSI/TPI and are reported in available This truss is designed using the
TC FORCE AXL BND CSi
ASCE7-98 SNOW LOAD DESIGN CRITERIA: documents such as ICBO #1607. ASCE7-98 Wind Specification
1.0, Ct 1.00 Drainage must be provided to avoid ponding. Bldg Enclosed = Yes, Importance Factor - 1.00
1-2 -5344 0.26 0.37 0.63
Pg 35 psf, Ce 1.0, I = =
Permanent bracing is required (by others) to
Truss Location = Not End Zone
2-3 -5195 0.27 0.22 0.50
prevent rotation/toppling. See BCSI 1-03
Hurricane/Ocean Line = No , Exp Category = B
3-4 -7040 0.19 0.32 0.50
and ANSI/TPI 1.
Bldg Length - 99.00 ft, Bldg Width 50.00 ft
4-5 -7943 0.20 9.29 9.49
Mean roof height - 22.19 ft, mph = 90
5-5 -7943 0.23 0.29 0.49
5-7
TPI Standard Occupancy, Dead Load = 14.5 psf
-7943 0.23 0.25 0.48
Designed as Main Wind Force Resisting System
7-8 -7943 0.20 0.29 0.49
and Components and Cladding
8-9 -5195 0.19 0.32 0.50
Tributary Area - 130 sqft
9-10 -5344 0.27 0.22 0.50
---- --LOAD CASE #1 DESIGN LOADS -
Dir L.Plf L.Loc R.Plf R.Loc
LL/T
BC FORCE AYL BND Csi
TC Vert 100.00 - 1- 0- 0 100.00 0- 0- 0
0.2
11-12 435E 9.35 oND 0.59
TC Vert 85.00 0- 0- 0 85.00 6- 0- 0
0.8
12-12 428E 0.35 0.15 0.50
TC Vert 163.80 6- 0- 0 163.80 29- 0- 0
0.8
13-13 4281 0.35 0.10 0.45
4281
TC Vert 85.00 29- 0- 0 85.00 35- 0- 0
0.8
14-14 0.35 0.09 0.43
TC Vert 100.00 35- 0- 0 100.00 36- 0- 0
0.2
15-15 7154 0.58 0.10 0.68
BC Vert 15.00 0- 0- 0 15.00 6- 0- 0
0.0
15-16 428E 0.35 0.10 0.68
BC Vert 28.91 6- 0- 0 28.91 29- 0- 0
0.0
17-17 4281 0.35 0.09 0.43
BC Vert 15.00 29- 0- 0 15.00 35- 0- 0
0.0
18-18 435E 0.35 0.10 0.50
..Type... lbs X.Loc LL/TL
TC Vert 60.0 - 1- 0- 0 1.00
WEB FORCE CSI WEB FORCE CSi
TC Vert 60.0 36- 0- 0 1.00
2-12 -166 0.04 7-15 946 0.32
BC Vert 310.E 6- 0- 0
3-12 550 0.18 7-16 -1519 0.43
3-14 3246 0.45 8-16 3246 0.45
-, r+ .1 m
5-8-2
0.00
BC Vert 6- 0- 0 1.00
29- 0- 0 1.00
4-14 0.43 8-18 350 0.18
3-3-15 � 5-8-2 5-9-14 5-9-14 �
-� -� -1 -1 m m
310.9
BC Vert 310.E
-1S19
4-15 946 0.32 9-18 -166 0.04
3-3-15 11-8-2 17-6-0 23-3-14 29-" � Ig
BC Vert 132.9 29- 0- 0 0.00
S-15 -894 0.25
6-0.0 23-0-0 .6-0-0
1
1 2 3 4 5 6 7 8 9 10
MAX DEFLECTION (span)
L/999 IN r M 14-15 (LIVE)
L. -0.41" D= -0.18"
T.-
.59"
8F �-�0
3-4
=_-_- Joint Locations
711 3-4 3-4 S=5-6 7
1 0- 0- 0 11 0-
2 3- 3-15 12 6-
T
0- 0
0- 0
T 2-3 2-3
3 6- 0- 0 13 9-
4 11- 8- 2 14 11
6- 0
8 2
4-4-7 4-4
5-0-3 5 17- 6- 0 15 17-
6- 0
4-6
1 41 6 4-6
I SHIP 6 22- 0- 0 16 23-
= 7 23- 3-14 17 25-
3-14
6- 0
_
0-4-7 3-4 S=5-6 4-6 4-8 3-0
1
0-4-7 8 29- 0- 0 18 29-
9 31- 8- 1 19 35-
0- 0
0- 0
4.8 S=5-6
10 35- 0- 0
443# 443#
1 pi-� 1
35-0-0
11 12 13 14 15 16 17 18 19
6-0.0 5-8-2 5-9-14 5-9-14 5-8-2 6-"
6-0-0 11-8-2 17-6-0 23-3-14 29-0-0 35-"
8/30/2005
TYPICAL PLATE: 4.6
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Chk: BJS
DSgnr'' DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
Mbr Bnd 1.00
TRUSWAL
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
buckling length. This shall not be in any
TC Dead 7.50 psf
Rep
noted. Bracing shown is for lateral support of components members only to reduce component placed
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software',
BC Dead 7.50 psf
Design Spec IRC
'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
1101 N. Groat S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Set;n T6.4.24 - 0
Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Wob Name: PHOENIX LUMBER Truss ID: E1 Qty: 1 Drwg:
BRG SE-LOC REACT SIZE REQ'D
1 0- 2-12 2023 5.50" 2.16"
2 34- 9- 4 2023 5.50" 2.16"
BRG REQUIRE1dBNTS shown are based ONLY
on the truss material at each bearing
TC FORCE AXL BND CSI
1-2 -2859 0.07 0.37 0.45
2-3 -2595 0.05 0.21 0.26
3-4 -2879 0.12 0.56 0.68
4-5 -2897 0.07 0.60 0.67
5-6 -2897 0.12 0.53 0.66
6-7 -2595 0.05 0.20 0.25
7-8 -2861 0.07 0.37 0.45
BC FORCE AXL BND CSI
9-10 2276 0.31 0.22 0.54
10-11 2087 0.29 0.05 0.34
11-12 2087 0.29 0.08 0.37
12-13 2903 0.40 0.08 0.48
13-14 2086 0.29 0.07 0.36
14-15 2086 0.29 0.05 0.34
15-16 2277 0.31 0.22 0.54
WEB FORCE CSI WEB FORCE CSI
2-10 -230 0.09 5-13 -655 0.33
3-10 240 0.07 6-13 1248 0.42
3-12 1231 0.41 6-15 243 0.08
4-12 -675 0.34 7-15 -232 0.09
4-13 -197 0.10
TC 2x4 DFL #1 & Btr. Web bracing required at each location shown.
BC 2x4 DFL #1 & Btr. ® See standard details (TX01087001-001 revl).
WEB 2x4 DFL STUD Plating spec : ANSI/TPI - 1995
IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF
testing and approval as required by IBC 1703 MULTIPLE LOAD CASES.
and ANSI/TPI and are reported in available Loaded for 10 PSF non -concurrent BCLL.
documents such as ICBO #1607. ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Drainage trust be provided to avoid ponding. Pg a 35 psf, Ce = 1.0, I a 1.0, Ct 1.00
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed Yes, Importance Factor a 1.00
Truss Location a Not End Zone
Hurricane/Ocean Line = No , Exp Category - B
Bldg Length a 99.00 ft, Bldg Width o 50.00 ft
Mean roof height a 22.85 ft, mph a 90
TPI Standard Occupancy, Dead Load 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area - 70 sgft
II
5-8-7
1=
0-4-7
4-24-2 7 3-9-9 1 6-3-7 6-5-3 6-3-7 3.9-9 4-2-7
4-2-7 8-" 14-3-7 20-8-9 27-0-0 30-9-9 35-M
1 "_0 1 19-0-0 1 8-0-0 ;
1 2 3 4 5 6 7 8
8r 0a
S=3-4 - 3-4
-8.00 1
1" 35-0-0 1,"
9 10 11 12 13 14 15 16
8-M 6-3-7 6-5-3 6-3-7 8-M
8-0-0 14.3-7 20-8-9 27-M 35-0-0
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -7 lb
2 -7 lb
HORIZONTAL REACTIONS)
support 1 125 lb
support 2 125 lb
Hip -Drop : 0-1-13
6-4-3
SHIP
0-4-7
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
MAX DEFLECTION (span) :
L/999 IN MEN 12-13 (LIME)
Lo -0.19" D- -0.08" T= -
a===. Joint Locations as
1 0- 0- 0 9 0- 0- 0
2 4- 2- 7 10 8- 0- 0
3 8- 0- 0 11 9- 6- 0
4 14- 3- 7 12 14- 3- 7
5 20- 8- 9 13 20- 8- 9
6 27- 0- 0 14 25- 6- 0
7 30- 9- 9 15 27- 0- 0
8 35- 0- 0 16 35- 0- 0
8/30/2005
Scale: 1t8" = 1'
WARNING Read all notes oil this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not taus system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spaeing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
BC Dead 7.50
Design Spec IRC
'ANSI/TPI 1', 'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Groat S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive.
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington. DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
i8"
lJob Name: PHOENIX LUMBER Truss ID: E2 Qtv: 3 Drwq: I
BRG I-LOC REACT S123 REQ-D TC 2x4 DFL #1 & Btr.
1 0- 2-12 6945 5.50• 2.47• 2x6 DFL SS 3-5, 5-6
2 34- 9- 4 12969 5.50" 4.61" BC 2x6 DFL SS
BRG REQUIRE NTS shown are based ONLY WEB 2x4 DFL STUD
on the truss material at each bearing Lumber shear allowables are per NDS.
Loaded for 10 PSF non -concurrent BCLL.
TC FORCE AXL BND CSI ASCE7-98 SNOW LOAD DESIGN CRITERIA-
1-2 -10750 0.12 0.12 0.24 Pg = 35 psf, Ce = 1.0, I = 1.0, Ct = 1.00
2-3 -10380 0.15 0.10 0.26 Drainage must be provided to avoid ponding.
3-4 -13088 0.06 0.10 0.16 Permanent bracing is required (by others) to
4-5 -16085 0.13 0.08 0.21 prevent rotation/toppling. See BCSI 1-03
5-6 -16085 0.12 0.08 0.20 and ANSI/TPI 1.
6-7 -16198 0.28 0.12 0.40 3-PLYI Nail w/10d BOX, staggered (per NDS)
7-8 -18461 0.49 0.16 0.66 in: TC- 2 BC- 6 WEBS- 2 **PER FOOT[**
Nail in layers or from each face.
BC FORCE AYL END CSI
9-10 8834 0.24 0.11 0.35
10-11 $832 0.24 0.08 0.32
11-12 8552 0.23 0.08 0.32
12-13 8552 0.23 0.08 0.31
13-14 13212 0.36 0.42 0.78
14-15 13430 0.36 0.42 0.78
15-16 13430 0.36 0.42 0.78
16-17 15194 0.41 0.42 0.83
17-18 1524S 0.41 0.25 0.66
WEB FORCE CSI WEB FORCE CSI
2-10 115 0.01 5-14 -556 0.04
2-11 -365 0.02 6-14 3746 0.42
3-11 1130 0.13 6-16 6039 0.67
3-13 6289 0.70 7-16 -2304 0.16
4-13 -3261 0.23 7-17 2493 0.28
4-14 4112 0.46
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
+ + + + + + + + + + + + + + + + + + + + + +
Nail pattern shown is for PLF loads only.
Concentrated loads MUST be distributed to
each ply equally. On multi -ply with hangers,
use 3" nails min. into the carrying member.
For more than 2 ply, use additional fasten-
ers as indicated from the back plys, or use
any other approved detail (by others).
+ + + + + + + + + + + + + + + + + + + + + +
4-74-711 33-1� 55-1� 66-0-3 5-10-7 3-11-13 4-7-1 1
. 4-7-11 8-7-8 14-5-15 20-6-1 26.4-8 30.4-5 35-"
8-7-8 17-9-0 8-7.8
3-PLYS 1 2 3 4 S 6 7 8
REQUIRED 800 -800
6-1-7
1=
0-4-7
- - S=5-6 - - - - 7.8 - -
HORIZONTAL REACTION(S)
support 1 -134 lb
support 2 134 lb
Hip -Drop : 0-1-13
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed Yes, Importance Factor = 1.00
Truss Location Not End Zone
Hurricane/Ocean Line = No , Exp Category = B
Bldg Length z 99.00 ft, Bldg Width = 50.00 ft
Mean roof height = 23.06 ft, mph = 90
TPI Standard Occupancy, Dead Load a 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 391 sgft
----------LOAD CASE #1 DESIGN LOADS---------------
Dir L.Plf L.Loc R.Plf R.Loc LL/T
TC Vert 100.00 - 1- 0- 0 100.00 0- 0- 0 0.2
TC Vert 85.00 0- 0- 0 85.00 35- 0- 0 0.8
TC Vert 100.00 35- 0- 0 100.00 36- 0- 0 0.2
BC Vert 139.00 0- 0- 0 139.00 18- 0- 0 0.6
BC Vert 819.00 18- 0- 0 819.00 35- 0- 0 0.6
6-9-3
SHIP
0-4-7
MAX DEFLECTION (span) :
L/999 IN MEM 14-15 (LIVE)
L= -0.28" D= -0.12" T. -
===-= Joint Locations ==sac
1 0- 0- 0 10 4- 7-11
2 4- 7-11 11 8- 7- 8
3 8- 7- 8 12 9- 6- 0
4 14- 5-15 13 14- 5-15
5 20- 6- 1 14 20- 6- 1
6 26- 4- 8 15 25- 6- 0
7 30- 4- 5 16 26- 4- 8
8 35- 0- 0 17 30- 4- 5
9 0- 0- 0 18 35- 0- 0
9 10 1112 13 14 1616 17 18
4-7-11 3-1� 5-10-7 6-0-3 5-10-7 .3-1_ 113 4-7-11
4-7-11 8-7-8 14-5-15 20-6-1 26-4-8 30-4-5 35-0-0
TYPICAL PLATE: 3-5
8/30/200 iJ
All plates are 20 gauge Truswal Connectors unless preceded by "MV for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 118" a 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
DS nr• DGM
g '
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L--1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software%
Spec IRC
'ANSI1TPI I', 'WTCA I'- Wood Truss Council of America Standard Design Responsbilities, 'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
Design
1101 N. Groat S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive.
Madison, Wisconsin 53719, The American Forest and Paper Association (AFPA) is located at 1 I I 1 19th Street, NW. Ste 800. Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
i0"
IJob Name: PHOENIX LUMBER Truss ID: G Qtv: 1 Drwg: I
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
GBL BLK 2x4 DFL STUD
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg = 35 psf, Ce = 1.0, I = 1.0, Ct = 1.00
Gable verticals are 2x 4 web material spaced
at 24.0 " o.c. unless noted otherwise.
Top chord supports 24.0 " of uniform load
at 35 psf live load and 8 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 48"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location Not End Zone
Hurricane/Ocean Line a No , Exp Category = B
Bldg Length a 99.00 ft, Bldg Width = 50.00 ft
Mean roof height a 25.86 £t, mph 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 39 sgft
===== Joint Locations =__==
1
0- 0- 0
13
1- 9- 0
2
1- 9- 0
14
3- 9- 0
cp
1-9-0 `P
3
3- 9- 0
15
5- 9- 0
1-9-0'^ O7 ^'
4
5
5- 9- 0
7- 9- 0
16
17
7- 9- 0
9- 9- 0
6
9- 9- 0
18
11- 9- 0
9.9-0 9-9-0
7
11- 9- 0
19
13- 9- 0
1 2 3 4 5 6 7 8 9
1M
8
13- 9- 0
20
14- 3-12
9
15- 9- 0
21
15- 9- 0
14r 42 -1442
11
19- 6- 0
23
19- 6- 0
d-d
12
0- 0- 0
S=3-4
19-6-0
12 13 14 15 16 17 18 120 21 22B
TYPICAL PLATE: 2-3 -� m m m m m m m m m m `P
1-9
1.0 ��`�'��1�d' OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards, 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI 1'. 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'HANDLING INSTALLING AND BRACING METAL
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive.
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800. Washington, DC 20036
Eng. Job:.EJ.
Chk: BJS
Dsgnr: DGM
8/30/2005
Scale: 1/8" = V
WO: PH-RAMMELL
TC Live
35.00 psf
DurFacs L=1.15 P=1.15
TC Dead
7.50 psf
Rep Mbr Bnd 1.15
BC Live
0.00 psf
O.C.Spacing 2- 0- 0
BC Dead
7.50 psf
Design Spec IRC
TOTAL
50.00 psf
Seqn T6.4.24 - 0
IJob Name: PHOENIX LUMBER Truss ID: G1 Qty: 1 Drwg: I
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
GBL BLK 2x4 DFL STUD
Loaded for 10 PSF non -concurrent BOLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg a 35 psf, Ce = 1.0, I a 1.0, Ct = 1.00
Drainage must be provided to avoid ponding.
7-2.8
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
Gable verticals are 2x 4 web material spaced
at 24.0 " o.c. unless noted otherwise.
Top chord supports 24.0 " of uniform load
at 35 psf live load and 8 psf dead load.
Additional design considerations may be
required if sheathing is attached.
1+1 indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 48"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed a Yes, Importance Factor = 1.00
Truss Location " Not End Zone
Hurricane/Ocean Line a No , Exp Category a B
Bldg Length a 99.00 ft, Bldg Width 50.00 ft
Mean roof height = 23.60 ft, mph = 90
TPI Standard Occupancy, Dead Load " 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area a 46 sgft
1.6-0 I� ��� �'� m� �� I� ��� 'p
1-6-0 �, FE 6 ?t; X,, r-a Z� tE1
3-4
6-0-0 11-0-0 1 6-0-0
1 2 3 4 5 6 7 8 9 10 1112 13 1415
1442
S=3.4
-1442
7-2-8
SHIP
23-0-0
16 17 18 19 20
TYPICAL PLATE: 2-3 _
1-6-0
1.6-0 �PD
21
22
:Zsitionei�erJolOetall�itortsava4ba
23 24
25 26 27 2829
m m LO m m
�, OVE CONii OUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX
r HS 2 auge o ' for
auge,
'lefr Tru'~ software, unless noted.
as=-= Joint Locations
1 0- 0- 0 16 0-
2 1- 6- 0 17 1-
3 3- 6- 0 18 3-
4 5- 6- 0 19 5-
5 6- 0- 0 20 7-
6 7- 6- 0 21 9-
7 9- 6- 0 22 11-
8 11- 6- 0 23 13-
9 13- 6- 0 24 14-
10 15- 6- 0 25 15-
11 17- 0- 0 26 17-
12 17- 6- 0 27 19-
13 19- 6- 0 28 21-
14 21- 6- 0 29 23-
15 23- 0- 0
8/30/2005
Scale: 7132" = V
===aa
0- 0
6- 0
6- 0
6- 0
6- 0
6- 0
6- 0
6- 0
3- 0
6- 0
6- 0
6- 0
6- 0
0- 0
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy Dimensions
Dsgnr• DGM
'
arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length, This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports available as output from Truswal software'.
BC Dead 7.50
Design Spec IRC
'ANSI/TPI 1', 'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (NIB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
IJob Name: PHOENIX LUMBER Truss ID: G2 Qty: 1 Drwg: I
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
GBL BLK 2x4 DFL STUD
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg = 35 psf, Co a 1.0, I a 1.0, Ct a 1.00
Gable verticals are 2x 4 web material spaced
at 24.0 " o.c. unless noted otherwise.
Top chord supports 24.0 " of uniform load
at 35 psf live load and 8 psf dead load.
Additional design considerations may be
required if sheathing is attached.
(+) indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 48"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
1-6-0 12-0-0 2-0. 2-0-0 2-0-0
1-6-0 3-6-0 5-6-0 7-6-0 9-6-0
5.6-0 5-640 1
1 2 3 4 5 6 7
1442 -1442
3-g
6-7-5
SHIP
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No , Exp Category = B
Bldg Length a 99.00 ft, Bldg Width = 50.00 ft
Mean roof height = 23.30 ft, mph a 90
TPI Standard Occupancy, Dead Load 14.5 psf
Designed as Main wind Force Resisting System
and Components and Cladding
Tributary Area = 22 sqft
11-"
TYPICAL PLATE: 2-3 8 9 10 11 12 13 14 .
11-6-0 2-02-00. 2-0-0 22-0-0 2-0-0
1-6-0 3-6-0 5-6-0 7-6-0 9-6-0 OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Jai available from Truswal software, unless noted.
=aa== Joint Locations a as
1 0- 0- 0
8
0- 0- 0
2 1- 6- 0
9
1- 6- 0
3 3- 6- 0
10
3- 6- 0
4 5- 6- 0
11
5- 6- 0
5 7- 6- 0
12
7- 6- 0
6 9- 6- 0
13
9- 6- 0
7 11- 0- 0
14
11- 0- 0
8/30/2005
Scale: 1/4" = V
WARNING Read all notes oil this sheet and give a cop}, of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr: DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.S0
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
BC Dead 7.50
Design Spec IRC
'ANSIrrPI 1'. 'WTCA I'- Wood Thus Council of America Standard Design Responsibilities. 'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., AdIngton TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HI B-91) and 'HI B-91 SUMMARY SHEET' by TPI The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I l 1 119th Street, NW, Ste 800. Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
lJob Name: PHOENIX LUMBER Truss ID: G3 Qty: 1 Drwg: I
TC 2x4 DFL #1 & Btr_
BC 2x4 DFL #1 & Btr.
GBL BLK 2x4 DFL STUD
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg - 35 psf, Ce = 1.0, I = 1.0, Ct = 1.00
Gable verticals are 2x 4 web material spaced
at 24.0 " o.c. unless noted otherwise.
Top chord supports 24.0 " of uniform load
at 35 psf live load and 8 psf dead load.
Additional design considerations may be
required if sheathing is attached.
(+) indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 48"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
9-7-6
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
2-02-0-0�
m mm
mm
mm
mm
mm
mm
2-0-0
8.0-0 +
8-0.0
t
6
1 2 3 4 5 6
7
8
9
3-4
1442 -1442
9-7-6
SHIP
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line • No , Exp Category = B
Bldg Length - 99.00 ft, Bldg Width = 50.00 ft
Mean roof height = 24.81 ft, mph = 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 32 sgft
_==== Joint Locations =__==
1 0- 0- 0 10 0- 0- 0
2 2- 0- 0 li 2- 0- 0
3 4- 0- 0 12 4- 0- 0
4 6- 0- 0 13 6- 0- 0
5 8- 0- 0 14 8- 0- 0
6 10- 0- 0 15 10- 0- 0
7 12- 0- 0 16 12- 0- 0
8 14- 0- 0 17 14- 0- 0
9 16- 0- 0 18 16- 0- 0
16-"
10 11 12 13 14 15 16 1718
TYPICAL PLATE: 2-3 2-08/30/2005
1� ' OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "NIX" for HS 20 gauge or "H" or 16 gauge, posit(oned per olnt etall eports available from Truswal software, unless noted. Scale: 5132" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
<>N,
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr• DGM
'
ato be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
rc
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 7.50 psf
p
Re Mbr Bnd 1.15
p
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software,
'ANSI/TPI l%'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
Design Spec IRC
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Seqn T6.4.24 - 0
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I 1 1119th Street, NW, Ste 800. Washington, DC 20036.
TOTAL 50.00 psf
IJob Name: PHOENIX LUMBER Truss ID: G4 CQty: 1 Drwg: I
r
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
GBL BLK 2x4 DFL STUD
Loaded for 10 PSF non -concurrent BOLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg - 35 psf, Ce = 1.0, I = 1.0, Ct = 1.00
Gable verticals are 2x 4 web material spaced
at 24.0 " o.c. unless noted otherwise.
Top chord supports 24.0 " of uniform load
at 35 psf live load and 8 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 48"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
8.4-15
3.4
3-0.0 i
3-0-0
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
Xj 16 Z.t
7-" 7-"
1 2 3 4 5 6 7
14r 42 -14.42 1
8-4-15
SHIP
This truss is designed using the
ASCE7-98 wind Specification
Bldg Enclosed Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No , Exp Category - B
Bldg Length = 99.00 ft, Bldg Width = 50.00 ft
Mean roof height - 24.21 ft, mph = 90
TPI Standard Occupancy, Dead Load 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 28 sqft
14-0-0
8 9 10 11 12 13 14
TYPICAL PLATE: 2-3 3-" m m
3-" � `� OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 1m uge, sition per j � Detail orts available from Truswal software, unless noted.
____= Joint Locations =____
1 0- 0- 0 8 0- 0- 0
2 3- 0- 0 9 3- 0- 0
3 5- 0- 0 10 5- 0- 0
4 7- 0- 0 11 7- 0- 0
5 9- 0- 0 12 9- 0- 0
6 11- 0- 0 13 11- 0- 0
7 14- 0- 0 14 14- 0- 0
8/30/2005
Scale: 3/16" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
'HANDLING
BC Dead 7.50
Design Spec IRC
'ANSI/TPI 1', VTCA I' - Wood Thus Council of America Standard Design Responsibilities, INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington Tx 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719, The American Forest and Paper Association (AFPA) is located at 1 I 1119th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
Job Name: PHOENIX LUMBER Truss ID: G5 Qty: 1 Drwg: I
0
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
GBL BLK 2x4 DFL STUD
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg a 35 psf, Ce = 1.0, I a 1.0, Ct = 1.00
Drainage must be provided to avoid ponding.
End verticals designed for axial loads only.
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
7-2-8
1-0-0 mm mm mea m�
1-0-0 N N
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
Gable verticals are 2x 4 web material spaced
at 24.0 " o.c. unless noted otherwise.
Top chord supports 24.0 " of uniform load
at 35 psf live load and 8 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 48"intervals.
Bracing is a result of wind load applied
to member -(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
Diagonals may be omitted if adequate bracing
s e o ed prevent
uuer atera loads_ ck ngyhe tr
uca Apr
mg*Ou6 go 1191heg h muss c
if si to
m
u rA ly d*tical ch
load as noted.
18-0-0 6-0.0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
-1442
S=3-4
This truss is designed using the
ASCE7-98 wind Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No , Exp Category = B
Bldg Length a 99.00 ft, Bldg Width = 50.00 ft
Mean roof height a 23.60 ft, mph = 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 48 sgft
7-2-8
SHIP
6-M
24-"
STUB 16 17 18 19
TYPICAL PLATE • 2-3 1-0-0 m m m
111
20
m m
21 22 23 24
m m m m
25
m
26
m
27
m m
28 29
m% m
F
1-01_O—U����11�1�1�11
O VE
T
TlNUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail
Reports available from Truswal software, unless noted.
===aa Joint Locations =====
1 0- 0- 0 16 0- 0- 0
2 1- 0- 0 17 1- 0- 0
3 3- 0- 0 18 3- 0- 0
4 5- 0- 0 19 5- 0- 0
5 7- 0- 0 20 7- 0- 0
6 9- 0- 0 21 9- 0- 0
7 11- 0- 0 22 10- 0- 0
8 12- 0- 0 23 11- 0- 0
9 13- 0- 0 24 13- 0- 0
10 15- 0- 0 25 15- 0- 0
11 17- 0- 0 26 17- 0- 0
12 18- 0- 0 27 19- 0- 0
13 19- 0- 0 28 21- 0- 0
14 21- 0- 0 29 24- 0- 0
15 24- 0- 0
8/30/2005
Scale: 3/16" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
<>S,
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy Dimensions
Dsgnr• DGM
'
arc to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spaeing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software'.
BC Dead 7.50
Design Spec IRC
'ANSI/TPI I', 'WTCA I' - Wood Truss Council of America Standard Design Responsibilities. 'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI The Truss Plate Institute (TPI) is located at D'Onofrio Drive.
TOTAL 50.00
Seqn T6.4.24 - 0
Madison, Wisconsin 53719, The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, DC 20036.
psf
IJob Name: PHOENIX LUMBER Truss ID: G6 Qty: 1 Drwg:
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
GBL BLK 2x4 DFL STUD
Loaded for 10 PSF non -concurrent BCLL.
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
Pg = 35 psf, Ce = 1.0, I = 1.0, Ct = 1.00
Gable verticals are 2x 4 web material spaced
at 24.0 " o.c. unless noted otherwise.
Top chord supports 24.0 " of uniform load
at 35 psf live load and 8 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 480intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
3-0-0
3-0-0
9.0-0
9-0-0
1 2 3 4 5 6
7
8
9
1442
4.4
.14.42
10.9-12
3-4j
W
W3-4
4.6
10-9-12
SHIP
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line - No , Exp Category = B
Bldg Length = 99.00 ft, Bldg Width = 50.00 ft
Mean roof height = 25.41 ft. mph = 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 36 sqft
18-0-0
TYPICAL PLATE: 2-3 10 11 12 13 14 15 16 17 18
3-0-0 _ m js�'
m m m m Q m mOVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 2 gauge or "Wt16ge itir> p N �In - &ail Re , l available from Truswal software, unless noted.
=I=== Joint Locations ====_
0- 0- 0 10 0- 0- 0
2 3- 0- 0 11 3- 0- 0
3 5- 0- 0 12 5- 0- 0
4 7- 0- 0 13 7- 0- 0
5 9- 0- 0 14 9- 0- 0
6 11- 0- 0 15 11- 0- 0
7 13- 0- 0 16 13- 2- 4
8 15- 0- 0 17 15- 0- 0
9 18- 0- 0 18 18- 0- 0
8/30/2005
Scale: 5132" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr• DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.1 S
noted. Bracing shown a for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 191/6 and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this thus in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
BC Dead 7.50
Design Spec IRC
'ANSI/TPI 1% VTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Groat S.W. Pkwy.. Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 1119th Street, NW, Ste 800. Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
lJob Name: PHOENIX LUMBER Truss ID: G7 Qty: 1 Drwg: I
" n " TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
GBL BLK 2x4 DFL STUD
Loaded for 10 PSF non -concurrent BCLL.
ASC97-98 SNOW LOAD DESIGN CRITERIA:
Pg a 35 psf, Ce = 1.0, I a 1.0, Ct = 1.00
Drainage trust be provided to avoid ponding.
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
Gable verticals are 2x 4 web material spaced
at 24.0 " o.c. unless noted otherwise.
Top chord supports 24.0 " of uniform load
at 35 psf live load and 8 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+3 indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 48"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location Not End Zone
Hurricane/Ocean Line = No , Exp Category a B
Bldg Length = 99.00 ft, Bldg Width = 50.00 ft
Mean roof height = 21.58 ft, mph a 90
TPI Standard Occupancy, Dead Load a 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 46 sgft
1.6-0
,
'
co
th �
ra
�
d'
1 °T
I MT
1.6�
.'-e
m N
ll1 N
!� N
d,
'�
rV
a
A
N
m
N r:
.�
2-7-8
17-9-0
,3
1 2_ 7-8�
r
1 2
4 5 6 7 8
9 10 11 12
13 14 1516
14�42
_
-14— 42
T91w%,
3-6
3-4
3.6
3-1-14
I3-4ze-8
3.4
8
8 8
3-4
23-0-0
17 18 19 20 21 22 23 24 2.26 27 28 2930
� � 0-;.6IlT
TT 1 T T 0'? t,,�
T
3.1-14
IS HIP
TYPICAL PLATE: 2-3
OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
a==== Joint Locations =____
1 0- 0- 0 16 23- 0- 0
2 1- 6- 0 17 0- 0- 0
3 2- 7- 8 18 1- 6- 0
4 3- 6- 0 19 3- 6- 0
5 5- 6- 0 20 5- 6- 0
6 7- 6- 0 21 7- 6- 0
7 9- 6- 0 22 9- 6- 0
8 11- 6- 0 23 il- 6- 0
9 13- 6- 0 24 13- 6- 0
10 14- 5- 8 25 IS- 1- 8
it 15- 6- 0 26 15- 6- 0
12 17- 6- 0 27 17- 6- 0
13 19- 6- 0 28 19- 6- 0
14 20- 4- 8 29 21- 6- 0
15 21- 6- 0 30 23- 0- 0
8/30/2005
Scale: 7132" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy Dimensions
Dsgnr•' DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted Bracing shown is for lateral support of components members only to reduce buckling length, This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software'.
BC Dead 7.50
Design Spec IRC
'ANSI/TPI 1','WTCA I' . Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Groat S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive.
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036,
TOTAL 50.00 psf
Seqn T6.4.24 - 0
Job Name: PHOENIX LUMBER Truss ID: J Qtv: 7 Drwg:
BRG kf. L0t: rREAft SIZE REQ 1 D TC 2x4 DFL #1 & Btr. .
1 0- 2-12 527 5.50" 1.50" BC 2x4 DFL #1 & Btr.
2 8- 3- 1 131 5.50" 1.50" WEB 2x4 DFL STUD
3 a- 3- 1 264 5.50" 1.50" Loaded for 10 PSF non -concurrent BOLL.
BRG REQUIRMONTS shown are based ONLY ASCE7-98 SNOW LOAD DESIGN CRITERIA:
on the truss material at each bearing Pg o 35 psf, Ce = 1.0, I = 1.0, Ct = 1.00
Mark all interior bearing locations.
TC FORCE AxL BND CSI Permanent bracing is required (by others) to
1-2 -450 0.00 0.27 0.27 prevent rotation/toppling. See BCSI 1-03
2-3 -101 0.00 0.27 0.27 and ANSI/TPI 1.
3-0 -6 0.00 0.00 0.00
BC FORCE AYL BND CSI
4-5 397 0.02 0.21 0.22
5-0 0 0.00 0.00 0.00
WEB FORCE CSI WEB FORCE CSI
2-5 -451 0.16
4-4-2
=0.4-2
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
Install interior support(s) before erection.
Shim bearings (if needed) for req. support.
4-"
4-6-6
S66
3-11=7
B-5-13
4-4-2
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -66 lb
2 -65 lb
3 -28 lb
HORIZONTAL REACTIONS)
support 1 154 lb
support 3 154 lb
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed o Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No , Exp Category a B
Bldg Length = 99.00 ft, Bldg Width o 50.00 ft
Mean roof height = 22.01 ft, mph = 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 20 sqft
----------LOAD CASE #1 DESIGN LOADS---------------
Dir L.Plf L.Loc R.Plf R.Loc LL/T
TC Vert 100.00 - 1- 8- 0 100.00 0- 0- 0 0.2
TC Vert 0.00 0- 0- 0 141.48 7- 0-13 0.8
TC Vert 42.50 7- 0-13 42.50 8- 5-13 0.8
BC Vert 0.00 0- 0- 0 24.97 7- 0-13 0.0
BC Vert 7.50 7- 0-13 7.50 8- 5-13 0.0
5-1-5
SHIP
MAX DEFLECTION (span) :
L/999 IN MEM 4-5 (LIVE)
L= -0.07" D= -0.03" T= -
o==== Joint Locations ===a=
1 0- 0- 0 4 0- 0- 0
2 4- 6- 6 5 8- 5-13
3 8- 5-13
8-5.13
4 8.513 8/30/2005
8-5-13 OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr DGM
eda��,
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.00
noted. Bracing shown is for lateral support of components members only to reduce buckling length- This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Ttuswal soilware,
BC Dead 7.50
Design Spec IRC
'ANSI/TPI 1'. 'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
LO"
IJob Name: PHOENIX LUMBER Truss ID: J1 QW: 1 Drwa: I
BRG dt-L000 R3%CT SIZE RBQ'D TC 2x4 DFL #1 & Btr.
1 3- 0-12 712 5.50" 1.50" BC 2x4 DFL #1 & Btr.
2 8- 3- 1 137 5.50" 1.50" WEB 2x4 DFL STUD
3 8- 3- 1 161 5.50" 1.50" Loaded for 10 PSF non -concurrent BCLL.
BRG REQUIRESBNTS shown are based ONLY ASCE7-98 SNOW LOAD DESIGN CRITERIA:
on the truss material at each bearing Pg a 35 psf, Ce = 1.0, I a 1.0, Ct = 1.00
Mark all interior bearing locations.
TC FORCE AXL BND CSI Permanent bracing is required (by others) to
OL- 1 63 0.01 0.24 0.25 prevent rotation/toppling. See BCSI 1-03
1-2 636 0.07 0.24 0.32 and ANSI/TPI 1.
2-3 -99 0.00 0.25 0.25 Left Overhang(s) are not to be removed.
3-0 -6 0.00 0.00 0.00 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.1
Left Overhang Soffit loading a 0.0 psf
BC FORCE ASL BND CSI
4-5 -520 0.01 0.11 0.12
5-6 215 0.00 0.12 0.12
6-0 0 0.00 0.00 0.00
WEB FORCE CSI WEB FORCE CSI
2-5 -729 0.16 2-6 -247 0.09
4-4.2
=0-4-2
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents such as ICBO #1607.
Install interior support(s) before erection.
Shim bearings (if needed) for req. support.
4-64-6 6 3-11_7
4-6-6 8-5-1 3
5.66
1-8-0 I
8-5-13
4 5 6
4-4-2
UPLIFT REACTIONS) :
Support C&C Wind Non -Wind
1 -165 lb
2 -58 lb
3 -5 lb -69 lb
HORIZONTAL REACTIONS)
support 1 188 lb
support 3 188 lb
This truss is designed using the
ASCE7-98 Wind Specification
Bldg Enclosed Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No , Exp Category B
Bldg Length a 99.00 ft, Bldg Width = 50.00 ft
Mean roof height = 22.01 ft, mph a 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 16 sqft
----------LOAD CASE #1 DESIGN LOADS---------------
Dir L.Plf L.Loc R.Plf R.Loc LL/T
TC Vert 85.00 - 1- 8-12 85.00 0- 0- 0 0.8
TC Vert 0.00 0- 0- 0 141.48 7- 0-13 0.8
TC Vert 42.50 7- 0-13 42.50 8- 5-13 0.8
BC Vert 0.00 0- 0- 0 24.97 7- 0-13 0.0
BC Vert 7.50 7- 0-13 7.50 8- 5-13 0.0
5-1-5
SHIP
3-03-0� 5-55-5 2
3-0-11 8-5-13 OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
MAX DEFLECTION (span) :
L/999 IN MEN 5-6 (LIVE)
La -0.02" D= -0.01" T= -
MAX DEFLECTION (cant) :
L/999 IN HEM 4-5 (LIVE)
La -0.02" D= -0.01" T= -
___== Joint Locations a====
1 0- 0- 0 4 0- 0- 0
2 4- 6- 6 5 3- 0-11
3 8- 5-13 6 8- 5-13
8/30/2005
Scale: 5116" = V
WVARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk' BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
DSgnf'' DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length, This component shall not be placed in any
TC Dead 7.50 psf
Rep Mbr Bnd 1.00
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spaeing 2. 0- 0
and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSI1TPI 1%'WTCA I' - Wood Truss Council of America Standard Design Responssbilitics,'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
Design Spec IRC
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1119th Street, NW, Ste 800. Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
03"
02"
Job Name: PHOENIX LUMBER Truss ID:
J2 Qt : 16
Drw :
BRG 4-LeC0 RRJVCT SIZE REQ-D
TC 2x4 DFL #1 & Btr.
Plating spec : ANSI/TPI - 1995
UPLIFT REACTIONS)
1 0- 2-12 261 5.50• 1.501
BC 2x4 DFL #1 & Btr.
THIS DESIGN IS THE COMPOSITE RESULT OF
Support C&C Wind Non -Wind
2 1-10- 0 62 5.50" 1.50•
IRC/IBC truss plate values are based on
MULTIPLE LOAD CASES.
1 -23 lb
3 1-10- 0 23 5.500 1.50"
testing and approval as required by IBC 1703
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
2 -49 lb
BRG REQoIREKEWS shown are based ONLY
and ANSI/TPI and are reported in available
Pg = 35 psf, Ce = 1.0, I - 1.0, Ct = 1.00
This truss is designed using the
on the truss material at each bearing
documents such as ICBO #1607.
Mark all interior bearing locations.
ASCE7-98 Wind Specification
Shim bearings (if needed) for req. support.
Install interior support(s) before erection.
Bldg Enclosed = Yes, Importance Factor - 1.00
TC FORCE AXL BND CSi
Truss Location - Not End Zone
1-2 -41 0.00 0.03 0.03
Hurricane/Ocean Line = No , Exp Category - B
2-0 -11 0.00 0.00 0.00
Bldg Length - 99.00 ft, Bldg Width - 50.00 ft
Mean roof height = 20.70 ft, mph = 90
SC FORCE AYL BND CSI
TPI Standard Occupancy, Dead Load a 14.5 psf
3-4 54 0.00 0.02 0.02
Designed as Main Wind Force Resisting System
4-0 0 0.00 0.00 0.00
and Components and Cladding
Tributary Area = 4 sqft
30"
2.012
2-0-12
800
2-4-11
SHIP
===== Joint Locations ==__=
1 0- 0- 0 3 0- 0- 0
2 2- 0-12 4 2- 0-12
1-0-0
2-0-12
3 a 8/30/2005
2-0-12 .� OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per JgrRf%tail Reports available from Truswal software, unless noted. Scale: 23/32" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assunxd for dimensional accuracy. Dimensions
DSgnr: DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design rneet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
7.50
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
Design Spec IRC
'ANSIrfPI 1', 'WTCA 1' - Wood Trans Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
1101 N. Groat S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'H1B-91 SUMMARY SHEET' by TPI, The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 111 19th Street, NW, Ste 800, Washington, DC 2003&
TOTAL 50.00 psf
Seqn T6.4.24 - 0
Job Name: PHOENIX LUMBER Truss ID: J3 Qty: 16 Drwg: 1
BRG X-LAC t' REkbT SIZE R3Q1D TC 2x4 DFL #1 & Btr.
1 0- 2-12 362 5.50" 1.50" BC 2x4 DFL #1 & Btr.
2 3-10- 0 157 5.50" 1.50" IRC/IBC truss plate values are based on
3 3-10- 0 48 5.50" 1.50" testing and approval as required by IBC 1703
BRG REQUIREMENTS shown are based ONLY and ANSI/TPI and are reported in available
on the truss material at each bearing documents such as ICBO #1607.
Shim bearings (if needed) for req. support.
TC FORCE AYL MW CSI This truss is designed using the
1-2 -85 0.00 0.18 0.18 ASCE7-98 Wind Specification
2-0 -11 0.00 0.00 0.00 Bldg Enclosed Yes, Importance Factor a 1.00
Truss Location = Not End Zone
BC FORCE AXL BND CSI Hurricane/Ocean Line a No , Exp Category = B
3-4 113 0.00 0.11 0.11 Bldg Length - 99.00 ft, Bldg Width a 50.00 ft
4-0 0 0.00 0.00 0.00 Mean roof height - 21.36 ft, mph = 90
TPI Standard Occupancy, Dead Load a 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area a 8 egft
3-0-15
I0-4-7
Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) :
THIS DESIGN IS THE COMPOSITE RESULT OF Support C&C Wind Non -Wind
MULTIPLE LOAD CASES. 1 -22 lb
ASCE7-98 SNOW LOAD DESIGN CRITERIA: 2 -90 lb
Pg = 35 psf, Ce a 1.0, I - 1.0, Ct = 1.00 HORIZONTAL REACTION(S)
Mark all interior bearing locations. support 1 113 lb
Install interior support(s) before erection. support 3 113 lb
4-012
4-0-12
8.00
4-0-12
3 4
3-0-15
3-8-11
SHIP
4-0-12� OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "NIX" for HS 20 gauge or "H" for 16 gauge, positioned per JOdfWail Reports available from Truswal software, unless noted.
MAX DEFLECTION (span) :
L/999 IN 14EH 3-4 (LIVE)
La -0.01" D- 0.00" T= -
=_=== Joint Locations =====
1 0- 0- 0 3 0- 0- 0
2 4- 0-12 4 4- 0-12
8/30/2005
Scale: 15/32" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
'
ato be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
are mu
TC Live 35.00 psf
DurFacs 1-=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
SYSTEMS
anent that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports available as output from Truswal software'.
BC Dead 7.50
Design Spec IRC
'ANSI/TPI I', 'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING, METAL
psf
1101 N. Groat S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Thus Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I 1119th Street, NW, Ste 800. Washington, DC 20036
TOTAL 50.00 psf
Seqn T6.4.24 - 0
12"
lJob Name: PHOENIX LUMBER Truss ID: J4 Qty: 39 Drwg: I
ERG X Oe ><i'U6 SIZE REQ-D TC 2x4 DFL #1 & Btr.
1 0- 2-12 459 5.50" 1.50" BC 2x4 DFL #1 & Btr.
2 5- 9- 4 229 5.50" 1.50" IRC/IBC truss plate values are based on
3 5- 9- 4 76 5.50■ 1.50" testing and approval as required by IBC 1703
BRG REQUXREt4ENTS shown are based ONLY and ANSI/TPI and are reported in available
on the truss material at each bearing documents such as ICBO #1607.
Install interior support(s) before erection.
TC FORCE AXL BND CSI This truss is designed using the
1-2 -136 0.00 0.42 0.42 ASCE7-98 Wind Specification
2-0 -11 0.00 0.00 0.00 Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location Not End Zone
EC FORCE AXL BND CSI Hurricane/Ocean Line a No , Exp Category = B
3-4 167 0.00 0.26 0.26 Bldg Length a 99.00 ft, Bldg Width = 50.00 ft
4-0 0 0.00 0.00 0.00 Mean roof height = 22.01 ft, mph a 90
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area = 12 sqft
4-4-7
I0-4-7
Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) :
THIS DESIGN IS THE COMPOSITE RESULT OF Support C&C Wind Non -Wind
MULTIPLE LOAD CASES. 1 -16 lb
Loaded for 10 PSF non -concurrent BOLL. 2 -126 lb
ASCE7-98 SNOW LOAD DESIGN CRITERIA: HORIZONTAL REACTIONS)
Pg a 35 psf, Ce a 1.0, I = 1.0, Ct = 1.00 support 1 166 lb
Mark all interior bearing locations. support 3 166 lb
Shim bearings (if needed) for req. support.
6-0-0
6-0-0
8r 00
1F—'0-0 1
6-"
3 4
4-4-7
5-0.3
SHIP
66-0-0 OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by WV for HS 20 gauge or "H" for 16 gauge, positioned per Jol%i%%tall Reports available from Truswal software, unless noted.
MAX DEFLECTION (span) :
L/999 IN MEM 3-4 (LIVE)
La -0.06" Da -0.03" T= -
a=c Joint Locations =aa=a
1 0- 0- 0 3 0- 0- 0
2 6- 0- 0 4 6- 0- 0
8/30/2005
Scale: 11/32" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
'
arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 199/6 and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spaeing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software.
BC Dead 7.50
Design Spec IRC
'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities.'IiANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET by TPI The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1 I I 1 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
)9"
Job Name: PHOENIX LUMBER
Truss ID:
J5 Qt : 2
Drw :
BRG (4k-LOCtoREACT SIZE REQ'D
TC
2x4 DFL #1 & Btr.
Plating spec : ANSI/TPI - 1995
UPLIFT REACTIONS)
1 0- 2-12 1389 550" 1.50"
BC
2x6 DFL SS
THIS DESIGN IS THE COMPOSITE RESULT OF
Support C&C Wind Non -Wind
2 3-10- 0 1229 5..50" 1.50"
WEB
2x4 DFL STUD
MULTIPLE LOAD CASES.
1 -207 lb
BRG REQUIRMUMS shown are based ONLY
Lumber shear allowables are per NDS.
IRC/IBC truss plate values are based on
2 -183 lb
on the truss material at each bearing
ASCE7-98 SNOW LOAD DESIGN CRITERIA:
testing and approval as required by IBC 1703
HORIZONTAL REACTION(S)
Pg = 35
psf, Ce - 1.0, I = 1.0, Ct a 1.00
and ANSI/TPI and are reported in available
support 1 114 lb
TC FORCE AXL BND CSI
Permanent
bracing is required (by others) to
documents such as ICBO #1607.
support 2 114 lb
1-2 94 0.00 0.32 0.32
prevent
rotation/toppling. See SCSI 1-03
End verticals designed for axial loads only.
This truss is designed using the
and ANSI/TPI 1.
Extensions above or below the truss profile
ASCE7-98 Wind Specification
BC FORCE AXL BND CSI
(if any) require additional consideration
Bldg Enclosed = Yes, Importance Factor
= 1.00
3-4 115 0.00 0.56 0.56
(by others) for horiz. loads on the bldg.
Truss Location Not End Zone
Hurricane/Ocean Line = No , Exp Category - B
WEB FORCE CSI WEB FORCE CSI
Bldg Length = 99.00 ft, Bldg Width =
50.00 ft
2-4 -190 0.04
Mean roof height = 21.36 ft, mph =
90
TPI Standard Occupancy, Dead Load
14.5 psf
Designed as Main Wind Force Resisting
System
and Components and Cladding
Tributary Area = 49 sqft
----------LOAD CASE #1 DESIGN LOADS ---------------'
Dir L.Plf L.Loc R.Plf
R.Loc
LL/T
TC Vert 100.00 - 1- 0- 0 100.00
0- 0- 0
0.2
TC Vert 85.00 0- 0- 0 85.00
4- 0-12
0.8
BC Vert 520.21 0- 0- 0 520.21
4- 0-12
0.6
3-0-15
10-4-7
4-0-12�
4-0-12
800
4-0-12
3 4
3.0-15
3-8-11
SHIP
4.012
All plates are 20 gauge Truswal Connectors unless preceded by'W" for HS 20 gauge or "H" for 16 gauge, positioned per JolfftWail Reports available from Truswal software, unless noted.
MAX DEFLECTION (span) :
L/999 IN MEN 3-4 (LIVE)
L- -0.03" D= -0.01" T= -
=__== Joint Locations =____
1 0- 0- 0 3 0- 0- 0
2 4- 0-12 4 4- 0-12
8/30/2005
Scale: 15/32" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy Dimensions
Dsgnr' DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.00
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software'.
BC Dead 7.50
Design Spec IRC
ANSI/TPI 1', 'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1119th Street, NW, Ste 800. Washington. DC 20036,
TOTAL 50.00 psf
Sean T6.4.24 - 0
)5"
Job Name: PHOENIX LUMBER
Truss
ID: PB1
Qt : 1
Drw :
BRG
n•Y-LOC,-,REACP SIZE REQ'D
TC
2x4 DFL #1 & Btr.
Plating spec : ANSI/TPI - 1995
UPLIFT REACTIONS)
1
0- 2-12 350 5.50" 1.50"
BC
2x4 DFL #1 & Btr.
THIS DESIGN IS THE COMPOSITE RESULT OF
Support C&C Wind Non -Wind
2
6- 9- 4 350 5.50" 1.50"
WEB
2x4 DFL STUD
MULTIPLE LOAD CASES.
1 -43 lb
BRG REQUIREHMS shown are based ONLY
ASCE7-98 SNOW
LOAD DESIGN CRITERIA:
IRC/IBC truss plate values are based on
2 -43 lb
on the
truss material at each bearing
Pg - 35 psf,
Ce = 1.0, I - 1.0, Ct - 1.00
testing and approval as required
by IBC 1703
Hip -Drop : 0-1-13
Drainage must
be provided to avoid ponding.
and ANSI/TPI and are reported in
available
This truss is designed using the
TC
FORCE ASL arm CSI
documents such as ICBO #1607.
ASCE7-98 Wind Specification
1-2
-484 0.00 0.05 0.05
Bldg Enclosed - Yes, Importance Factor 1.00
2-3
-425 0.00 0.15 0.15
Truss Location Not End Zone
Hurricane/Ocean Line a No , Exp Category - B
3-4
-499 0.00 0.05 0.05
Bldg Length = 99.00 ft, Bldg Width - 50.00 ft
BC
FORCE AYL BND CSI
Mean roof height = 20.74 ft, mph o 90
TPI Standard Occupancy, Dead Load a 14.5 psf
5-6
6-7
398 0.05 0.02 0.07
398 0.05 0.03 0.08
Designed as Main Wind Force Resisting System
7-8
411 0.06 0.01 0.07
and Components and Cladding
Tributary Area o 14 sqft
WEB FORCE CSZ WEB FORCE CSI
2-6 42 0.02 3-7 53 0.02
2-7 79 0.03
01"
2-0-0 3-0_0 2-0_0_i
2-0-0 5-0-0 7-0-0
2-0-0 1 3-0-0 1 2-0-0
1 2 3 4
800 -800
7-0-0
5 6 7 8
2-" 3-0_0 2-0-0 -1
2-0-0 5-0-0 7-0-0
All plates are 20 gauge Truswal Connectors unless preceded by "MV for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
===== Joint Locations ==_==
1 0- 0- 0 5 0- 0- 0
2 2- 0- 0 6 2- 0- 0
3 5- 0- 0 7 5- 0- 0
4 7- 0- 0 8 7- 0- 0
8/30/2005
Scale: 23132" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards, No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
'
arc to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards, 'Joint and Cutting Detail Reports available as output from Truswal software,
BC Dead 7.50
Design Spec IRC
'ANSI/TPI I','WTCA 1' - Wood Truss Council of America Standard Design ResponsrtWitics. 'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and'HIB•91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 I l 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
Job Name: PHOENIX LUMBER
Truss
ID: PB2
Qt : 1
Drw :
BRG r.x-140q, RX#CT SIZE RSQ'D
TC
2x4 DFL #1 & Btr.
Plating spec : ANSI/TPI - 1995
UPLIFT REACTIONS)
1 0- 2-12 350 5.50" 1.S0"
BC
2x4 DFL #1 & Btr.
THIS DESIGN IS THE COMPOSITE RESULT OF
Support C&C Wind Non -Wind
2 6- 9- 4 350 5.50" 1.50,
WEB
2x4 DFL STUD
MULTIPLE LOAD CASES.
1 -14 lb
BRG REQUIRMONTS shown are based ONLY
ASCE7-98 SNOW
LOAD DESIGN CRITERIA:
IRC/IBC truss plate values are based on
2 -14 lb
on the truss material at each bearing
Pg 35 psf,
Ce a 1.0, I 1.0, Ct 1.00
testing and approval as required
by IBC 1703
This truss is designed using the
and ANSI/TPI and are reported in
available
ASCE7-98 Wind Specification
TC FORCE AYL BND CSI
documents such as ICBO #1607.
Bldg Enclosed Yes, Importance Factor a 1.00
1-2 -401 0.00 0.11 0.11
Truss Location = Not End Zone
2-3 -401 0.00 0.11 0.11
Hurricane/Ocean Line a No , Exp Category a B
Bldg Length a 99.00 ft, Bldg Width a 50.00 ft
BC FORCE AYL BND CSI
Mean roof height a 21.24 ft, mph a 90
4-5 287 0.04 0.09 0.13
TPI Standard Occupancy, Dead Load a 14.5 psf
5-6 287 0.04 0.09 0.13
Designed as Main Wind Force Resisting System
and Components and Cladding
WEB FORCE CSI WEB FORCE CSI
Tributary Area = 14 sgft
2-5 106 0.04
Olt$
3-6-0 3-6_ 0
3.6.0 7-M
3-6-0 l 3-6-0
1 2 3
8�
2-5-13
SHIP
10-1-13
aaaaa Joint Locations =aaaa
1 0- 0- 0 4 0- 0- 0
2 3- 6- 0 5 3- 6- 0
3 7- 0- 0 6 7- 0- 0
7-M _
4 3-6-0�5 3-6-0 8/30/2005
All plates are 20 gauge Truswal Connectors unless preceded by"NIX" for HS 20 gauge or "H" for ligange, positioned per Joint Detail Reports availabll*'qn Truswal software, unless noted. Scale: 11116" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr• DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
BC Dead 7.50
Design Spec IRC
'ANSI/TPI 1'.'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington T% 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719- The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Segn T6.4.24 - 0
Job Name: PHOENIX LUMBER
Truss ID: PB3
Qt : 1
Drw :
BRG St-LdCteREA!'�T SIZE REQ1D TC
2x4 DFL #1 & Btr.
Plating spec : ANSI/TPI - 1995
UPLIFT REACTION(S)
1 0- 2-12 600 5.50" 1.50" BC
2x4 DFL #1 & Btr.
THIS DESIGN IS THE COMPOSITE RESULT OF
Support C&C Wind Non -Wind
2 11- 9- 4 600 5.50" 1.50" WEB
2x4 DFL STUD
MULTIPLE LOAD CASES.
1 -40 lb
BRG REQUIREMENTS shown are based ONLY ASCE7-98 SNOW
LOAD DESIGN CRITERIA:
IRC/IBC truss plate values are based on
2 -40 lb
on the truss material at each bearing Pg a 35 psf,
Ce = 1.0, I a 1.0, Ct a 1.00 testing and approval as required
by IBC 1703
Hip -Drop : 0-1-13
Drainage must
be provided to avoid
ponding. and ANSI/TPI and are reported in
available
This truss is designed using the
TC FORCE AYL BND CSI
documents such as ICBO #1607.
ASCE7-98 Wind Specification
1-2 -969 0.01 0.04 0.05
Bldg Enclosed = Yes, Importance Factor = 1.00
2-3 -1612 0.03 0.17 0.20
Truss Location = Not End Zone
3-4 -1612 0.03 0.17 0.20
Hurricane/Ocean Line a No , Exp Category a B
4-5 -969 0.01 0.04 0.05
Bldg Length a 99.00 ft, Bldg Width 50.00 ft
Mean roof height a 20.74 ft, mph 90
BC FORCE AYL BND CSI
TPI Standard Occupancy, Dead Load 14.5 psf
6-7 784 0.11 0.06 0.17
Designed as Main Wind Force Resisting System
7-8 782 0.11 0.09 0.19
and Components and Cladding
8-9 782 0.11 0.09 0.19
Tributary Area = 24 sqft
9-10 784 0.11 0.06 0.17
WEB FORCE CSI WEB FORCE CSI
2-7 109 0.04 4-8 925 0.31
2-8 925 0.31 4-9 109 0.04
3-8 -346 0.07
09"
22-0-0 4-M 4-0-0 2-0-0
2-" 6-0-0 10-0-0 12-0-0
2-0-0 _ _ 8-M 2-0-0
r 1 2 3 4 5
8.00 -800
12-"
6 7 8 9 10
22-M 4-M 4-0-0 2-0�
2-0.0 6-0-0 10-0-0 12-0-0
All plates are 20 gauge Truswal Connectors unless preceded by "NIX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
aaaa- Joint Locations ==m
1 0- 0- 0 6 0- 0- 0
2 2- 0- 0 7 2- 0- 0
3 6- 0- 0 8 6- 0- 0
4 10- 0- 0 9 10- 0- 0
5 12- 0- 0 10 12- 0- 0
8/30/2005
Scale: 13t32" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr• DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
SYSTEMS
environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion. Fabricate. handle, install
'Joint
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from TTuswal software,
BC Dead 7.50
Design Spec IRC
'ANSI/TPI 1'. *WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 l 1 19th Street, NW, Ste 800, Washington, DC 20036,
TOTAL 50.00 psf
Seqn T6.4.24 - 0
Job Name: PHOENIX LUMBER
Truss
ID: PB4
Qt : 1
Drw :
BRG
Y-LOC"REA T SIZE REQ�D
TC
2x4 DFL #1 & Btr.
Plating spec ANSI/TPI - 1995
UPLIFT REACTION(S)
Non
1
0- 2-12 600 5.50" 1.50"
BC
2x4 DFL #1 & Btr.
THIS DESIGN IS THE COMPOSITE RESULT OF
Support C&C Wind -Wind
2
11- 9- 4 600 5.50" 1.50"
WEB
2x4 DFL STUD
MULTIPLE LOAD CASES.
1 -37 lb
2 lb
BRG REQUIRMCINTS shown are based ONLY
ASCE7-98 SNOW
LOAD DESIGN CRITERIA:
1.0, 1.0, Ct 1.00
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
-37
Hip -Drop : 0-1-13
on the
truss material at each bearing
Pg - 35 psf,
Drainage must
Ce - I - -
be provided to avoid ponding.
and ANSI/TPI and are reported in
available
This truss is designed using the
TC
FORCE AXL BND CS1
documents such as ICBO #1607.
ASCE7-98 Wind Specification
Bldg Enclosed - Yes, Importance Factor - 1.00
1-2
-830 O.oO 0.13 0.13
Truss Location - Not End Zone
2-3
-830 0.00 0.13 0.13
0.24
Hurricane/Ocean Line - No , Exp Category - B
3-4
-647 0.00 0.24
Bldg Length o 99.00 ft, Bldg Width - 50.00 ft
Mean roof height - 21.41 ft, mph 90
BC
FORCE AXL BND CSI
TPI Standard Occupancy, Dead Load - 14.5 psf
5 -6
5
642 0.09 0.09 0.18
Designed as Main Wind Force Resisting System
-7
642 0.09 0.09 0.1
and Components and Cladding
7-8
642 0.09 0.04 0.13
Tributary Area - 24 sgft
WEB FORCE CSI WEB FORCE CSI
2-6 79 0.03 3-7 104 0.03
2-7 111 0.04
02"
4-0-0 -I 4-M -I 4-M
4-0-0 8-0-0 12-0-0
4-" I 4-" 4-0-0
1 2 3 4
8 00 -8.00�
12-0-0
5 6 7 8
44-M 4-0-0 44-0_0_ I
4.0-0 8-0-0 12-0-0
2-9-13
SHIP
MO-1-13
--aaa Joint Locations s-a--
1 0- 0- 0 5 0- 0- 0
2 4- 0- 0 6 4- 0- 0
3 8- 0- 0 7 8- 0- 0
4 12- 0- 0 8 12- 0- 0
8/30/2005
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13132" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr: DGM
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards. 'Joint and Cutting Detail Reports available as output from Truswal software',
BC Dead 7.50
Design Spec IRC
'ANSI/TPI I'. 'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (NIB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
TOTAL 50.00
Segn T6.4.24 - 0
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1119th Street, NW, Ste 900, Washington, DC 20036.
psf
Job Name: PHOENIX LUMBER
Truss ID: PB5 Qt : 5
Drw :
BRG IY-LOC�sRS1►CT SIZE REQID TC
2x4
DFL #1 & Btr.
#1 Btr.
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
UPLIFT REACTION(S)
Support C&C Wind Non -Wind
1 0- 2-12 600 5.50" 1.50" BC
2 11- 9- 4 600 5.50" 1.50" WEB
2x4
2x4
DFL &
DFL STUD
MULTIPLE LOAD CASES.
1 -5 lb
BRG REQUIREIONTS shown are based ONLY Loaded for 10
PSF non -concurrent BOLL.
CRITERIA:
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
2 -5 lb
This truss is designed using the
on the truss material at each bearing ASCE7-98 SNOW
Pg 35
LOAD
Ce
DESIGN
= 1.0, I a 1.0, Ct = 1.00
and ANSI/TPI and are reported in available
ASCE7-98 Wind Specification
a psf,
documents such as ICBO #1607.
Bldg Enclosed a Yes, Importance Factor z 1.00
TC FORCE 21YI. BND CSI
Truss Location a Not End zone
1-2 -734 0.00 0.35 0.35
Hurricane/Ocean Line = No , Sxp Category a B
2-3 -734 0.00 0.35 0.35
Bldg Length a 99.00 ft, Bldg Width = 50.00 ft
Mean roof height a 22.08 ft, mph = 90
BC FORCE AYL BND CSI
TPI Standard Occupancy, Dead Load = 14.5 psf
4-5 S18 0.07 0.25 0.32
Designed as Main Wind Force Resisting System
5-5 518 0.07 0.25 0.32
and Components and Cladding
Tributary Area a 24 sgft
WEB FORCE CSI WEB FORCE CSI
2-5 186 0.06
07"
66-" 6-M
6-0-0 12-"
6.0.0 6-0-0
1 2 3
8r 00 -8.00
=era= Joint Locations =era==
1 0- 0- 0 4 0- 0- 0
2 6- 0- 0 5 6- 0- 0
3 12- 0- 0 6 12- 0- 0
12- M
4 5 6 8/30/2005
6-0-0 -1 620-0 �
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available lfrom-0Truswal software, unless noted. Scale: 13/32" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RANIMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr• DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 191% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.50 psf
Design Spec IRC
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive.
TOTAL 50.00
Sean T6.4.24 - 0
Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 l 1 119th Street, NW, Ste 800, Washington, DC 20036
psf
Job Name: PHOENIX LUMBER
Truss ID: PB6 Q : 1
Drw :
BRG fX-IJOC(tRVKCT SIZE REQ'D TC
2x4 DFL #1 & Btr.
Plating spec : ANSI/TPI - 1995
UPLIFT REACTIONS)
1 0- 2-12 500 5.50" 1.50" BC
2x4 DFL #1 & Btr.
THIS DESIGN IS THE COMPOSITE RESULT OF
Support C&C Wind Non -Wind
2 9- 9- 4 500 5.50" 1.50" WEB
2x4 DFL STUD
MULTIPLE LOAD CASES.
1 -47 lb
BRG REQUIREMENTS shown are based ONLY ASCE7-98 SNOW
LOAD DESIGN CRITERIA:
IRC/IBC truss plate values are based on
2 -47 lb
on the truss material at each bearing Pg = 35 psf,
Ce - 1.0, I = 1.0,
Ct - 1.00 testing and approval as required by IBC 1703
Hip -Drop : 0-1-13
Drainage must
be provided to avoid
ponding. and ANSI/TPI and are reported in available
This truss is designed using the
TC FORCE AYL BND CSI
documents such as ICBO #1607.
ASCE7-98 Wind Specification
1-2 -838 0.01 0.22 0.22
Bldg Enclosed = Yes, Importance Factor = 1.00
2-3 -808 0.01 0.51 0.52
Truss Location = Not End Zone
Hurricane/Ocean Line - No , Exp Category = B
3-4 -913 0.01 0.26 0.27
Bldg Length - 99.00 ft, Bldg Width = 50.00 ft
BC FORCE AXL BND CSI
Mean roof height = 20.74 ft, mph = 90
5-6 738 0.09 0.06 0.15
TPI Standard Occupancy, Dead Load 14.5 psf
6-7 738 0.10 0.09 0.19
Designed as Main Wind Force Resisting System
7-8 809 0.11 0.08 0.19
and Components and Cladding
Tributary Area - 20 sgft
WEB FORCE CSI WEB FORCE CSI
2-6 108 0.03 3-7 103 0.04
2-7 139 0.05
05"
2-0-0 6-0-0 2-0-0 I
2-0-0 8-0.0 10-0-0
2-0-0 6-0-0 2-0-0
1 2 3 4
8�
_800
10-0-0
s s 7 6
2-M s•o-o 2-0.0
2-0-0 8-0-0 10-M
T
1-5-13
HIP
=0-1-13IS
===== Joint Locations -----
1 0- 0- 0 5 0- 0- 0
2 2- 0- 0 6 2- 0- 0
3 8- 0- 0 7 8- 0- 0
4 10- 0- 0 8 10- 0- 0
8/30/2005
Ail plates are 20 gauge Truswal Connectors unless preceded by "MV for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 112" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports available as output from Truswal software',
BC Dead 7.50
Design Spec IRC
'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilitim WANDLING INSTALLING AND BRACING METAL
psf
1101 N. Groat S.W. Pkwy., AdIngton TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 l9th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
Job Name: PHOENIX LUMBER
Truss
ID: PB7 Qt : 1
Drw :
BRG
Qhi-VOCI•RU= SIZE REQ-D
TC
2x4 DFL 01 & Btr.
Plating spec : ANSI/TPI - 1995
UPLIFT REACTIONS)
1
0- 2-12 500 5.50" 1.50"
BC
2x4 DFL #1 & Btr.
THIS DESIGN IS THE COMPOSITE RESULT OF
Support C&C Wind Non -Wind
2
9- 9- 4 500 5.50" 1.50•
WEB
2x4 DFL STUD
MULTIPLE LOAD CASES.
1 -28 lb
BRG REQUIRMUMS shown are based ONLY
ASCE7-98 SNOW
LOAD DESIGN CRITERIA:
IRC/IBC truss plate values are based on
2 -28 lb
on the truss material at each bearing
Pg = 35 psf,
Ce = 1.0, I = 1.0, Ct = 1.00
testing and approval as required by IBC 1703
Hip -Drop : 0-1-13
Drainage must
be provided to avoid ponding.
and ANSI/TPI and are reported in available
This truss is designed using the
TC
FORCE AYL BND CSI
documents such as ICBO #1607.
ASCE7-98 Wind Specification
1-2
-642 0.00 0.14 0.14
Bldg Enclosed Yes, Importance Factor = 1.00
2-3
-478 0.00 0.06 0.06
Truss Location = Not End Zone
Hurricane/Ocean Line a No , Exp Category a B
3-4
-637 0.00 0.14 0.15
Bldg Length = 99.00 ft, Bldg Width = 50.00 ft
BC
FORCE AXL BND CSI
Mean roof height = 21.41 ft, mph = 90
5-6
478 0.07 0.11 0.18
TPI Standard Occupancy, Dead Load = 14.5 psf
Designed as Main Wind Force Resisting System
6-7
478 0.07 0.04 0.11
and Components and Cladding
7-8
475 0.07 0.11 0.17
Tributary Area = 20 sqft
WEB FORCE CSI WEB FORCE CSI
2-6 77 0.03 3-7 105 0.04
2-7 97 0.03
02"
4-0-0 2-" 4-0-0
4-0-0 6-" 10-0-0
4-0-0 2-0-0 4-0.0
1 2 3 4
8.00 -8.00 ,
10-"
5 6 7 8
4-04-0 0 22-M 4-0-0�
4-0-0 6-M 10-M
All plates are 20 gauge Truswal Connectors unless preceded by "MV for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
===aa Joint Locations ==a==
1 0- 0- 0 5 0- 0- 0
2 4- 0- 0 6 4- 0- 0
3 6- 0- 0 7 6- 0- 0
4 10- 0- 0 8 10- 0- 0
8/30/2005
Scale: 1t2" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' DGM
'
arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 35.00 psf
DurFaes L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 191% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0. 0
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
BC Dead 7.50
Design Spec IRC
'ANSVTPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Groat S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington, DC 20036.
TOTAL 50.00 psf
Seqn T6.4.24 - 0
Job Name: PHOENIX LUMBER
Truss ID: PB8 Q : 5
Drw :
BRG DIY-Loc "R&CT SIZE REQ11) TC
2x4
DFL
#1 & Btr. Plating spec : ANSI/TPI - 1995
UPLIFT REACTIONS)
1 0- 2-12 500 5.50• 1.50" BC
2x4
DFL
#1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF
Support C&C Wind Non -Wind
2 9- 9- 4 500 5.500 1.50• WEB
2x4
DFL
STUD MULTIPLE LOAD CASES.
1 -10 lb
BRG REQUIREMENTS shown are based ONLY Loaded for 10
PSF non -concurrent BOLL. IRC/IBC truss plate values are based on
CRITERIA: testing and approval as required by IBC 1703
2 -10 lb
This truss is designed using the
on the truss material at each bearing ASCE7-98 SNOW
Pg a 35 psf,
LOAD
Ce a
DESIGN
1.0,
I = 1.0, Ct a 1.00 and ANSI/TPI and are reported in available
ASCE7-98 Wind Specification
TC FORCE AxL DIMesi
documents such as ICBO #1607.
Bldg Enclosed Yes, Importance Factor a 1.00
1-2 -601 0.00 0.0.24
Truss Location a Not End Zone
Hurricane/Ocean Line a No , Exp Category a B
2-3 -601 0.00 0.24 0.24
Bldg Length a 99.00 ft, Bldg Width a 50.00 ft
Mean roof height = 21.74 ft, mph = 90
Bc FORCE Axr. Bl1D c5I
TPI Standard Occupancy, Dead Load = 14.5 psf
4-5426 0.06 0.18 0.24
Designed as Main Wind Force Resisting System
426 0.06 0.18 0.24
and Components and Cladding
Tributary Area = 20 sgft
WEB FORCE CSI WEB FORCE CSI
2-5 155 0.05
04"
55-0-0 55-0-0
5-0-0 10-0-0
5-0-0 5-0-0
1 2 3
8 0 -800
3-5-13
SHIP
=0-1-13
==a== Joint Locations aaa==
1 0- 0- 0 4 0- 0- 0
2 5- 0- 0 5 5- 0- 0
3 10- 0- 0 6 10- 0- 0
10-0-0
4 5 6 8/30/2005
55-" 55-0-0
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 14900ge, positioned per Joint Detail Reports available Affl" 9ruswal software, unless noted. Scale: 1/2" =1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:.EJ.
WO: PH-RAMMELL
This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer
Chk: BJS
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr'' DGM
ato be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
are
TC Live 35.00 psf
DurFacs L=1.15 P=1.15
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TRUSWAL
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 7.50 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
SYSTEMS
environment that will cause the moisture content of the wood to exceed 190/6 and/or cause connector plate corrosion Fabricate, handle, install
'Joint
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software,
BC Dead 7.50
Design Spec IRC
'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
psf
1101 N. Great S.W. Pkwy., Arlington TX 76011
PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive,
Seqn T6.4.24 - 0
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 l 11 l9th Street. NW. Ste 800, Washington. DC 20036.
TOTAL 50.00 psf