HomeMy WebLinkAboutDESIGN CALCS & TRUSSES FOR CLUBHOUSE - 04-00109 - Tuscany Place Apartments - CUP for Apartments with more than 23 unitsEND
Clubhouse -Student Housing
Rexburg, Idaho
STRUCTURAL DESIGN CALCULATIONS
Client: Sainsbury Construction, Inc.
Idaho Falls, Idaho
Designed by: Bob Gustafson
Project # 04061
TABLE OF CONTENTS
PAGE DESCRIPTION
1-2
Load Calculations
3-7
Framing Sketches
8-22
Beam Designs
23-31
Footing Designs
32-41
Lateral Design
G & S Structural Engineers
1600 John Adams Parkway
Suite 200
Idaho Falls, ID 83401
Telephone: (208) 523-6918 E-mail: gs@dataway.net Fax: (208) 523-6922
Designer: Bob Gustafson G & S Structural Engineers
Date: 2/23/2004 1600 John Adams Parkway
Project: Clubhouse - Student Housing Idaho Falls, Idaho 83401
Roof Dead Load Calculation:
Roofing: asphalt
2.5 PSF
Cold Roof Framing
0.0 PSF
5/8" Plywood Sheathing
1.8 PSF
Wood Framing
2.1 PSF
5/8" Gypsum Board
2.8 PSF
Insulation
2.4 PSF
Metal suspension system
0 PSF
Misc.
1.5 PSF
Total 13.1 PSF USE 15.0 PSF
Floor Dead Load Calculations:
1" Hardwood
4.0 PSF
3/4" Tile
0.0 PSF
Carpet and Pad
0.0 PSF
Concrete Topping
0.0 PSF
3/4" Plywood Sheathing
2.5 PSF
Wood Framing
3.3 PSF
5/8" Gypsum Board
2.8 PSF
Misc.
1.5 PSF
Total 14.1 PSF USE 15.0 PSF
Wall Dead Load Calculations:
Veneer
40 PSF
Siding
0 PSF
1/2" Plywood Sheathing
1.5 PSF
2 x 6 Wood Stud Framing
1.7 PSF
Insulation
1.2 PSF
5/8"Gypsum Board
2.8 PSF
Misc.
1.5 PSF
Total
48.7 PSF USE 50.0 PSF
10 PSF „la (ljL
Designer: Bob Gustafson
Date: 2/23/2004
Project: Clubhouse -student housing
V'F1II_l
G & S Structural Engineers
1600 John Adams Parkway
Idaho Falls, Idaho 83401
Tributary
Length( ft)
Dead Load Total DL
PSF PLF
Level DL
PLF
Live Load
PSF
Total LL
PLF
Level LL
PLF
Level
Total
Total
PLF
Roof Level
Wall
10.71
1 81
15
10
160.65
80
35
374.85
0
535.5
80
Level total
240.65
374.85
615.5
Level 4
Wall
0
0
0
0
0
0
Level Total
0
0
0
Level
Wall
10.71
8
15
10
160.65
80
40
0
428.4
0
589.05
80
Level Total
240.65
428.4
669.05
Level
Wall
10.71
10
15
10
160.65
100
40
0
428.4
0
589.05
100
Level total
260.65
428.4
689.05
Ground Level
Foundation
0
3
0
125
0
375
0
0
0
0
1 0
375
Total
1116.95
1231.65
2348.6
Wall B
Tributary
Length( ft)
Dead Load Total DL
PSF PLF
Level DL
PLF
Live Load
PSF
Total LL
PLF
Level LL
PLF
Level
Total
Total
PLF
Roof Level
Wall
2
1 101
15
10
30
100
35
1
70
0
1
100
100
Level total
1301
701
200
Level 4
Wall
0
0
0
0
0
0
Level Total
0
0
0
Level
Wall
2
8
15
10
30
80
40
0
80
0
110
80
Level Total
110
80
190
Level
Wall
2
10
15
10
30
100
40
0
80
0
110
100
Level total
130
80
210
Ground Level
Foundation
0
3
0
125
0
375
0
0
0
0
0
375
Total
745
230
975
R
Project
Designed By
Project No. Date
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Designed By
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G&S Structural Engineers Sheet
COMPANY PROJECT
WoodWork G S Structural Engineers
S 1600 John Adams Parkway
Suite 200
SO"WARE FOR WOOD DESIGN Idaho Falls, Idaho 83401
Feb. 24, 2004 09:55:43 Beam1
Design Check Calculation Sheet
Sizer 2004
LOADS: ( Ibs, psf, or plf )
Load
Type
Distribution
Magnitude
Location (ft]
Pattern
Start End
Start End
Load?
1
Dead
Full Area
15.00(19.58)*
No
2
*T•: I.-+-
Live
,a -,-%-
.... et
Full Area
I &-
40.00(19.58)*
No
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
U'
Dead
3193
3193
Live
7832
Total
11025
7832
Bearing:
11025
2
LC number
Length
2.5
2
2.5
Glulam-Unbal., West Species, 24F-V4 DF, 6-3/4x16-1/2"
Self Weight of 25.64 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
I SECTION vs. DESIGN CODE NDS-2001! r atrEaaasnai and in t
Criterion
Analysis
Value
Design
Value
Analysis/Design
Shear
fv =
128
Fv' =
240
fv/Fv' = 0.53
Bending(+)
fb =
2160
Fb' =
2273
fb/Fb' = 0.95
Live Defl'n
0.62 =
L/387
0.67 =
L/360
0.93
Total Defl'n
1.00 =
L/240
1.00 =
L/240
1.00
ADDITIONAL DATA:
FACTORS: F CD
CM
Ct
CL CV Cfu Cr Cfrt Notes Cn
LC#
Fb'+ 2400' 1.00
1.00
1.00
1.000 0.947 1.00 1.00 1.00 1.00 -
2
Fv' 240 1.00
1.00
1.00
- - - - 1.00 1.00 1.00
2
Fcp' 650 -
1.00
1.00
- - - - 1.00 - -
-
E' 1.8 million
1.00
1.00
- - - - 1.00 - -
2
Bending(+): LC# 2 = D+L, M = 55127 lbs-ft
Shear : LC# 2 = D+L, V = 11025, V design = 9509 lbs
Deflection: LC# 2 = D+L EI=4548.20e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
ra>
COMPANY PROJECT
WoodW G S Structural Engineers
o r k s 1600 John Adams Parkway
Suite 200
SOFTWARE FOR WOOD DESIGN Idaho Falls, Idaho 83401
Feb. 24, 2004 09:57:03 Beam1
Design Check Calculation Sheet
Sizer 2004
LOADS: ( Ibs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Start End
Start End
Load?
1
Dead
Full Area
15.00(19.58)*
No
2
Snow
Full Area
35.00(19.58)*
No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
01
Dead
3193
3193
Live
6853
6853
Total
10046
10046
Bearing:
2
2
LC number
Length
2.3
2.3
Glulam-Unbal., West Species, 24F-V4 DF, 6-3/4x16-112"
Self Weight of 25.64 pif automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION Vs. DESIGN CODE NDS-2001! r stress=nci_ anef In
Criterion
Analysis
Value
Design
Value
Anal sis/Desi n
Shear
fv =
117
Fv' =
276
fv Fv' = 0.42
Bending(+)
fb =
1968
Fb' =
2614
fb/Fb' = 0.75
Live Defl'n
0.54 =
L/442
0.67 -
L/360
0.81
Total Defl'n
0.92 =
L/260
1.00 =
L/240
0.92
ADDITIONAL DATA:
FACTORS: F CD
CM
Ct CL
CV Cfu Cr Cfrt
Notes Cn LC#
Fb'+ 2400 1.15
1.00
1.00 1.000
0.947 1.00 1.00 1.00
1.00 - 2
Fv' 240 1.15
1.00
1.00 -
- - - 1.00
1.00 1.00 2
Fcp' 650 -
1.00
1.00 -
- - - 1.00
- - -
E' 1.8 million
1.00
1.00 -
- - - 1.00
- - 2
Bending(+): LC# 2 = D+S, M = 50232 lbs-ft
Shear : LC# 2 - D+S, V - 10046, V design = 8665 lbs
Deflection: LC# 2 - D+S EI=4548.20e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
lJ
COMPANY PROJECT
WoodWork ® G 8 S Structural Engineers
S 1600 John Adams Parkway
Suite 200
sofrw,�REFOR WOOD vcucnr Idaho Falls, Idaho 83401
Feb. 20, 2004 11:49:40 Beam1
Design Check Calculation Sheet
Sizer 2004
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
IPattern
Start End
Start End
Load?
1
Dead
Full Area
15.00(19.58)*
No
2
Live
Full Area
40.00(19.58)*
No
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
Dead
4917
Live
11358
4917
Total
16275
11358
Bearing:
16275
2
LC number
Length
2.9
2
2.9
Glulam-Unbal., West Species, 24F-V4 DF, 8-3/4x22-1/2"
Self Weight of 45.33 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
I SECTION vs. DESIGN CODE NDS-20nl- r afroan=ncr and In I
Criterion
Analysis
Value
Design
Value
Anal sis/Desi n
Shear
fv =
108
Fv' =
240
fv Fv' - 0.45
Bending(+)
fb -
1918
Fb' =
2068
fb/Fb' = 0.93
Live Defl'n
0.83 =
L/417
0.97 =
L/360
0.86
Total Defl'n
1.38 =
L/253
1.45 =
L/240
0.95
ADDITIONAL DATA:
FACTORS: F CD
CM
Ct CL CV Cfu
Cr Cfrt
Notes Cn LC#
Fb'+ 2400 1.00
1.00
1.00 1.000 0.862 1.00
1.00 1.00
1.00 - 2
Fv' 240 1.00
1.00
1.00 - - -
- 1.00
1.00 1.00 2
FCp' 650 -
1.00
1.00 - - -
- 1.00
- - -
E' 1.8 million
1.00
1.00 - - -
- 1.00
- - 2
Bending(+): LC# 2 = D+L, M - 117991 lbs-ft
Shear : LC# 2 = D+L, V = 16275, V design = 14170 lbs
Deflection: LC# 2 = D+L EI-14949.96e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
10 )
A b
COMPANY PROJECT
WoodW r k ® G S Structural Engineers ClubHouse Student Housing
O C 1600 John Adams Parkway Beam1
J Suite 200
0 SOFTWARE FOR WOOD DISIGN Idaho Falls, Idaho 83401
Design Check Calculation Sheet
Sizer 2004
LOADS: ( Ibs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Start End
Start End
Load?
1
Dead
Full Area
15.00(19.58)*
No
2
f m..�L..a
Snow
-..__ ..._ ��L
Full Area
•ram.
35.00(19.58)*
No
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0' nne
Dead
4799
4799
Live
9937
9937
Total
14736
14736
Bearing:
2
2
LC number
Length
3.4
3.4
Glulam-Unbal., West Species, 24F-V4 DF, 6-3/4x24"
Self Weight of 37.3 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDs-2001! r stress =nci_ anef in 1
Criterion
Analysis Value
Design Value
Anal sis/Desi n
Shear
fv = 118
Fv' = 276
fv Fv' = 0.43
Bending(+)
fb - 1978
Fb' = 2426
fb/Fb' = 0.82
Live Defl'n
0.78 = L/446
0.97 = L/360
0.81
Total Defl'n
1.34 = L/258
1.45 = L/240
0.93
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC#
Fb'+ 2400 1.15 1.00 1.00 1.000 0.879 1.00 1.00 1.00 1.00 - 2
Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2
Bending(+): LC# 2 = D+S, M = 106838 lbs-ft
Shear : LC# 2 = D+S, V = 14736, V design = 12704 lbs
Deflection: LC# 2 = D+S EI=13996.57e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
COMPANY PROJECT
Wood Y V 40
G S Structural Engineers
V r � c 1600 John Adams Parkway
V J Suite 200
SORWARI FOR WOOD MSJCN Idaho Falls, Idaho 83401
Feb. 24, 2W4 09:39:08 Beam1
Design Check Calculation Sheet
Sixer 2004
LOADS: ( Ibs, psf, or plf )
Load
Type
Distribution
Magnitude
Location [ft)
Pattern
Start End
Start End
Load?
1
Dead
Full Area
15.00(19.58)*
No
y 2
Live
Full Area
40.00(19.58)*
No
asiuubQa.r ".LLll.11 %Lt./
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0'
Dead
3564
Live
8615
3564
Total
12179
8615
Bearing:
12179
2
LC number
Length 1
2.81
2
2.8
Glulam-Unbal., West Species, 24F V4 DF, 6-3/4x19-112"
Self Weight of 30.3 plf automatically included in loads;
Lateral support: top= full. bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and In)
Criterion
Anal sis Value
Design Value
Analysis/Design
Shear
fv = 118
Fv' = 240
fv/Fv' = 0.49
Bending(+)
fb = 1879
Fb' = 2214
fb/Fb' = 0.85
Live Defl'n
0.55 = L/480
0.73 = L/360
0.75
Total Defl'n
0.89 = L/296
1.10 = L/240
0.81
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC#
Fb'+ 2400' 1.00 1.00 1.00 1.000 0.922 1.00 1.00 1.00 1.00 - 2
Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2
Bending(+): LC# 2 - D+L, M = 66986 lbs-ft
Shear : LC# 2 = D+L, V = 12179, V design = 10380 lbs
Deflection: LC# 2 = D+L EI=7507.44e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W-wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
01
COMPANY PROJECT
WoodWorks® 1 S Structural Engineers Clubhouse Student housing
600 John Adams Parkway Rexburg, Id.
Suite 200 Columnl
SOFMARE FOR WOOD DESICN Idaho Fails, Idaho 83401
Design Check Calculation Sheet
Sizer 2004
LOADS: ( Ibs, psf, or pif )
Load
Type
Distribution
Magnitude
Location [ft]
Pattern
Start End
Start End
Load?
1
Dead
Axial
9718 (Eccent
icity = 0.00 in)
2
Snow
Axial
21322 (Eccent
icity = 0.00 in)
3
Wind
Full UDL
20.0
No
MAXIMUM REACTIONS (lbs):
•.y;:ti�� �L.K.'-yLiy.�..,.iG• ""e�.:��„/...,�,�.i.:- �•.���� i•'.' �•r
:='' • .�.y:{�sr�„' :,��,• _cn1-,-r�`�{' � tea++���,'-.�^`•fG �_ i�� _ .�_ ��� �.f. '_+-' �:ji^-,• �"*.'-'i�,_.R:��S"i'L'''_ �L
0'
8'
Dead
Live .80 80
Total 80 80
LVL n-ply,1.8E, 2600Fb,1-3/4x5-1/2", 4-Plys
Self Weight of 11.1 plf automatically Included in loads;
Pinned base; Loadface = width(b); Built-up fastener: nails; Ke x Lb: 1.00 x 8.00= 8.00 [ft]; Ke x Ld: 1.00 x 8.00= 8.00 [ft]; Lateral support: top =
Lb, bottom = Lb; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (Ibs, Ibs-ft, or In)
Criterion
Analysis
Value
Design
Value
Anal sis/Desi n
Shear
fv
= 3
Fv' -
456
fv Fv' =
0.01
Bending(+)
fb
= 54
Fb' =
4811
fb/Fb' =
0.01
Axial
fc
- 809
Fc' =
1163
fc/Fc' =
0.70
Axial Bearing
fc
= 809
Fc* =
2645
fc/Fc* =
0.31
Combined (axis
compression + s
de load
bending)
Eq.3.9-3 =
0.28
Live Defl'n
0.01
= <L/999
0.53 =
L/180
0.02
Total Defl'n
0.01
= <L/999
0.53 =
L/180
0.02
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL/CP CV Cfu Cr Cfrt CF LC#
Fb'+ 2600 1.60 - 1.00 1.000 1.11 - 1.04 1.00 - 4
Fv' 285 1.60 - 1.00 - - - - 1.00 - 4
Fcp' 750 - - 1.00 - - - - 1.00 - -
Fc' 2300 1.15 - 1.00 0.440 - - - 1.00 - 2
Fc'comb 2300 1.60 - - 0.352 - - - - - 3
E' 1.8 million - 1.00 - - - - 1.00 - 4
Fc* 2300 1.15 - 1.00 - - - - 1.00 - 2
Bending(+): LC# 4 = .6D+W, M = 160 lbs-ft
Shear : LC# 4 = .6D+W, V = 80, V design = 80 lbs
Deflection: LC# 4 = .6D+W EI= 43.67e06 lb-in2/ply
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Axial : LC# 2 = D+S, P = 31129 lbs Kf = 0.60
Combined : LC# 3 = D+.75(S+W); (1 - fc/FcE) = 0.73
(D=dead L=live S-snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3.
3. SCL - Columns (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
COMPANY PROJECT
WoodWork ® 1 S Structural Engineers Clubhouse Student housing
S 6
00 John Adams Parkway Rexburg, Id.
Suite 200 Columnl
SORWAsaFOR WOOD OffICN Idaho Falls, Idaho 83401
Design Check Calculation Sheet
Sizer 2004
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
Magnitude
Location Ift)
Pattern
Start End
Start End
Load?
1
Dead
Axial
4799 (Eccent
icity = 0.00 in)
2
Snow
Axial
9937 (Eccentricity
= 0.00 in)
3
Wind
Full UDL
20.0 1
No
MAXIMUM REACTIONS (lbs):
•at'r?
0'
• 14'
Dead
Live 140
Total 140
140
140
LVL n-ply,1.8E, 2600Fb,1-314x5-1/2", 4-Plys
Self Weight of 11.1 plf automatically included in loads;
Pinned base; Loadface = width(b); Built-up fastener: nails; Ke x Lb: 1.00 x 14.00= 14.00 [ft]; Ke x Ld: 1.00 x 14.00=14.00 [ft]; Lateral support:
top = Lb, bottom = Lb; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (lbs, lbs-ft, or In)
Criterion
Analysis
Value
Design
Value
Anal sis/Desi n
Shear
fv
= 5
Fv' =
456
fv Fv' =
0.01
Bending(+)
fb
= 167
Fb' =
4811
fb/Fb' =
0.03
Axial
fc
= 387
Fc' -
465
fc/Fc' =
0.83
Axial Bearing
fc
= 387
Fc* =
2645
fc/Fc* =
0.15
Combined (axia
compression + s
de load
bending)
Eq.3.9-3 =
0.51
Live Defl'n
0.10
= <L/999
0.93 =
L/180
0.11
Total Defl'n 1
0.10
= <L/999
0.93 =
L/180
0.11
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL/CP CV Cfu Cr Cfrt CF LC#
Fb'+ 2600 1.60 - 1.00 1.000 1.11 - 1.04 1.00 - 4
Fv' 285 1.60 - 1.00 - - - - 1.00 - 4
Fcp' 750 - - 1.00 - - - - 1.00 - -
Fc' 2300 1.15 - 1.00 0.176 - - - 1.00 - 2
Fc'comb 2300 1.60 - - 0.128 - - - - _ 3
E' 1.8 million - 1.00 - - - - 1.00 - 4
Fc* 2300 1.15 - 1.00 - - - - 1.00 - 2
Bending(+): LC# 4 = .6D+W, M = 490 lbs-ft
Shear : LC# 4 = .6D+W, V = 140, V design = 140 lbs
Deflection: LC# 4 = .6D+W EI= 43.67e06 lb-in2/ply
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Axial : LC# 2 = D+S, P = 14891 lbs Kf = 0.60
Combined : LC# 3 = D+.75(S+W); (1 - fc/FcE) = 0.60
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3.
3. SCL - Columns (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact
your local SCL manufacturer.
COMPANY PROJECT
WoodWork ® G 80 S Structural Engineers
S1600 John Adams Parkway
SOFTWARE fOR wooD DES1Ck Suite 2WIdaho Fells, Idaho 83401
Feb. 20, 2004 11:56:12 Beam 1
Design Check Calculation Sheet
Sizer 2004
LOADS: ( lbs, psf, or plf )
Load
Type
Distribution
I Magnitude
Location [ft)
Pattern
1
Dead
Full Area
Sart
15t009.58)*)
(1
Start End
Load?
2
Live
Full Area
40.00(19.58)*
No
No
3
Live
Point
19191
7.00
No
4
Snow
Point
16793
7.00
No
5
Dead
Point
14389 1
7.00
*Tributary
WiA*h
ff*1
No
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
Of
29'
Dead 16302
Live 28992
8862
Total 45294
15990
Bearing:
24852
LC number 3
Length 1 6.5 1
2
3.6
Glulam-Unbal., West Species, 24F-V4 DF, 10-3/4x31-1/2"
Self Weight of 77.96 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: (stress=Dsi. and in ►
Criterion
lAnalXsis Value
Design Value
Anal sis/Desi n
Shear
fv = 179
Fv' = 240
fv/Fv' = 0.72
Bending(+)
fb = 1804
Fb' = 1959
fb/Fb' = 0.92
Live Defl'n
0.50 = L/696
0.97 = L/360
0.52
Total Defl'n 1
0.93 = L/375
1.45 = L/240
0.64
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC#
Fb'+ 2400 1.00 1.00 1.00 1.000 0.816 1.00 1.00 1.00 1.00 - 2
Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3
Bending(+): LC# 2 = D+L, M = 267211 lbs-ft
Shear : LC# 2 = D+L, V = 42219, V design = 39187 lbs
Deflection: LC# 3 = D+.75(L+S) EI=50399.28e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I -impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992
3. GLULAM: bxd = actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
l�
� L
DC
Beam1
Critical Results
REACTION [lbs)
Maximum...
Uplift: 0
Bearing: 43545
i
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Woodworks® Sizer 2004 Feb. 20, 2004 11:46:28
2424
03545
0'
27'
I SHEAR (lbs)
I! +V max: 40413
I
Load Combina ion #2: D+ I
I i
I
I
� L I
I o' 27"Design shear < maximum due to notching or loads ignored within distance "d" of support
BENDING (lbs-ft)
+M max: 254666
Load Combination #2: D+L
254666
r
I
I ,
I
i
o'
DEFLECTION [in)
Max Live: 0.47
Max Total: 0.87
Load Combination #3: D+.75(L+S)
I �
-n_4
0'
7'
13'-6"
27'
4
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Beam1 WoodWorks® Sizer 2004 Feb. 20, 2004 11:46:29
Load Combination *1: D only
LOAD ENVELOPE !
I
T 1753334.25
I
1 0
I � �
I ' o7' '
I 27'
REACTION (lbs) I
Maximum...
Uplift: 0
Bearing: 15623
8697
5623 I
°' 27' i
SHEAR [lbs)
+V max: 15623
L
1 0'
Design shear < maximum due to notching or loads ignored Within distance "d" of s
BENDING [lbs-ft)
+M max: 100325
100325
27'
I 0' 71 2T
DEFLECTION [in)
Max Live: 0
Max Total: 0.4
1
I
-0.22
-0.37 -0
0' 13' -6" 27'
WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
Beam1
Load Combination *2: D+L
LOAD ENVELOPE
I
I T 6428891.5
I
Ilo
00
l
REACTION (lbs)
Maximum...
Uplift: 0
Bearing: 40413
I
i
0413
0$
71
WoodWorks® Sizer 2004
Feb. 20, 2004 11:46:29
I
I
2T '
f
24247 1
I
274
I
I SHEAR [lbs)
+V max: 40413
I I
I
l I
1 � /
I
I �
i
01 27'
Design shear < maximum due to notching or loads ignored within distance "d" of support.
BENDING [lbs-ft)
i
+M max: 254666
-M max: -0 254666
i
-0
I l
I
I 0' 71 2T
I
i
DEFLECTION (in) j
Max Live: 0.44
Max Total: 0.84
I I
! i
-0.46 -
- 0 .7 7
0f 13' -6" 271
d a '
WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
Beam1
Load Combination 83: D+.75(L+S)
LOAD ENVELOPE
I
T 5260002.5
I
I �
I l0
o,
REACTION (lbs)
Maximum...
Uplift: 0
Bearing: 43545
I
7'
WoodWorks® Sizer 2004
Feb. 20, 2004 11:46:29
I
23625
3545
27'
I SHEAR (lbs)
+V max: 43545 I
6
i
I L I
i I
I 0' 274
Design shear < maximum due to notching or loads ignored Within distance "d" of support.
BENDING (lbs-ft) I
+M max: 281387
-M max: -0 281387
iI
I
i
I I
I
i
i o' 71 2r
DEFLECTION [in)
Max Live: 0.47
Max Total: 0.87
-0.49
-0.81
0' 13' -6" 27' I
Pq
WoodWorks® Slzer SOFTWARE FOR WOOD DESIGN
Beam1
Load Combinatlon #4: D+S
I LOAD ENVELOPE
i
T 1753334.25
1 0
V
r
REACTION [lbs)
Maximum...
Uplift: 0
Bearing: 28062
i
7'
WoodWorks® S[zer 2004
Feb. 20, 2004 11:46:30
27'
I
( 13051 i
18062 I
0' 27'
i
1
SHEAR [lbs)
7142
V design: 2 1142 i
� I
I �
f
27'
Design shear < maximum due to notching or loads ignored within distance "d" of support
SENDING [lbs-ft)
+M max: 187400
187400
I
i
u-
DEFLECTION [in]
Max Live: 0.19
Max Total: 0.59
/7-
0'
7'
13'-6"
27'
27'
® ra�.
TJ4Mam(TM) 6.10 Serial NAiar�6er. 70003002591
User. 2 220200412:01:20 PM
Typical Floor Joist
16" TJI® 360 @ 16" o/c
Pagel Engine Version:1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
19.68.
Product Diagram is Conceptual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail Other
Width Length Live/Dead/Uplift/Total
1 Stud wall 3.50" 2.25" 520 / 156 / 0 / 676 A3: Rim Board 1 Ply 1 1/4" x 16" 0.8E TJ-Strand Rim Board®
2 Stud wall 3.50" 2.25" 520 / 156 / 0 / 676 A3: Rim Board 1 Ply 1 1/4" x 16" 0.8E TJ-Strand Rim Board®
-See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board
DESIGN CONTROLS:
Maximum Design
Control
Control
Location
Shear (Ibs)
662 -656
2190
Passed (30%)
Rt. end Span 1 under Floor loading
Vertical Reaction (Ibs)
662 662
1202
Passed (55%)
Bearing 2 under Floor loading
Moment (Ft-Lbs)
3156 3156
8405
Passed (38%)
MID Span 1 under Floor loading
Live Load Defl (in)
0.197
0.477
Passed (U999+)
MID Span 1 under Floor loading
Total Load Defl (in)
0.255
0.954
Passed (U896)
MID Span 1 under Floor loading
TJPro
52
50
Passed
Span 1
-Deflection Criteria: STANDARD(LL:U480,TL:L/240).
-Deflection analysis is based on composite action with single layer of 23132" Panels (24" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
TJ-Pro RATING SYSTEM
-The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span
Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of
the deck has not been performed by the program. Comparison Value: 1.94
ADDITIONAL NOTES:
-IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above.
PROJECT INFORMATION:
Student Housing
Copyright a 2003 by Trus Joist, a Weyerhaeuser Business
TJI® and TJ-Beams are registered trademarks of Trus Joist.
e-I Joists Pro" and TJ-Pro" are trademarks of Trus Joist.
OPERATOR INFORMATION:
Robert Gustafson
G & S Structural Engineers
1600 John Adams Parkway
Suite 200
Idaho Falls, ID 83401
Phone: (208) 523-6918
Fax : (208) 523-6922
gs@dataway.net
� 4n q'
4~0IN
Typccal Floor Joist
TJ-Bwm(TM) 6.10 serial H�'i"ooaao�sg� 16" TJI® 360 CGS 16" O/C
P�2 ,�;03 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
19, 1.00" ^
Max. Vertical Reaction Total (lbs) 676 676
Max. Vertical Reaction Live (lbs) 520 520
Selected Bearing Length (in) 2.25(W) 2.25(W)
Max. Unbraced Length (in) 32
Loading on all spans, LDF = 0.90 , 1.0 Dead
Design Shear (lbs) 151 -151
Max Shear (lbs) 153 -153
Member Reaction (lbs) 153 153
Support Reaction (lbs) 156 156
Moment (Ft-Lbs) 728
Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor
Design Shear (lbs) 656 -656
Max Shear (lbs) 662 -662
Member Reaction (lbs) 662 662
Support Reaction (lbs) 676 676
Moment (Ft-Lbs) 3156
Live Deflection (in) 0.197
Total Deflection (in) 0.255
PROJECT INFORMATION:
Student Housing
Copyright O 2003 by Trus Joist, a Weyerhaeuser Business
TJI® and TJ-Beame are registered trademarks of Trus Joist.
e-I Joist",Pro" and TJ-Pro" are trademarks of Trus Joist.
OPERATOR INFORMATION:
Robert Gustafson
G & S Structural Engineers
1600 John Adams Parkway
Suite 200
Idaho Falls, ID 83401
Phone: (208) 523-6918
Fax : (208) 523-6922
gs@dataway.net
� �7
ra
ti❑
Company G & S Structural Engineers February 24, 2004
Designer Bob Gustafson
Job Number: G & S Structural Engineers Clubhouse Checked By:
Sketch
A\ X
„A B
w -T--r— —�
A
v
41
W
Z� o
D C
DC
1 ft
in
1 ft
Controlling Z direction steel requires the following placement:
Region 1 (starts at A): 3 in Steel:.03 in2(1 #4 @NA)
Region 2 (middle): 12 in Steel:.26 in2(2 #4 @12 in)
Region 3 (ends at D): 3 in Steel:.03 in2(1 #4 @NA)
Bottom Rebar Plan
Geometry, Materials and Criteria
c
D
Footing Elevation
r,
5
Length Aft
eX :0 in
Gross Allow. Bearing :2000 psf
Steel fy : 60 ksi
Width :1.6 It
eZ :0 in
Concrete Weight :146 pcf
Minimum Steel :.001 S
Thickness :10 in
pX : Bin
Concrete fc :2.5 ksi
Maximum Steel :.0075
Height :0 in
pZ :12 in
Design Code : ACI 318-02
Footing Top Bar Cover
:3.5 in
Overturning Safety Factor :1
Phi for Flexure :0.9
Footing Bottom Bar Cover
: 3.5 in
Coefficient of Friction :0.2
Phi for Shear :0.75
Pedestal Longitudinal Bar
Cover :1.5 in
Passive Resistance of Soil :0 k
Phi for Bearing :0.65
Loads
P k
Vx k
Vz k Mx k-ft
Mz k-ft Overburden s
DL
1.12
240
LL
1.23
+P
,,+Vx
�+Vz lam_ x
+Mz +Over
A D
D C D C
A D
I i/
RISAFoot Version 2.0
[Untitled.rft]
G
Page—1
Company G & S Structural Engineers February 24, 2004
Designer Bob Gustafson
Job Number : G & S Structural Engineers Clubhouse Checked By:
Soil Bearing
1DL
QA: 1000.79 psf
QB: 1000.79 psf
QC: 1000.79 psf
QD: 1000.79 psf
NAZ:-1 in
NAX:-1 in
A B
D C
1DL+ILL
CIA: 1820.74 psf
QB: 1820.74 psf
QC: 1820.74 psf
QD: 1820.74 psf
NAZ:-1 in
NAX:-1 in
Footin_ct Flexure Design (Bottom Bars)
and Factors Mu-XX (k-ft) Z Dir As
Note: Overburden and footing self weight are included in the DL load case.
Footinq Shear Check
Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 11.251 k One Way (Z Dir. Cut) Vc: 7.5 k
Ratio
As
Punching X Dir. Cut Z Dir. Cut
and Factors Vu(k) VuloVc Vu(k) Vu/e�Vc Vu(kl Vu)
Note: Overburden and footing self weight are included in the DL load case.
Concrete Bearing Check (Vertical Loads Only)
Bearing Bc : 206.125 k
and Factors Bearing Bu W Bearina Bu/oBc
Note: Overburden and footing self weight are included in the DL load case.
Overtuming Check (Service)
Mo-XX: Governing Overturning Moment about AD or BC
Ms-XX: Governing Stablizing Moment about AD or BC
OSF-XX: Ratio of Ms-XX to Mo-XX
RISAFoot Version 2.0 [Untitled.rft] Page 2
Company : G & S Structural Engineers February 24, 2004
Designer : Bob Gustafson
Job Number: G & S Structural Engineers Clubhouse . Checked By:
Sliding Check (Service)
Descri tion Categories and Factors Va-XX k Vr-XX k Va-ZZ k Vr-ZZ k SR-XX SR-ZZ
ASCE 2.4.1-1 1DL ( 0 .3 0 .3 NA NA
ASCE 2.4.1-2 1 DL+1 LL 0 .546 0 .546 NA NA
Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis
Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis
SR-XX: Ratio of Vr-XX to Va XX
RISAFoot Version 2.0 [Untitled.rft] Page 3
U
❑C
Company G & S Structural Engineers February 24, 2004
Designer Bob Gustafson
Job Number : G & S Structural Engineers Clubhouse Checked By:
Sketch
1r12
917 ft. X
„A B
m in
H y R
w •,�
IM
v
Z N co m N C
_L o
D C,
D C
4.834 ft
Details
4.834 ft
X Dir. Steel: 1.43 in (8,#4)
Z Dir. Steel: 1.2 in (7 #4)
Bottom Rebar Plan
>.9 in Z #3(Z
a
i n "i
N �
MD
Geometry, Materials and Criteria
Footing Elevation
12 in
t �
T � 4#3
Pedestal Rebar Plan
C
Length
:4.834 ft
eX
:0 in
Net Allowable Bearing
:2000 psf Steel fy :60 ksi
Width
:4.834 ft
eZ
:0 in
Concrete Weight
:145 pcf Minimum Steel :.0018
Thickness
:10 in
pX
:8 in
Concrete fc
:2.5 ksi Maximum Steel :.0075
Height
:24 in
pZ
:12 in
Design Code
: ACI 318-02
Footing Top Bar Cover
:3.5 in
Overturning Safety Factor
:1
Phi for Flexure
:0.9
Footing Bottom Bar Cover
: 3.5 in
Coefficient of Friction
: 0.2
Phi for Shear
: 0.75
Pedestal Longitudinal Bar Cover
:1.5 in
Passive Resistance of Soil
: 0 k
Phi for Bearing
:0.65
RISAFoot Version 2.0 (Untitled.rftj Page 1
Company G & S Structural Engineers February 24, 2004
Designer Bob Gustafson
Job Number : G & S Structural Engineers Clubhouse Checked By:_
Loads
DL
LL
�X �Z L—JX L�Z +Over
��
A D D C D C A D
Soil Bearing
A B A B
D C D C
1DL
1DL+ILL
QA:
993.451 psf
CIA: 2305.9 psf
QB:
993.451 psf
QB: 2305.9 psf
QC:
993.451 psf
QC: 2305.9 psf
QD:
993.451 psf
CID: 2305.9 psf
NAZ:-1
in
NAZ:-1 in
NAX:-I
in
NAX:-I in
Footing Flexure Design (Bottom Bars)
and
Ratio
Mu-XX (k-ft) Z Dir As (in2) Mu-ZZ (k-ft) X Dir As
Note: Overburden and footing self weight are included in the DL load case.
Footing Shear Check
Two Way (Punching) Vc: 81.25 k One Way (X Dir. Cut) Vc 36.256 k One Way (Z Dir. Cut) Vc: 36.256 k
Punching X Dir. Cut Z Dir. Cut
Descri tion Categories and Factors Vu k Vu/2sVc Vu k Vu12 Vc Vu k Vu/2mc
ACI9-1 1.4DL+1.7LL 78.099 1.282 24.446 .899 27.365 1.006
Note: Overburden and footing self weight are included in the DL load case
RISAFoct Version 2.0 (Untitled.rft] Page 2
Company G & S Structural Engineers February 24, 2004
Designer Bob Gustafson
Job Number: G & S Structural Engineers Clubhouse Checked By:
Pedestal Design
Shear Check Results (Envelope):
Shear Along X Direction Vc:7.125 k Vs:13.116 k Vu: 0 k Vu/0 Vn: 0 0 :.75
Shear Along Z Direction Vc: 7.95 k Vs: 21.951 k Vu: 0 k Vu/0 Vn: 0
Shear Bars: #3 a@ 6 in
Bending Check Results (Envelope):
Unity Check:.568 Pn: 183.655 k Mnx: NA Mnz: NA
Pu :72.982 k MuxV k-ft Muz: 0 k-ft Mnox:NA
Mnoz : NA Phi:.7 Parme Beta: .65
Longitudinal Bars: 4 #3
Compression Development Length Pedestal Bars (Envelope):
Lreq.: 9 in Lpro.: 5.126 in Lreq./Lpro.: 1.756
Concrete Bearing Check (Vertical Loads Only)
Bearing Bc : 408 k
Description Categories and Factors Bearing Bu k Bearing Bu/0Bc
AC19-1 1.4DL+1.7LL 1 84.641 .319
Note: Overburden and footing self weight are included in the DL load case.
Overturning Check (Service)
uescn tion Categories -and Factors Mo-XX k-ft Ms-XX k-ft Mo-ZZ k-ft Ms-ZZ k-ft OSF-XX ,OSF-ZZ
ASCE 2.4.1-1 1DL 0 56.113 1 0 56.113 NA NA
ASCE 2.4.1-2 1 1 DL+1 LL 0 130.244 j 0 130.244 NA I NA
MO-XX: Governing Overturning Moment about AD or BC
Ms-XX: Governing Stablizing Moment about AD or BC
OSF-XX: Ratio of Ms-XX to Mo-XX
Sliding Check (Service)
Description Categories and Factors Va-XX k Vr-XX k Va-ZZ k Vr-ZZ k SR-XX SR-ZZ
ASCE 2.4.1-1 1 DL 0 4.643 0 4.643 NA NA
ASCE 2.4.1-2 1 1 DL+1 LL 0 10.777 1 0 10.777 NA I NA
Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis
Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis
SR-XX: Ratio of Vr-XX to Va-XX
RISAFoot Version 2.0 [Untitled.rft] Page 3
1 y
Company : G & S Structural Engineers February 24, 2004
Designer : Bob Gustafson
Job Number: G & S Structural Engineers Clubhouse . Checked By:
Sketch
Z
D
Details
A B
5.501 ft
2.25 ft T X
A
w
en 12 in
N
W �
N -rl ''♦ C
N�. ,: a
in o
U; D C
C
5.501 ft '
D,7.38 In
►,7.38 in
X Dir. Steel: 1.7 In (9,#4)
Z Dir. Steel: 1.7 In (9 #4)
Bottom Rebar Plan
Geometry, Materials and Criteria
�x
Z a # inIV
.,�T
in &Emma
r�D C
Footing Elevation
12 in
16#3
a
N
� •rl
to
14
Pedestal Rebar Plan
Length
: 6.501 ft
eX :0 in
Net Allowable Bearing
: 2000 psf Steel fy : 60 ksi
Width
: 6.601 ft
eZ : 0 in
Concrete Weight
:145 pcf Minimum Steel :.0018
Thickness
:10 in
pX :12 in
Concrete fc
: 2.6 ksi Maximum Steel :.0075
Height
: 4 in
pZ :12 in
Design Code
: ACI 318-02
Footing Top Bar Cover : 3.6 in Overturning Safety Factor :1 Phi for Flexure : 0.9
Footing Bottom Bar Cover : 3.5 in Coefficient of Friction : 0.2 Phi for Shear : 0.75
Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing : 0.65
L2
RISAFoot Version 2.0 [Untitled.rft] Page 1
Company G & S Structural Engineers February 24, 2004
Designer Bob Gustafson
Job Number : G & S Structural Engineers Clubhouse Checked By:
Loads
DL
LL
+M +X �Z M +Over
CC�A D D C D C A D
Soil Bearing
A B
D C
1DL
QA: 796.848 psf
QB: 796.848 psf
QC: 796.848 psf
QD: 796.848 psf
NAZ:-1 in
NAX:-1 in
A B
D C
IDL+ILL
CIA: 2039.75 psf
QB: 2039.75 psf
QC: 2039.75 psf
QD: 2039.75 psf
NAZ: -1 in
NAX:-1 in
Footing Flexure Design (Bottom Bars)
and Factors
Note: Overburden and footing self weight are included in the DL load case.
Footing Shear Check
Z Dir As (in`) Mu-ZZ (k-ft) X Dir As
Two Way (Punching) Vc: 91.25 k One Way (X Dir. Cut) Vc 41.257 k One Way (Z Dir. Cut) Vc: 41.257 k
Punching X Dir. Cut Z Dir. Cut
Description Categories and Factors Vu k Vu/�oVc u/,0Vc
ACI9-1 1.4DL+1.7LL 90.227 1.318 08 .99308 FV.993
Note: Overburden and footing self weight are included in the DL load case
RISAFoot Version 2.0 [Untitled.rftj Page 2
Company : G & S Structural Engineers February 24, 2004
Designer : Bob Gustafson
Job Number: G & S Structural Engineers Clubhouse Checked By:
Pedestal Design
Shear Check Results (Envelope):
Shear Along X Direction Vc:11.925 k Vs: 21.951 k Vu: 0 k Vu/0 Vn: 0 0:.75
Shear Along Z Direction Vc:11.925 k Vs: 21.951 k Vu: 0 k Vu/0 Vn: 0
Shear Bars: #3 @ 6 in
Bending Check Results (Envelope):
Unity Check:.399 Pn: 326.619 k Mnx: NA Mnz: NA
Pu : 91.327 k Mux:O k-ft Muz: 0 k-ft Mnox:NA
Mnoz : NA Phi:.7 Parme Beta: .65
Longitudinal Bars: 16 #3
Compression Development Length Pedestal Bars (Envelope):
Lreq.: 9 in Lpro.: 5.126 in Lreq./Lpro.: 1.756
Concrete Bearin_g Check (Vertical Loads Onlv)
Bearing Bc : 612 k
Description Categories and Factors Bearing Bu k Bearing Bu/013c
ACI 9-1 1 1.4DL+1.7LL 1 97.695 .246
Note: Overburden and footing self weight are included in the DL load case.
Overturning Check (Service)
Description Categories and Factors Mo-XX k-ft Ms-XX k-ft Mo-ZZ k-ft Ms-ZZ k-ft OSF-XX OSF-ZZ
ASCE 2.4.1-1 1 DL 10 66.32 0 66.32 NA I NA
ASCE 2.4.1-2 1 DL+1 LL 1 0 169.765 0 169.765 NA I NA
Mo-XX: Governing Overturning Moment about AD or BC
Ms-XX: Governing Stablizing Moment about AD or BC
OSF-XX: Ratio of Ms-XX to Mo-XX
Sliding Check (Service)
Description Categories and Factors Va-XX W Vr-XX W Va-ZZ W Vr-ZZ k SR-XX SR-ZZ
ASCE 2.4.1.1_j 1 DL 0 4.823 0 4.823 NA NA
ASCE 2.4.1-2 I 1 DL+1 LL 0 12.345 0 12.345 NA NA
Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis
Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis
SR-XX: Ratio of Vr-XX to Va-XX
;I
RISAFoot Version 2.0 [Untitled.rft] Page 3
Clubhouse student housing
Date and Time: 2/24/2004 1:17:54 PM
MCE Parameters - Conterminous 48 States
Zip Code - 83440 Central Latitude = 43.763462
Central Longitude =-111.609017
Data are based on the 0.10 deg grid set
Period SA
(sec) (%g)
0.2 060.6 Map Value, Soil Factor of 1.0
1.0 019.3 Map Value, Soil Factor of 1.0
MCE Parameters x Specified Soil Factors
0.2 060.6 Soil Factor of 1.00
1.0 019.3 Soil Factor of 1.00
MCE Parameters - Conterminous 48 States
Zip Code - 83440
Central Latitude = 43.763462
Central Longitude =-111.609017
Data are based on the 0.10 deg grid set
Period
SA
(sec)
(%g)
0.2
060.6
Map Value, Soil Factor of 1.0
1.0
019.3
Map Value, Soil Factor of 1.0
MCE SPECTRUM x SOIL FACTORS
Fa = 1.00
Fv = 1.00
Period
SA
(sec)
(%g)
0.000
024.3
0.4FaSs
0.064
060.6
To
0.200
060.6
T=0.2, FaSs
0.319
060.6
Ts
0.400
048.3
0.500
038.7
0.600
032.2
0.700
027.6
0.800
024.2
0.900
021.5
1.000
019.3
T=1.0, FvS 1
1.100
017.6
1.200
016.1
1.300
014.9
1.400
013.8
1.500
012.9
1.600
012.1
1.700
011.4
1.800
010.7
1.900
010.2
2.000
009.7
4 i6
Designer: Robert J Gustafson
Date: 2/24/2004
Project: Clubhouse - Student Housing
SEISMIC DESIGN:
G & S Structural Engineers
1600 John Adams Parkway
Idaho Falls, Idaho 83401
Type of Occupancy: (Table 1604.5 and Table 1607.1)
Commerical
Building Category or Seismic Use Group: (Table 1604.5 and 1616.2)
Building Category =
I
Seismic Importance Factor: (Table 1604.5)
le =
1.00
Soil Site Class: (1615.1.1)
Site Class =
D
Response Modification Coeff. R: (Table 1617.6)
R =
6
Building Location: (Latitude & Longitude, or Zip Code)
Approximate Fundamental Period, Ta:
h„ = Height (feet) above base to highest level of building.
hn =
38
C, = Building Period Coefficient (See 1617.4.2.1)
Ct =
0.02
Calculate Approximate Fundamental Period, T.: CT'h„ 3/4
Ta =
0.306
Maximum Considered Earthquake Response Accelerations:
Short Periods, $s: (CD rom)
S$ =
0.606 g
1 Second Period, S1: (CD rom)
SI =
0.193 g
Earthquake Response Accelerations Adjusted for Site Class Effects:
Site Coefficients:
Fa: (Table 1615.1.2(1) or CD rom)
Fa =
1.000 g
Fv: (Table 1615.1.2(2) or CD rom)
Fv =
1.000 g
SMs: = FaSs (Eq. 16-16 or CD rom)
SMs =
0.606 g
SM1: = FvS1 (Eq. 16-17 or CD rom)
SM1 =
0.193 g
Design Spectral Response Acceleration Parameters: (1615.1.3)
SOS Q 213S,,. _ (Eq. 16-18)
SOS =
0.404 g
SO1 s 2/3S,,,1 = (Eq. 16-19)
SW =
0.129 g
Nature
of
Occupancy
Seismic
Use
Group
Table 1616.3. 1
Table 1616.3. 2
Largest SDC from
Tables 1616.3.(1)&(2)
SDC* to
Use for
Design
SDs
SDC*
SDI
SDC*
Commerical
I
0.404
C
0.129
B
C
C
51 = 0.193
* SDC is the "Seismic Design Category"
** Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake
spectral response acceleration at 1-second periodm S1, equal to or greater thatn 0.75g, shall be assigned
to Seismic Design Category E, and Seismic Use Group III structures located on such sites shall be
assigned to Seismic Design Category F.
Designer: Robert J Gustafson
Date: 2/24/2004
Project: I
General Procedure Response Spectrum:
To=.2Sd1/Sds=
Ts=Sd1/Sds=
For periods <_ To: Ts >_ For periods >_ To:
04
a= .b(5ds/ i o)'T+.4Sds
-V
50
~ 0.400
LU
0.350
w
v 0.300
a
z� 0.250
a 0.200
0.150
0.100
V 0.050
w
IL
co 0.000
G & S Structural Engineers
1600 John Adams Parkway
Idaho Falls, Idaho 83401
(1615.1.4)
To =
Ts =
For periods > Ts:
Sa = Sd1/T
0.0 0.1 0.3 0.5 0.7 0.9 1.1 1.3 1.5 1.7 1.9
PERIOD T
Seismic Response Coefficient, Cs: (1617.4.1.1)
Since Seismic Design Category is C and S1 is less than 0.6 thus Cs min = 0.044Sds(le)
Cs shall not be less than: C = 0.044Sds(le) = 0.0181 (Eq.16-37)
Cs calculated Cs = Sds/(R/le) = 0.067) (Eq.16-35)
Cs need not exceed: Cs = Shc/((R/le)*T) = 0.070) (Eq.16-36)
Cs used for design of Seismic base shear = 0.067
Seismic Base Shear: V = Cs*W (Eq.16-34)
See Section 1617 for the Em to use in the load combinations of Section 1605.4.
QE = The effect of horizontal seismic forces = Seismic base shear (V) = Cs*W
Seismic load effect E. Where the effects of gravity and the seismic ground motion are additive,
seismic load, E, for use in Formulas 16-5, 10, and 17 shall be defined by:
E = p*QE + 0.2*SpS*D (Eq. 16-28)
Where the effects of gravity and seismic ground motion counteract, the seismic load, E,
for use in Formulas 16-6, 12, and 18 shall be defined by:
E = p*QE - 0.2*SpS*D (Eq. 16-29)
0.064 g
0.318 g
T=p( Sa/g
0.0 0.162
0.1 0.404
0.3 0.404
0.5 0.257
0.7 0.184
0.9 0.143
1.1 0.117
1.3 0.099
1.5 0.086
1.7 0.076
1.9 .0.068
34
G & S Structural Engineers
1600 John Adams Parkway
Idaho Falls, Idaho 83401
(1615.1.4)
To =
Ts =
For periods > Ts:
Sa = Sd1/T
0.0 0.1 0.3 0.5 0.7 0.9 1.1 1.3 1.5 1.7 1.9
PERIOD T
Seismic Response Coefficient, Cs: (1617.4.1.1)
Since Seismic Design Category is C and S1 is less than 0.6 thus Cs min = 0.044Sds(le)
Cs shall not be less than: C = 0.044Sds(le) = 0.0181 (Eq.16-37)
Cs calculated Cs = Sds/(R/le) = 0.067) (Eq.16-35)
Cs need not exceed: Cs = Shc/((R/le)*T) = 0.070) (Eq.16-36)
Cs used for design of Seismic base shear = 0.067
Seismic Base Shear: V = Cs*W (Eq.16-34)
See Section 1617 for the Em to use in the load combinations of Section 1605.4.
QE = The effect of horizontal seismic forces = Seismic base shear (V) = Cs*W
Seismic load effect E. Where the effects of gravity and the seismic ground motion are additive,
seismic load, E, for use in Formulas 16-5, 10, and 17 shall be defined by:
E = p*QE + 0.2*SpS*D (Eq. 16-28)
Where the effects of gravity and seismic ground motion counteract, the seismic load, E,
for use in Formulas 16-6, 12, and 18 shall be defined by:
E = p*QE - 0.2*SpS*D (Eq. 16-29)
0.064 g
0.318 g
T=p( Sa/g
0.0 0.162
0.1 0.404
0.3 0.404
0.5 0.257
0.7 0.184
0.9 0.143
1.1 0.117
1.3 0.099
1.5 0.086
1.7 0.076
1.9 .0.068
34
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Designed By
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HOOD D I APHRA6M SCHEDULE
MARK
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SPAN RATING
48/24
SHEATHINGT
23/32" C-D
APA RATED
-------------------
BLOCKING
MINIMUM WIDTH
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NA
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'ANEL EDGES
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V6E NAILING
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ITERMEDIATE NAILING
SUPPORTS
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TYP I CAL HORIZONTAL DIAPHRAGM NA I L I MS
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NOO D lNA L L SG H E DU L E (SEE APPROPRIATE
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OR BOLTING)
-
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SILL PLATE
ANCHOR
2x2x3/16 PLATE
WALL
TOP PLATE
151� C1)
NAILING
' .• .rZK
STUDS
BOLTS
WASHER5
BLOCKING
DETAIL
APA RATED
(0.128'mx2 1/2' MIN)
LATERAL
(1)
(2)
(3)
(4)
(5)
(6)
SHEATHING
SHEAR LD.
EDGES
INTERMED.
2x
1/2" m
0 b'-O' O.C.NO
2x4 0
X/5X
WA
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WA
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WA
WA
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o b' O.G.
0 12" O.G.
245 PLF
d
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5/b" m
SW
2
2 x 6 0
Ib' O.G.
2x
o 2'-b" O.G.
lwff ✓. + %
2x6 o
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ONE SIDE
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0 12" O.G.
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7 EMBED
,
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3xb ®
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3x6 o
Ib" O.G.
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YES
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X/5X
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0 4" O.G.
0 12" O.G.
�_
365 PLF
Q
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3o
5/8" m
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0 12" O.G.
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0 2" O.G.
0 12" D.G.
620 PLF
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1240 PLF
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PANEL JT.
0
(1) USE CONSTRUCTION GRADE OOUGLAS FIR.
(2) USE PRESSURE TREATED WOOD WHEN IN CONTACT WITH CONCRETE.
(3) USE A30'1 STEEL. DO NOT RECESS NUT AND WASHER INTO SILL PLATE. MINIMUM 2 ANCHOR BOLTS
PER PIECE. LOCATE ANCHOR BOLTS 10' FROM EACH END OF PIECE.
(4) USE A36 STEEL. DO NOT RECESS INTO SILL PLATE.
AT BEARING WALLS ON ONLY, BLOCKING MAY BE ELIMINATED IF WALL SHEATHING 15 APPLIED.
WHERE TOP PLATE 15 CUT OR DISCONTINUOUS, STRAP ACROSS BREAK WITH SIMPSON M5T3"1 STRAP.
t tl SHEATHING TO BE PLYWOOD OR OSB. (VERTICAL OR HORIZONTAL ORIENTATION)
(8) NAILS SHALL BE STAGGERED AT PANEL JOINTS AND SILL PLATE EDGES.
(q) INTERMEDIATE WALL STUDS MAY BE 2x6 AT CONTRACTORS OPTION, BUT NOT AT PANEL JOINTS.
(10) PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS.
1/18/02 2:15 PM FAST0`5GHEDSV^IALL0S6N
41
DATE rl- a `/ QUOTE N2 41429
CUSTOMER NAME 1C e w
SALESMAN -- 0
,d �/ I
.a —
TELEPHONE
CONTRACTOR'S NAME -q�s+s n ,
ANo'ERSOM camp
1675 PEDERSON STREET
IDAHO FALLS, IDAHO 83403
208/528-2309
JOB NAME O
",p� ��� � 1� yse
LOT ADDRESS y
LOAD REQ'D.
QUOTE PREPARED FROM: ® PLAN ❑ VERBAL Cl OTHER
QUANTITY
SPAN
PITCH
LEFT
RIG
CHORD
DESCRIPTION
PRICE
AMOUNT
TOP
BOTTOM
1
t5lU UUUU FOR 30 DAYS
0
QUOTE N2 41429
E.I.P. 523-15I0
Jot;:,
Truss
Truss Type
Qty
Ply
Q41429
Al
ATTIC
7
1
IREX/Y.W.STUDENTCLUBHOUSE/2-il/SB(ID)H
.qTnr-V MU0nMPMTc-lc
lAftk. c�u& in Qlenv
cn�c
Job Reference (optional)
u.cuu s oep j o 2uus mi I ex industries, inc. wed Feb 11 13:41:17 2004 Page 1
-1-0-p 2-9-3 , 4-10-9, 7-1-12 ,8-9-8, 14-3-8 1 19-9-8 21-5-4, 23-8-7 ,25-9-13, 28 7 0 297,0
1-0-0 2-9-3 2-1-7 2-3-3 1-7-12 5-6-0 5-6-0 1-7-12 2-3-3 2-1-7 2-9-3 1-0-0
6x8 /i
30 = 6x8 O
9
8
00 1
VA IV -.� zi cu 19 18 17 16 6x10 O
3x6 II 5x5 = 10x10 = 8x8 = 10x10 = 5x5 = 3x6 II
1 2-9-3 4-10-9 i 7-1-12 1 21-5-4 1 23-8-7 25-9-13 28-7-0
2-9-3 2-1-7 2-3-3 14-3-8 2-3-3 2-1-7 2-9-3
Scale = 1:61.0
Plate Offsets (X,Y):
[2:0-1-12,0-1-8], [5:0-7-6,Edge], [7:0-2-8,Edge]. [9:0-2-8,Edge], [10:0-1-4,0-0-4], [11:0-7-6,Edge], [14:0-1-12,0-1-81, [16:0-3-0,0-0-4), [18:0-3-8,0-5-0],
120:0-3-8,0-5-01
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.67
Vert(LL)-0.2718-20 >999 240
M1120 187/144
TCDL 8.0
Lumber Increase 1.15
BC 0.49
Vert(TL)-0.3718-20 >920 180
BCLL 0.0
Rep Stress Incr NO
WB 0.89
Horz(TL) 0.02 14 n/a n/a
BCDL 8.0
Code IRC2000/ANS195
(Matrix)
Weight: 290lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2 'Except'
TOP CHORD
T1 2 X 8 DF 195OF 1.7E, T2 2 X 8 DF 195OF 1.7E
BOT CHORD
BOT CHORD 1.5 X 9.5 LSL Truss Grade
WEBS 2 X 4 SPF Stud/Std
WEBS
WEDGE
JOINTS
Left: 2 X 10 DF No.2, Right: 2 X 10 DF No.2
REACTIONS (lb/size) 2=2336/0-5-8.14=2336/0-5-8
Max Horz 2=-283(load case 5)
Max Grav2=2817(load case 2), 14=2817(load case 3)
Sheathed or 3-3-5 oc pudins.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
8-7-7 oc bracing: 20-21,17-18.
1 Row at midpt 23-24
1 Brace at Jt(s): 23, 24
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/83, 2-3=-2997/0, 3-4=-2853/0, 4-5=-3122/0, 5-6=-2013/24, 6-7=-900/104, 9-10=-899/104, 10-11=-2013/24,
11-12=-3122/0, 12-13=-2853/0, 13-14=-2997/0, 14-15=0/83, 7-8=-520/158, 8-9=-520/157
BOT CHORD 2-22=-122/1794, 21-22=-122/1794, 20-21=-55/2004, 19-20=0/1922, 18-19=0/1922, 17-18=0/2004, 16-17=0/1794.
14-16=0/1794
WEBS 6-23=-1681/18, 23-24=-146110, 10-24=-1681/18, 5-20=0/1426, 11 -1 8=0/1 426, 3-22=-273/15, 4-20=-258/767,
4-21=-1313/58. 3-21=4/425, 12-18=-258/767, 12-17=-1313/59, 13-16=-273/21, 13-17=-8/425, 7-23=-50/433,
9-24=-50/433, 8-23=-490/126, 8-24=-490/126
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC-00.
7) Ceiling dead load (5.0 psf) on member(s). 5-6. 10-11, 6-23, 23-24, 10-24
8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 18-20
LOAD CASE(S) Standard
• Jv .•
Truss
Truss Type
Qty
Ply
REX/Y.W.STUDENTCLUBHOUSE/2-11/SB(ID)H
Q41429
Al G
ATTIC
1
1
crnr+v /%^hAnnKIr!KM,1
Ir IJ-L_ r_„_ ,11 nn.nn
�+w_r
Job Reference (optional)
Q I WTI% VVIVIrtJIgC,y IO-II-, Iuallw rolls, Iv 00W0, Or,vr- b.zuu s Sep I ZUU3 MiTek Industries, Inc. Wed Feb 11 13:41:19 2004 Page 1
I _U 2-9-3 , 4-10-9 , 7-1-12 , 8-9-8, 14-3-8 , 19-9-8 21-5-1 23-8-7 ,25-9-13, 28-7-0 25-7,0
1-0-0 2-9-3 2-1-7 2-3-3 1-7-12 5-6-0 5-6-0 1-7-12 2-3-3 2-1-7 2-9-3 1-0-0
6x8 // Scale: 3/16"=1'
ST43x4 = STt ye
�\
fix1D 1/ 22 ---- 21 _ _ 20 19 18 17 16 600
30 II 3x8 II 5x5 = 10x10 = axe = 10x10 = 5x5 = 3x6 II 34 II
1
2-9-3 , 4-10-9, 7-1-12 , 21-5-4 , 23-8-7 ?5-9-1 3, 28-7-0 ,
2-9-3 2-1-7 2-3-3 14-3-8 2-3-3 2-1-7 2-9-3
Plate Offsets (X,Y):
[2:0-1-12,0-1-81, [5:0-7-6,Edge],
17:0-2-8 Edge],
[9:0-2-8,Edge]
[11.0-7-6,Edge][14.0-1-12,0-1-81
[18:0-3-8,0-5-01
[20.0 3 8 0 5 01 [42.0 3 0,0 1 91
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC
0.67
Vert(LL)
-0.27 18-20
>999
240
M1120 187/144
TCDL 8.0
Lumber Increase 1.15
BC
0.49
Vert(TL)
-0.37 18-20
>920
180
BCLL 0.0
Rep Stress Incr NO
WB
0.89
Horz(TL)
0.02 14
n/a
n/a
BCDL 8.0
Code IRC2000/ANS195
(Matrix)
Weight: 312lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2 'Except'
TOP CHORD
T1 2 X 8 OF 195OF 1.7E, T2 2 X 8 OF 1950F 1.7E
BOT CHORD
BOT CHORD 1.5 X 9.5 LSL Truss Grade
WEBS 2 X 4 SPF Stud/Std
WEBS
OTHERS 2 X 4 SPF Stud/Std
JOINTS
WEDGE
Left: 2 X 10 OF No.2, Right: 2 X 10 OF No.2
REACTIONS (lb/size) 2=2336/0-5-8, 14=233610-5-8
Max Horz 2=-283(load case 5)
Max Grav2=2817(load case 2), 14=2817(load case 3)
Sheathed or 3-3-5 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
8-7-7 oc bracing: 20-21,17-18.
1 Row at midpt 23-24
1 Brace at Jt(s): 23, 24
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/83, 2-3=-2997/0, 3-4=-2853/0, 4-5=-3122/0, 5-6=-2013/24, 6-7=-900/104, 9-10=-899/104, 10-11=-2013/24,
11-12=-3122/0,12-13=-2853/0, 13-14=-2997/0, 14-15=0/83, 7-8=-520/158, 8-9=-520/157
BOT CHORD 2-22=-122/1794, 21-22=-122/1794, 20-21=-55/2004, 19-20=0/1922,18-19=0/1922, 17-18=0/2004, 16-17=0/1794,
14-16=0/1794
WEBS 6-23=-1681/18, 23-24=-1461/0, 10-24=-1681118. 5-20=0/1426, 11-18=0/1426, 3-22=-273/15, 4-20=-258/767,
4-21 =-1 313/58, 3-21=-4/425, 12-18=-258/767, 12-17=-1313/59, 13-16=-273/21, 13-17=-8/425, 7-23=-50/433,
9-24=-50/433, 8-23=-490/126, 8-24=-490/126
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail"
3) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC-00.
8) All plates are 1.5x4 M1120 unless otherwise indicated.
9) Gable studs spaced at 2-0-0 oc.
10) Ceiling dead load (5.0 psf) on member(s). 5-6. 10-11, 6-23, 23-24, 10-24
11) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 18-20
LOAD CASE(S) Standard
Jck
Truss
Truss Type
Qty
Ply
REWY.W.STUDENTCLUBHOUSE/2-11/SB(ID)H
Q41429
A2
ATTIC
2
QTr)r`te d"nRADMICAITCJC
1A k C.,II.. in ooeno
a Anr
Job Reference (optional)
�.I I V-11 • IVOIC1..0. LJ U%JT%J%J, V/"1V r. 5.200 s Sep 75 zuus MI I eK Industries, Inc. wed Feb 11 13:41:21 2004 Page 1
-1-0- 2-9-3 4-10-9 7-1-12 8-9-8 14-3-8 19-9-8 1-5 23-8-7 25-9-13 28-7-0 -7 0
1-0-0 2-9-3 2-1-7 2-3-3 1-7-12 5-6-0 5-6-0 1-7-12 2-3-3 2-1-7 2-9-3 1-0-0
6x8 /i Scale = 1:61.0
W= 6x8��
9
8
0 1
wxlc v zZ zi 70 19 18 17 16 10x12 Q
3x6 11 5x5 = 1000 = 8x12Mll20H= 1000 = 5x5 = 3x6 II
2-9-3 4-10-9 7-1-12 1 21-5-4 23-8-7 25-9-13 28-7-0
2-9-3 2-1-7 2-3-3 14-3-8 2-3-3 2-1-7 2-9-3
Plate Offsets (X,Y):
(2:0-2-5,Edge], [5:0-7-6,Edge], [7:0-2-8,Edge], [9:0-2-8,Edge], [10:0-1-4,0-0-4), [11:0-7-6,Edge], [14:0-2-5,Edge], [16:0-3-0,0-04), (18:0-3-8,0-5-0),
[20:0-3-8,0-5-01
LOADING (psf)
SPACING 6-0-0
CSI
DEFL
in (loc)
I/defl
L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 1.00
Vert(LL)
-0.40 18-20
>835
240
M1120 187/144
TCDL 8.0
Lumber Increase 1.15
BC 0.74
Vert(TL)
-0.54 18-20
>621
180
M1120H 160/128
BCLL • 0.0
Rep Stress Incr NO
WB 0.69
Horz(TL)
0.04 14
n/a
n/a
BCDL 8.0
Code IRC2000/ANS195
(Matrix)
Weight: 585 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2 'Except*
TOP CHORD
(Switched from sheeted: Spacing > 2-0-0).
T1 2 X 8 DF 1950F 1.7E, T2 2 X 8 DF 195OF 1.7E
2 Rows at 1/3 pts 2-5, 11-14
BOT CHORD 1.5 X 9.5 LSL Truss Grade
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SPF Stud/Std 'Except*
WEBS
1 Row at midpt 23-24
W97 2 X 4 SPF No.2, W98 2 X 4 SPF No.2
JOINTS
1 Brace at Jt(s): 7, 9, 23, 24
WEDGE
Left: 2 X 12 DF No.2, Right: 2 X 12 DF No.2
REACTIONS (lb/size) 2=7007/0-5-8.14=7007/0-5-8
Max Horz 2=-849(load case 5)
Max Grav 2=8451(load case 2), 14=8451(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/248, 2-3=-8992/0, 3-4=-8557/0, 4-5=-9379/0, 5-6=-6039/73, 6-7=-2706/311, 9-1 0=-2706/31 0. 10-11=-6039/73,
11-12=-9379/0, 12-13=-8557/0, 13-14=-8992/0, 14-15=0/248, 7-8=-1572/472, 8-9=-1572/471
BOT CHORD 2-22=-367/5382, 21-22=-367/5382, 20-21=-165/6016, 19-20=0/5763, 18-19=0/5763, 17-18=0/6016, 16-17=0/5382,
14-16=0/5382
WEBS 6-23=-5028/56, 23-24=-4372/0, 10-24=-5028/54, 5-20=0/4298, 11-18=0/4298, 3-22=-815/44, 4-20=-788/2287,
4-21=-3956/172, 3-21 =-1 1/1282, 12-18=-788/2287, 12-17=-3956/175, 13-16=-815/63. 13-17=-23/1282,
7-23=-151/1298, 9-24=-151/1298, 8-23=-1468/379, 8-24=-1468/379
NOTES
1) 2-ply truss to be connected together with 10d Common(.148"xX) Nails as follows:
Top chords connected as follows: 2 X 4 - 2 rows at 0-9-0 oc, 2 X 8 - 2 rows at 0-9-0 oc.
Bottom chords connected as follows: 1.5 X 9.5 - 2 rows at 0-9-0 oc.
Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply
to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C: enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
4) TCLL: ASCE 7-98, Pf=35.0 psf (roof snow); Exp C; Fully Exp.
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
7) Provide adequate drainage to prevent water ponding.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC-00.
9) All plates are M1120 plates unless otherwise indicated.
lj%"L4 V (5.0 psf) on member(s). 5-6, 10-11, 6-23, 23-24, 10-24
J&t _
Truss
Truss Type
Qty
Ply
REXtY.W.STUDENTCLUBHOUSE/2-11/SB(ID)H
Q41429
A2
ATTIC
2
S,Tr)ric rnllAPnA19ZA1T4Z_!C
lilnhn c�u� in 44An-2
QA^C
Job Reference (optional)
•• .a�a,� �a/ , �,•J, II..I wv-wV, Vr.VL a.LUu 5 aaep is cuw mi i eK inous[nes, inc. Wed Feb 11 13:41:21 2004 Page 2
NOTES
11) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 18-20
LOAD CASE(S) Standard
Job _
Truss
Truss Type
Oty
Ply
W.STUDENTCLUBHOUSE/2-il/SB(ID)H
041429
A -CAP
PIGGYBACK
10
1
IRE
0-rnr`V r`r%RA13r%K1CKfTQ
IC IA-L... 17-11_ fn o-f .I nn
n e ^I-
Job Reference(optional)
-- - - -• - -- --• -- .+.�vv �cp vv.i MI I Cn IIIUuauIC;), II IV. VVCU rCU 1 1 IJ.4 I:L I LUU4 rage 1
-2-0-0 3-3-8 6-7-0 8-7-0
2-0-0 3-3-8 3-3-8 2-0-0
3
44 =
3
2A = W =
0-6-11 3-3-8 6-0-5 6-7-0
0-6-11 2-8-13 2-8-13 0-6-11
0
Scalp 2 V17.5
Plate Offsets (X,Y):
12:0-2-6,0-1-01, [4:0-4-0,0-0-101
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.20
Vert(LL)
-0.00
6
>999
240
M1120 197/144
TCDL 8.0
Lumber Increase 1.15
BC 0.07
Vert(TL)
-0.00
4-6
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.05
Horz(TL)
0.00
4
n/a
n/a
BCDL 8.0
Code IRC2000/ANS195
(Simplified)
Weight: 20lb
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud/Std
REACTIONS (lb/size) 2=305/0-5-8, 4=305/0-5-8
Max Horz 2=70(load case 6)
Max Uplift2=-30(load case 7), 4=-30(load case 8)
Max Grav2=376(load case 2), 4=376(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/16, 2-3=-171/19, 3-4=-171/19, 4-5=0/16
BOT CHORD 2-6=-6/114, 4-6=-6/114
WEBS 3-6=0/90
BRACING
TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 1.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of
IBC-00.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 2 and 30 lb uplift at
joint 4.
7) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard