31 Foundation Design
This document was uploaded by user and they confirmed that they have the permission to share it. If you are author or own the copyright of this book, please report to us by using this DMCA report form. Report DMCA
Overview
Download & View 31 Foundation Design as PDF for free.
More details
- Words: 764
- Pages: 9
Page 31 - 1
FOUNDATION DESIGN
31
EXHAUST STACK
Christy 07:03 08/31/09
ENGINEERING with the SPREADSHEET Copyright 2006 American Society of Civil Engineers A
B
C
D
E
21562196.xls F
G
H
I
J
K
L
M
N
Page 31 - 2
CONCRETE DESIGN IN UPLIFT For Bolt Circle cg 8.00 ft longest cg to be considered radius 2.00 ft radius of tank pads or bolts from CL tank box 3.54 ft (PI()*radius^2)^0.5 equivalent side of square arm 4.46 ft slab_h q_ult Pu Mu
2.00 ft 0.42 ksf_ult 1.9 k_ult 4.2 k-ft_ult
depth of slab 1.4 * slab_h * 0.15 k/ft3 force top reinforcing in tension
LRFD FACTORING '97 UBC DL 1.31 ksf wind+DL 2.18 ksf wind 0.87 ksf
4.46 8.00
1612.2.1 Basic load combinations with exception 2 -- multiply loads with 1.1 for loads including seismic forces D 1.309 dead load -- max DL righting moment L 0 live load or earth pressure Lr 0 roof live load S 0 snow W 0.874 wind E 0 seismic -- when derived from the UBC, use E/1.4 T 0 differential settlement H 0 earth pressure F 0 fluid pressure, load factor = 1.4 f1
1.0
f2
0.2
E_
1.1 multiplier
12-1 12-2 12-3 12-4 12-5a 12-6a 12-6b max 1909.2 9-1 9-2a 9-2b 9-3a 9-3b 9-4a 9-4b 9-5 9-6 max ratio
21562196.xls row 20
3.54
Figure 31-1 CIRCULAR LOADING PLAN
row 30
DL 1.309 ksf LL 0.000 ksf Figure 31-2 At-rest DL and LL loads. row 40
1.0 floors in public assembly, LL >100 psf, garage 0.5 of other live loads 0.7 roofs that can't shed snow, 0.2 other use 1.1 for concrete and masonry subjected to seismic forces
2.016 1.728 2.497 2.978 1.728 2.546 2.546 2.978 ksf ult
1.1 * 1.4 D wind + DL 2.18 ksf 1.1 * (1.2D + 1.6*L +0.5* (L or S)) 1.1 * (1.2D + 1.6(Lr or S) + (f_1 L or 0.8W)) Figure 31-3 Overturning soil loading profile. 1.1 * (1.2D + 1.3W +f_1 L + 0.5(Lr or S )) 1.1 * (1.2D + 1.0E + (f_1 LL_ + f_2 S)) 1.1 * (0.9D + 1.0E or 1.3W) 1.1 * (0.9D - 1.0E or 1.3W)
1.833 2.489 1.512 2.314 1.440 1.833 1.178 1.374 1.833 2.489 ksf ult 1.364
1.4D + 1.7L 0.75 (1.4D + 1.7L + 1.7W) 1.1 * 0.75 (1.4D + 1.7L + 1.7E) 0.9D + 1.3W 1.1 * (0.9D + 1.3 E) 1.4D + 1.7L + 1.7H 0.9D + 0L + 1.7H 0.75 (1.4D + 1.4T + 1.7L) 1.4 (D + T)
row 50
row 60
wind + DL ultimate / wind + LL row 70
Page 31 - 3
CONCRETE DESIGN IN BEARING 1 0.5 0 -0.5 -1 -1.5
21562196.xls row 80
-2 0
2.5
5
7.5
10
12.5
15
17.5
20
22.5
Figure 31-5 SOIL PRESSURE PROFILE
Figure 31-4 SOIL PRESSURE VIEW q loaded q unload 3a L W
1.66 ksf 0.000 ksf 19.98 ft 21 ft 17 ft
soil pressure loading slab + DL + LL 3 * ax or ay or length/width of footing length of footing in direction of 3a width of footing perpindicular to direction of vessel movement
h d
2.5 ft 2.17 ft
depth of footing
ratio ratio use
0.89 unitless 1 unitless
ratio of LRFD to ASD loads use this ratio of LRFD to ASD loads
0.000 1.66 row 90
1.121 1.453 Figure 31-6 SOIL PRESSURE DIAGRAM
2.17 ft
Moment One Determine cantilever moment from face of equivalent square. Use and averaged soil pressure agains an approximated beam of width = d. Cant 1 q triangle q rect q avg M Mu
6.50 ft 1.453 ksf 0.000 ksf 1.453 ksf 30.7 k-ft 30.7 k-ft ult
row 100 6.50
cantilevered slab approximated to face of equivalent square (1 - 2.50 /MIN(21.00, 19.98)) * (1.661 - 0.000) Equivalent Rectangle
row 110
Figure 31-7 LOADING PLAN Moment 2 CG down M q triangle q rect q M2 M3 M sum Mu
6.5 ft 6.5 ft FALSE -2.7 1.121 ksf 0.00 ksf 1.121 ksf 15.8 k-ft 0 k-ft 15.8 k-ft 15.8 k-ft ult
baseplate(s) bearing down to loaded edge full triangle (1 - 6.50 /MIN(21.00, 19.98)) * (1.661 - 0.000) row 120 for reference 6.50 * 2/3 * 1.121 * 6.50 /2 0.000 * 6.50^2 /2
Figure 31-8 LOADING PLAN row 130
Page 31 - 4
31
21562196.xls
Page 31 - 5
21562196.xls
Page 31 - 6
21562196.xls
x y
0 0
21 0
21 -1.66
1.02 0
14.5 0
14.5 0.83
13.98 0.17
14.5 0
Page 31 - 7
21562196.xls
Page 31 - 8
21562196.xls
Page 31 - 9
21562196.xls
15.03 0.17
FOUNDATION DESIGN
31
EXHAUST STACK
Christy 07:03 08/31/09
ENGINEERING with the SPREADSHEET Copyright 2006 American Society of Civil Engineers A
B
C
D
E
21562196.xls F
G
H
I
J
K
L
M
N
Page 31 - 2
CONCRETE DESIGN IN UPLIFT For Bolt Circle cg 8.00 ft longest cg to be considered radius 2.00 ft radius of tank pads or bolts from CL tank box 3.54 ft (PI()*radius^2)^0.5 equivalent side of square arm 4.46 ft slab_h q_ult Pu Mu
2.00 ft 0.42 ksf_ult 1.9 k_ult 4.2 k-ft_ult
depth of slab 1.4 * slab_h * 0.15 k/ft3 force top reinforcing in tension
LRFD FACTORING '97 UBC DL 1.31 ksf wind+DL 2.18 ksf wind 0.87 ksf
4.46 8.00
1612.2.1 Basic load combinations with exception 2 -- multiply loads with 1.1 for loads including seismic forces D 1.309 dead load -- max DL righting moment L 0 live load or earth pressure Lr 0 roof live load S 0 snow W 0.874 wind E 0 seismic -- when derived from the UBC, use E/1.4 T 0 differential settlement H 0 earth pressure F 0 fluid pressure, load factor = 1.4 f1
1.0
f2
0.2
E_
1.1 multiplier
12-1 12-2 12-3 12-4 12-5a 12-6a 12-6b max 1909.2 9-1 9-2a 9-2b 9-3a 9-3b 9-4a 9-4b 9-5 9-6 max ratio
21562196.xls row 20
3.54
Figure 31-1 CIRCULAR LOADING PLAN
row 30
DL 1.309 ksf LL 0.000 ksf Figure 31-2 At-rest DL and LL loads. row 40
1.0 floors in public assembly, LL >100 psf, garage 0.5 of other live loads 0.7 roofs that can't shed snow, 0.2 other use 1.1 for concrete and masonry subjected to seismic forces
2.016 1.728 2.497 2.978 1.728 2.546 2.546 2.978 ksf ult
1.1 * 1.4 D wind + DL 2.18 ksf 1.1 * (1.2D + 1.6*L +0.5* (L or S)) 1.1 * (1.2D + 1.6(Lr or S) + (f_1 L or 0.8W)) Figure 31-3 Overturning soil loading profile. 1.1 * (1.2D + 1.3W +f_1 L + 0.5(Lr or S )) 1.1 * (1.2D + 1.0E + (f_1 LL_ + f_2 S)) 1.1 * (0.9D + 1.0E or 1.3W) 1.1 * (0.9D - 1.0E or 1.3W)
1.833 2.489 1.512 2.314 1.440 1.833 1.178 1.374 1.833 2.489 ksf ult 1.364
1.4D + 1.7L 0.75 (1.4D + 1.7L + 1.7W) 1.1 * 0.75 (1.4D + 1.7L + 1.7E) 0.9D + 1.3W 1.1 * (0.9D + 1.3 E) 1.4D + 1.7L + 1.7H 0.9D + 0L + 1.7H 0.75 (1.4D + 1.4T + 1.7L) 1.4 (D + T)
row 50
row 60
wind + DL ultimate / wind + LL row 70
Page 31 - 3
CONCRETE DESIGN IN BEARING 1 0.5 0 -0.5 -1 -1.5
21562196.xls row 80
-2 0
2.5
5
7.5
10
12.5
15
17.5
20
22.5
Figure 31-5 SOIL PRESSURE PROFILE
Figure 31-4 SOIL PRESSURE VIEW q loaded q unload 3a L W
1.66 ksf 0.000 ksf 19.98 ft 21 ft 17 ft
soil pressure loading slab + DL + LL 3 * ax or ay or length/width of footing length of footing in direction of 3a width of footing perpindicular to direction of vessel movement
h d
2.5 ft 2.17 ft
depth of footing
ratio ratio use
0.89 unitless 1 unitless
ratio of LRFD to ASD loads use this ratio of LRFD to ASD loads
0.000 1.66 row 90
1.121 1.453 Figure 31-6 SOIL PRESSURE DIAGRAM
2.17 ft
Moment One Determine cantilever moment from face of equivalent square. Use and averaged soil pressure agains an approximated beam of width = d. Cant 1 q triangle q rect q avg M Mu
6.50 ft 1.453 ksf 0.000 ksf 1.453 ksf 30.7 k-ft 30.7 k-ft ult
row 100 6.50
cantilevered slab approximated to face of equivalent square (1 - 2.50 /MIN(21.00, 19.98)) * (1.661 - 0.000) Equivalent Rectangle
row 110
Figure 31-7 LOADING PLAN Moment 2 CG down M q triangle q rect q M2 M3 M sum Mu
6.5 ft 6.5 ft FALSE -2.7 1.121 ksf 0.00 ksf 1.121 ksf 15.8 k-ft 0 k-ft 15.8 k-ft 15.8 k-ft ult
baseplate(s) bearing down to loaded edge full triangle (1 - 6.50 /MIN(21.00, 19.98)) * (1.661 - 0.000) row 120 for reference 6.50 * 2/3 * 1.121 * 6.50 /2 0.000 * 6.50^2 /2
Figure 31-8 LOADING PLAN row 130
Page 31 - 4
31
21562196.xls
Page 31 - 5
21562196.xls
Page 31 - 6
21562196.xls
x y
0 0
21 0
21 -1.66
1.02 0
14.5 0
14.5 0.83
13.98 0.17
14.5 0
Page 31 - 7
21562196.xls
Page 31 - 8
21562196.xls
Page 31 - 9
21562196.xls
15.03 0.17
Related Documents
31 Foundation Design
May 2020 1
Pump Foundation Design - Dynamics.pdf
May 2020 3
31 Design Of Adhesive Joints
April 2020 2
Foundation)
June 2020 33
Foundation
October 2019 41