DESIGN OF CANTILEVER RETAINING WALL PROJECT OWNER PARTICULARS DESIGN CONDITIONS
DATE PREPARED CHECKED
materials
soil conditions unit weight of soil, λs soil internal friction angle, ø angle of backfill,β soil~concrete friction coeff allowable soil pressure, Qu (or enter value here, Qu)-->
yield strength of steel, fy 276 mPA comp. strength strength of concrete, concrete, f'c mPA backfill and embedment height of backfill,HT 1.50 m height of toe embedment,HE 0.50 m surcharge pressure . KN/m^ (1.02 tons/m^2) safety fa factor, ov overturning
1.50
safety factor, sliding
1.25
16.00 . 0.50 87 .
KN/m^3 deg deg kPa (Terzaghi value / SFb ) kPa
safety factor, bearing cap.
2.00
WALL DIMENSIONS trial dimensions length of base, LB length of toe,LT length of heel,LH thickness of base, DB stem thickness top, WST stem thickness bottom, WSB length of stem,LS
2000
900 297 453 150 150 150 1,350
mm mm mm mm mm mm mm
1,550
1000
final dimensions length of base, LB length of toe,LT length of heel,LH thickness of base, DB stem stem thickn thickness ess top, top, WST WST stem thickness thickness bottom, bottom, WSB length of stem,LS
, 400 <-- or enter revised value 600 <-- or enter revised value 200 <-- or enter revised value <-- or enter revised value 1,350
(400) 750 0 0 0 0 1 -
0
0 0 0 1
RESULTANT FORCES equiv quivaalent lent hei heigh ghtt of sur surch chaarge rge,HS ,HS 0.6 0.625 acti active ve soil soil pres pressu surre coef coeff, f, Ka 0.4 0.406 passi assive ve soil soil pre pressur ssuree co coeff, eff, Kp 2.4 2.464 P P2 6 P3 0.04927826 total overturning moment, OM 8 total sliding force, PS 13
m
KN KN KN KN KN-m KN
total righting moment,RM facto actorr of saf safety ety again gainst st over overtturn urning ing total sliding resistance factor of safety against sliding checking eccentricity, e min soil pressure max soil pressure
14.16 1.72 .72 12.66 .
KN-m OK KN PROVIDE SHEAR KEY
0.34 NOT OK (17.09) <0 :. NOT OK 61.11
DESIGN OF CANTILEVER RETAINING WALL PROJECT OWNER PARTICULARS
DATE PREPARED CHECKED
DESIGN OF STEM design moment at at stem, Mu Mu design shear at stem, Vu
. kN >Vu :. OK
DESIGN OF HEEL design moment at heel, Mu rebar diameter required steel area,As rebar spacing temp bar diameter rebar spacing
9.69 KN-m mm 629 mm^2 185 mm mm 283 mm
16 mm 619 mm^2 405 mm mm 72 mm use 90deg hook
DESIGN OF TOE design moment at toe, Mu rebar diameter required steel area,As rebar spacing temp bar diameter rebar spacing
6.74 KN-m 12 mm 629 mm^2 mm 12 mm 283 mm
DESIGN OF SHEAR KEY required shear key resistance required height of key width of shear key design moment at key, Mu design shear at key, Vu
4.02 KN mm 200 mm 1.75 KN-m . KN
10.81 KN-m . KN
shear shear capacity of concrete,Vc
vertical bars ( rear face ) rebar diameter required steel area,As rebar spacing req'd development length, Ldb actual development length, Ld
vertical bars ( front face ) rebar diameter required steel area,As rebar spacing horizontal bars ( rear face ) rebar diameter required steel area,As rebar spacing horizontal bars ( front face ) rebar diameter required steel area,As rebar spacing
12 mm mm^ 750 mm
10 mm 125 mm m m^2 mm
flexure rebar diameter required steel area,As rebar spacing
mm 250 mm^2 310 mm
mm 619 mm^2 405 mm
shear shear capacity of concrete,Vc
83.26 kN >Vu :. OK
REINFORCEMENT LAYOUT
vertical bars @front face 12mm diam diam @ 750m 750mm m o.c.
vertical bars @ rear face 16mm diam @ 405mm o.c.
horizontal bars @ front face 10mm diam diam @ 310m 310mm m o.c.
horizontal bars @ rear face 10mm diam diam @ 625m 625mm m o.c.
Ldb = 377mm use 90deg hook
flexural bars at heel 12mm diam @ 185mm o.c. (extend 140mm beyond rear face)
Ldb = 244mm use 90deg hook
temp bars at heel 12mm diam diam @ 283m 283mm m o.c.
thk of base 200mm extend every 2 rebars to full base width
flexural bars at toe 12mm diam diam @ 185m 185mm m o.c. (extend 140mm beyond front face)
PROVIDE SHEAR KEY
temp bars at heel 12mm diam diam @ 283m 283mm m o.c.
height of shear key 404mm extend every 2 rebars to full base width
vertical bars @ shear key 16mm diam diam @ 405m 405mm m o.c. 200mm width of shear key
horizontal bars @ shear key 12mm diam diam @ 283m 283mm m o.c.
70.00
PROVIDE SHEAR KEY 0 :. OK
length of base, LB length of toe,LT length of heel,LH thickness of base, DB stem thickness top, WST stem thickness bo bottom, WS WSB length of stem,LS
40 0 60 0
1150 . .
KN KN
150 1350
NO SHEAR KEY NEEDED
1
.
283 1.52834237
2
283 1.52834237
2
>Vu :. OK
.
12 283 use 90deg hook 12 377 use 90deg hook
.
414 276
3000 3500 4000 4500 5000 5500 6000
20.7 24.2 27.6 31.1 34.5 38.0 41.4
8 mm 10 mm 12 mm 16 mm 20 mm 25 mm 28 mm 30 mm 32 mm 36 mm 40 mm
w1 w2 w3 w4 w5 w6
w x 0.58 4.23 0.37 4.76 0.30 0.3100 0.09 1.92 0.1485 14.31 0.6735 25.32
RM 2.43 1.77 0.03 0.29 9.64
14.16
W W2 W3
. 12.96 2.82
X Y F1 F2 W
. 27.19993229 5.439986458 13.57 .
19.7113025 h^2 1.97113025 h (4.02) 3.88535446 (317.09) 17.9156683 -1.9711302
m phi mn
3.22439745 0.7972269
15.944538 -19.886799 0.40445166 -0.5044517 1 0 0.40445166 0 0.40445166
15.69 0.00507 1.75 1.26
x
y 0 0 0 750 750 -400
1550 200 0 0 0 0
0 200 200 200 750 750
1,550 1,550 200 200 200 0
200 200 200
unit weight of soil height of retaining wall surcharge pressure stem height stem width bottom stem width top heel length heel width toe length toe width
KN/m^3 m KN/m^2 1,350 200 150 600 200 400 200
mm mm mm mm mm mm
0 (400) (400) (400) 750
200 200 0 0 0
lengt le len thicknes stem thickn stem thickness leng
h of base, LB gth of toe,LT th of heel,LH of base, DB ss top, WST bottom, WSB th of stem,LS
1150 400 600 200 150 150 1350
DATE PROJECT
PREPARED BY
OWNER
CHECKED BY
PARTICULARS DATA
COMPUTATION
db
d
As reqd
n
n used
s actual ratio
Mn:
10.81 kN-m
Beta1
0.850
8
126
639
12.7
13
653
1.0224
fy :
276.0 mPA
Rn
0.807
10
125
634
8.1
9
707
1.1148
fc :
20.7 mPA
m
15.685
12
124
629
5.6
6
679
1.0789
width, b :
1000 mm
rho
0.003
16
122
619
3.1
4
804
1.2996
height, h :
200 mm
rhomin
0.0051
20
120
609
1.9
2
628
1.0322
ds :
0 mm
rhomax
0.028
25
118
596
1.2
2
982
1.6472
min cover :
70 mm
28
116
588
1.0
2
1232
2.0930
32
114
578
0.7
2
1608
2.7816
36
112
568
0.6
2
2036
3.5833
16.00 db : effective d :
16 mm 122.0 mm
rho 1 rho used
0.0051 0.0051
RESULTS : rebar details As reqd : n:
use
618.84 mm^2 3.08
-
mm rebars @
OK
3.08 n used : As actual :
3.08
beam diagram
618.84 mm^2
clear spacing
390.19 mm
spacing o.c.
406.19 mm
bar spacing OK( > 25mm) 200 300
width,b = 1000
REMARKS :
height,h =
5/29/2012
PROJECT IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT OWNER
JBN
STEAG STATE POWER, INC
COE
clear space 63.00 96.25 157.60 265.33 820.00 810.00 804.00 796.00 788.00
OK OK OK OK OK OK OK OK OK
0.125
11.25 11.052632
41 24
OK 1.7190476
13.44
57.5
mm O.C.
144.92754
1.4285714 35 24.137931
200
y
x
8.064 6.2003968
wt of stem wt of heel wt of soil
13.44 7.2 x 28.8 x 36
f=
66.666667 53.226667 1.4785185
DATE PROJECT
PREPARED BY
OWNER
CHECKED BY
PARTICULARS DATA
COMPUTATION
db
d
As reqd
n
n used As actua
ratio
Beta1
0.850
8
126
639
12.7
13
653
1.0224
Mn:
9.69 kN-m
fy :
276.0 mPA
Rn
0.700
10
125
634
8.1
9
707
1.1148
fc :
20.7 mPA
m
15.685
12
124
629
5.6
6
679
1.0789
width, b :
1000 mm
rho
0.003
16
122
619
3.1
4
804
1.2996
height, h :
200 mm
rhomin
0.0051
20
120
609
1.9
2
628
1.0322
ds :
0 mm
rhomax
0.028
25
118
596
1.2
2
982
1.6472
min cover :
70 mm
28
116
588
1.0
2
1232
2.0930
32
114
578
0.7
2
1608
2.7816
36
112
568
0.6
2
2036
3.5833
16.00 db : effective d :
12 mm 124.0 mm
rho 1 rho used
0.0051 0.0051
RESULTS : rebar details As reqd : n:
use
628.99 mm^2 5.56
-
mm rebars @
OK
5.56 n used : As actual :
5.56
beam diagram
628.99 mm^2
clear spacing
173.91 mm
spacing o.c.
185.91 mm
bar spacing OK( > 25mm) 200 300
width,b = 1000
REMARKS :
height,h =
5/29/2012
PROJECT IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT OWNER
JBN
STEAG STATE POWER, INC
COE
clear space 63.00 96.25 157.60 265.33 820.00 810.00 804.00 796.00 788.00
OK OK OK OK OK OK OK OK OK
0.125
11.25 11.052632
41 24
OK 1.7190476
13.44
57.5
mm O.C.
144.92754
1.4285714 35 24.137931
200
y
x
8.064 6.2003968
wt of stem wt of heel wt of soil
13.44 7.2 x 28.8 x 36
f=
66.666667 53.226667 1.4785185
DATE PROJECT
PREPARED BY
OWNER
CHECKED BY
PARTICULARS DATA
COMPUTATION
db
d
As reqd
n
n used As actua
ratio
Beta1
0.850
8
126
639
12.7
13
653
1.0224
Mn:
6.74 kN-m
fy :
276.0 mPA
Rn
0.487
10
125
634
8.1
9
707
1.1148
fc :
20.7 mPA
m
15.685
12
124
629
5.6
6
679
1.0789
width, b :
1000 mm
rho
0.002
16
122
619
3.1
4
804
1.2996
height, h :
200 mm
rhomin
0.0051
20
120
609
1.9
2
628
1.0322
ds :
0 mm
rhomax
0.028
25
118
596
1.2
2
982
1.6472
min cover :
70 mm
28
116
588
1.0
2
1232
2.0930
32
114
578
0.7
2
1608
2.7816
36
112
568
0.6
2
2036
3.5833
16.00 db : effective d :
12 mm 124.0 mm
rho 1 rho used
0.0051 0.0051
RESULTS : rebar details As reqd : n:
use
628.99 mm^2 5.56
-
mm rebars @
OK
5.56 n used : As actual :
5.56
beam diagram
628.99 mm^2
clear spacing
173.91 mm
spacing o.c.
185.91 mm
bar spacing OK( > 25mm) 200 300
width,b = 1000
REMARKS :
height,h =
5/29/2012
PROJECT IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT OWNER
JBN
STEAG STATE POWER, INC
COE
clear space 63.00 96.25 157.60 265.33 820.00 810.00 804.00 796.00 788.00
OK OK OK OK OK OK OK OK OK
0.125
11.25 11.052632
41 24
OK 1.7190476
13.44
57.5
mm O.C.
144.92754
1.4285714 35 24.137931
200
y
x
8.064 6.2003968
wt of stem wt of heel wt of soil
13.44 7.2 x 28.8 x 36
f=
66.666667 53.226667 1.4785185
DATE
5/29/2012
PROJECT
PREPARED BY
JBN
OWNER
CHECKED BY
COE
PARTICULARS DATA
COMPUTATION
Mn:
1.75 kN-m
fy : fc :
As reqd
n
n used
s actua
ratio
clear space
Beta1
0.850
639
12.7
13
653
1.0224
63.00
276.0 mPA
Rn
0.131
634
8.1
9
707
1.1148
96.25
20.7 mPA
m
15.685
629
5.6
6
679
1.0789
157.60
width, b :
1000 mm
rho
0.0005
619
3.1
4
804
1.2996
265.33
height, h :
200 mm
rhomin
0.0051
609
1.9
2
628
1.0322
820.00
ds :
0 mm
rhomax
0.028
596
1.2
2
982
1.6472
810.00
min cover :
70 mm
588
1.0
2
1232
2.0930
804.00
578
0.7
2
1608
2.7816
796.00
568
0.6
2
2036
3.5833
788.00
16.00 db : effective d :
16 mm 122.0 mm
rho 1 rho used
0.0051
OK OK OK OK OK OK OK OK OK
0.0051 RESULTS : rebar details
As reqd : n:
use
618.84 mm^2 3.08
-
mm rebars @
mm O.C.
OK
3.08 n used : As actual :
3.08
beam diagram
618.84 mm^2
clear spacing
390.19 mm
spacing o.c.
406.19 mm
bar spacing OK( > 25mm) 200 300
width,b = 1000
height,h = 200
REMARKS : y
PROJECT IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT OWNER
STEAG STATE POWER, INC
0.125
11.25 11.052632
41 24
wt of stem wt of heel wt of soil
OK
13.44 7.2 28.8 36
1.7190476
13.44
8.064 6.2003968 f=
57.5 144.92754
1.4285714 35 24.137931
x
66.666667
x x
53.226667 1.4785185
p 118,JE Bowles
length width depth of embedment
B L D
unit wt soil angle of internal friction
γ
bearing capacity factor shape factor depth factor inclination factor ground factor base factor
1 1.15 0.50
φ c
16.00 25 0.436332 0
Nq sq dq iq gq bq
10.66 1.41 1.16 1.00 1.00 1.00
Nc shape factor
sc
20.72 1.45
depth factor
dc
1.20
inclination factor
ic
1.00
ground factor
gc
0.00
base factor
bc
0.00
Nγ sγ dγ iγ gγ bγ
6.76 0.65 1.00 1.00 1.00 1.00
shape depth inclination ground base
factor factor factor factor factor
ulti
1.00
17.31502
0
4.407585
imate bearing capacity
kPa
qu
138.5201
qult 0
F qa
173.78 kn/m^2 2.00 86.89 kn/m^2
8.9 tons/m^2 10.2 tons 35.26068
