Download - RC_cantilever retaining wall_final.xls
-
DATE
PREPARED
CHECKED
DESIGN CONDITIONS
materials soil conditions
yield strength of steel, fy 276 mPA unit weight of soil, s 16.00 KN/m^3
comp. strength of concrete, f'c 21 mPA soil internal friction angle, 25.00 degbackfill and embedment angle of backfill, - deg
height of backfill,HT 1.50 m soil~concrete friction coeff 0.50
height of toe embedment,HE 0.50 m allowable soil pressure, Qu 87 kPa (Terzaghi value / SFb )
surcharge pressure 10.00 KN/m^2 (or enter value here, Qu)--> 70.00 kPa
safety factor, overturning 1.50 safety factor, sliding 1.25 safety factor, bearing cap. 2.00
WALL DIMENSIONS
trial dimensions
length of base, LB 900 mm
length of toe,LT 297 mm
length of heel,LH 453 mm
thickness of base, DB 150 mm
stem thickness top, WST 150 mm
stem thickness bottom, WSB 150 mm
length of stem,LS 1,350 mm
final dimensionslength of base, LB 1,150
length of toe,LT 400
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DATE
PREPARED
CHECKED
DESIGN OF STEM DESIGN OF HEELdesign moment at stem, Mu 10.81 KN-m design moment at heel, Mu 9.69 KN-m
design shear at stem, Vu 19.37 KN rebar diameter 12 mm
required steel area,As 629 mm^2shear rebar spacing 185 mm
shear capacity of concrete,Vc 78.64 kN temp bar diameter 12 mm
>Vu :. OK rebar spacing 283 mm
vertical bars ( rear face ) DESIGN OF TOE
rebar diameter 16 mm design moment at toe, Mu 6.74 KN-m
required steel area,As 619 mm^2 rebar diameter 12 mm
rebar spacing 405 mm required steel area,As 629 mm^2req'd development length, Ldb 244 mm rebar spacing 185 mm
actual development length, Ld 72 mm temp bar diameter 12 mm
use 90deg hook rebar spacing 283 mm
vertical bars ( front face ) DESIGN OF SHEAR KEY
rebar diameter 12 mm required shear key resistance 4.02 KN
required steel area,As 150 mm^2 required height of key 404 mm
rebar spacing 750 mm width of shear key 200 mm
design moment at key, Mu 1.75 KN-mhorizontal bars ( rear face ) design shear at key, Vu 6.84 KN
rebar diameter 10 mm
required steel area,As 125 mm^2 flexure
rebar spacing 625 mm rebar diameter 16 mm
required steel area,As 619 mm^2horizontal bars ( front face ) rebar spacing 405 mm
rebar diameter 10 mm shear
required steel area,As 250 mm^2 shear capacity of concrete,Vc 83.26 kN
rebar spacing 310 mm >Vu :. OK
REINFORCEMENT LAYOUT
vertical bars @front face vertical bars @ rear face
horizontal bars @ front face horizontal bars @ rear face
flexural bars at heel
Ldb = 377mm
use 90deg hook
Ldb = 244mm temp bars at heel
use 90deg hook
thk of base
200mm
flexural bars at toe PROVIDE SHEAR KEY height of shear key
404mm
temp bars at heel
vertical bars @ shear key
200mm
width of shear key horizontal bars @ shear key
12mm diam @ 283mm o.c.
16mm diam @
185mm o.c.12mm diam @
extend every 2 rebars to full base width
(extend 140mm beyond front face)
12mm diam @ 185mm o.c.
(extend 140mm beyond rear face)
extend every 2 rebars to full base width
12mm diam @ 283mm o.c.
16mm diam @ 405mm o.c.
12mm diam @ 283mm o.c.
12mm diam @ 750mm o.c.
10mm diam @ 625mm o.c.10mm diam @ 310mm o.c.
405mm o.c.
PARTICULARS
DESIGN OF CANTILEVER RETAINING WALLPROJECT
OWNER
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70.00
PROVIDE SHEAR KEY
0 :. OK
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137.21 140 12
283 1.52834237 2
>Vu :. OK
137.21 140 12
283 1.52834237 2
12
283
use 90deg hook
12
377
72
use 90deg hook
243.93 245
-
414
276
3000 20.7
3500 24.2
4000 27.6
4500 31.1
5000 34.5
5500 38.0
6000 41.4
8 mm
10 mm
12 mm
16 mm
20 mm
25 mm
28 mm
30 mm
32 mm
36 mm
40 mm
w x RMw1 4.23 0.58 2.43 w2 4.76 0.37 1.77 w3 - 0.30 - w4 0.09 0.3100 0.03 w5 1.92 0.1485 0.29 w6 14.31 0.6735 9.64
25.32 14.16
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W1 6.00
W2 12.96 W3 2.82
X 50.99987305
Y 27.19993229F1 5.439986458
F2 13.57
W1 1.88
19.7113025 h^2 3.22439745
1.97113025 h 0.7972269
(4.02)
3.88535446
(317.09)
17.9156683
-1.9711302 15.944538 -19.886799
0.40445166 -0.5044517
1 0
0.40445166 0 0.40445166
m 15.69
phi 0.00507
mn 1.75
1.26
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x y
0 1,550 length of base, LB
0 1550 200 1,550 0 200 length of toe,LT
0 200 200 200 (400) 200 length of heel,LH
0 0 200 200 (400) 0 thickness of base, DB
750 0 750 200 (400) 0 stem thickness top, WST
750 0 750 0 750 0 stem thickness bottom, WSB
-400 0 length of stem,LS
200
200
200
unit weight of soil KN/m^3
height of retaining wall m
surcharge pressure KN/m^2
stem height 1,350 mm
stem width bottom 200 mm
stem width top 150
heel length 600 mm
heel width 200 mm
toe length 400 mm
toe width 200 mm
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length of base, LB 1150
length of toe,LT 400
length of heel,LH 600
thickness of base, DB 200
stem thickness top, WST 150
stem thickness bottom, WSB 150
length of stem,LS 1350
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DATE
COMPUTATION db d As reqd n n used As 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 ( Mn / ( bd^2))10 125 634 8.1 9 707 1.1148
fc : 20.7 mPA m 15.685 fy/.85fc12 124 629 5.6 6 679 1.0789
width, b : 1000 mm rho 0.003 1/m(1-sqrt(a-2mRn/fy)16 122 619 3.1 4 804 1.2996
height, h : 200 mm rhomin 0.0051 1.4/fy20 120 609 1.9 2 628 1.0322
ds : 0 mm rhomax 0.028 (.75Beta1/m)(600/600+fy)25 118 596 1.2 2 982 1.6472
min cover : 70 mm 28 116 588 1.0 2 1232 2.0930
16.00 rho 1 0.0051 32 114 578 0.7 2 1608 2.7816
db : 16 mm 36 112 568 0.6 2 2036 3.5833
effective d : 122.0 mm rho used 0.0051
RESULTS :
rebar details
As reqd : 618.84 mm^2 use 3 16n : 3.08
3.08
n used : 3.08 beam diagram
As actual : 618.84 mm^2
clear spacing 390.19 mm bar spacing OK( > 25mm)
spacing o.c. 406.19 mm
width,b = 1000 height,h =
REMARKS :
PROJECT PREPARED BY
PARTICULARS
DATA
OK
OWNER CHECKED BY
- mm rebars @
300
200
-
5/29/2012 PROJECT
JBN OWNER
COE
clear space
63.00 OK 0.125
96.25 OK
157.60 OK
265.33 OK
820.00 OK 11.25 41
810.00 OK 11.052632 24
804.00 OK
796.00 OK
788.00 OK
OK
1.7190476 13.44 8.064 6.2003968
405 57.5144.92754
1.4285714
35 24.137931
200
y x
IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT
STEAG STATE POWER, INC
OKmm O.C.
-
wt of stem 13.44
wt of heel 7.2 x
wt of soil 28.8 x
36
f= 66.666667 53.226667 1.4785185
IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT
STEAG STATE POWER, INC
-
DATE
COMPUTATION db d As reqd n n used As actual ratio
Mn: 9.69 kN-m Beta1 0.850 8 126 639 12.7 13 653 1.0224
fy : 276.0 mPA Rn 0.700 ( Mn / ( bd^2))10 125 634 8.1 9 707 1.1148
fc : 20.7 mPA m 15.685 fy/.85fc12 124 629 5.6 6 679 1.0789
width, b : 1000 mm rho 0.003 1/m(1-sqrt(a-2mRn/fy)16 122 619 3.1 4 804 1.2996
height, h : 200 mm rhomin 0.0051 1.4/fy20 120 609 1.9 2 628 1.0322
ds : 0 mm rhomax 0.028 (.75Beta1/m)(600/600+fy)25 118 596 1.2 2 982 1.6472
min cover : 70 mm 28 116 588 1.0 2 1232 2.0930
16.00 rho 1 0.0051 32 114 578 0.7 2 1608 2.7816
db : 12 mm 36 112 568 0.6 2 2036 3.5833
effective d : 124.0 mm rho used 0.0051
RESULTS :
rebar details
As reqd : 628.99 mm^2 use 6 12n : 5.56
5.56
n used : 5.56 beam diagram
As actual : 628.99 mm^2
clear spacing 173.91 mm bar spacing OK( > 25mm)
spacing o.c. 185.91 mm
width,b = 1000 height,h =
REMARKS :
PROJECT PREPARED BY
DATA
OK
OWNER CHECKED BY
PARTICULARS
- mm rebars @
300
200
-
5/29/2012 PROJECT
JBN OWNER
COE
clear space
63.00 OK 0.125
96.25 OK
157.60 OK
265.33 OK
820.00 OK 11.25 41
810.00 OK 11.052632 24
804.00 OK
796.00 OK
788.00 OK
OK
1.7190476 13.44 8.064 6.2003968
185 57.5144.92754
1.4285714
35 24.137931
200
y x
IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT
STEAG STATE POWER, INC
OKmm O.C.
-
wt of stem 13.44
wt of heel 7.2 x
wt of soil 28.8 x
36
f= 66.666667 53.226667 1.4785185
IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT
STEAG STATE POWER, INC
-
DATE
COMPUTATION db d As reqd n n used As actual ratio
Mn: 6.74 kN-m Beta1 0.850 8 126 639 12.7 13 653 1.0224
fy : 276.0 mPA Rn 0.487 ( Mn / ( bd^2))10 125 634 8.1 9 707 1.1148
fc : 20.7 mPA m 15.685 fy/.85fc12 124 629 5.6 6 679 1.0789
width, b : 1000 mm rho 0.002 1/m(1-sqrt(a-2mRn/fy)16 122 619 3.1 4 804 1.2996
height, h : 200 mm rhomin 0.0051 1.4/fy20 120 609 1.9 2 628 1.0322
ds : 0 mm rhomax 0.028 (.75Beta1/m)(600/600+fy)25 118 596 1.2 2 982 1.6472
min cover : 70 mm 28 116 588 1.0 2 1232 2.0930
16.00 rho 1 0.0051 32 114 578 0.7 2 1608 2.7816
db : 12 mm 36 112 568 0.6 2 2036 3.5833
effective d : 124.0 mm rho used 0.0051
RESULTS :
rebar details
As reqd : 628.99 mm^2 use 6 12n : 5.56
5.56
n used : 5.56 beam diagram
As actual : 628.99 mm^2
clear spacing 173.91 mm bar spacing OK( > 25mm)
spacing o.c. 185.91 mm
width,b = 1000 height,h =
REMARKS :
PROJECT PREPARED BY
DATA
OK
OWNER CHECKED BY
PARTICULARS
- mm rebars @
300
200
-
5/29/2012 PROJECT
JBN OWNER
COE
clear space
63.00 OK 0.125
96.25 OK
157.60 OK
265.33 OK
820.00 OK 11.25 41
810.00 OK 11.052632 24
804.00 OK
796.00 OK
788.00 OK
OK
1.7190476 13.44 8.064 6.2003968
185 57.5144.92754
1.4285714
35 24.137931
200
y x
IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT
STEAG STATE POWER, INC
OKmm O.C.
-
wt of stem 13.44
wt of heel 7.2 x
wt of soil 28.8 x
36
f= 66.666667 53.226667 1.4785185
IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT
STEAG STATE POWER, INC
-
DATE 5/29/2012
JBN
COE
COMPUTATION As reqd n n used As actual ratio clear space
Mn: 1.75 kN-m Beta1 0.850 639 12.7 13 653 1.0224 63.00 OK
fy : 276.0 mPA Rn 0.131 634 8.1 9 707 1.1148 96.25 OK
fc : 20.7 mPA m 15.685 629 5.6 6 679 1.0789 157.60 OK
width, b : 1000 mm rho 0.0005 619 3.1 4 804 1.2996 265.33 OK
height, h : 200 mm rhomin 0.0051 609 1.9 2 628 1.0322 820.00 OK
ds : 0 mm rhomax 0.028 596 1.2 2 982 1.6472 810.00 OK
min cover : 70 mm 588 1.0 2 1232 2.0930 804.00 OK
16.00 rho 1 0.0051 578 0.7 2 1608 2.7816 796.00 OK
db : 16 mm 568 0.6 2 2036 3.5833 788.00 OK
effective d : 122.0 mm rho used 0.0051
RESULTS :
rebar details
As reqd : 618.84 mm^2 use 3 16 405n : 3.08
3.08
n used : 3.08 beam diagram
As actual : 618.84 mm^2
clear spacing 390.19 mm bar spacing OK( > 25mm)
spacing o.c. 406.19 mm
width,b = 1000 height,h = 200
REMARKS :
y
PROJECT PREPARED BY
DATA
OK
OWNER CHECKED BY
PARTICULARS
- mm rebars @ mm O.C.
300
200
-
PROJECT
OWNER
0.125
11.25 41
11.052632 24 wt of stem 13.44
wt of heel 7.2
wt of soil 28.8
OK 36
1.7190476 13.44 8.064 6.2003968
f= 66.666667
57.5
144.92754
1.4285714
35 24.137931
y x
IMPROVEMENT OF POWER SUPPLY AT GATE 1 PROJECT
STEAG STATE POWER, INC
-
xx
53.226667 1.4785185
-
length B 1 ultimate bearing capacity
width L 1.15
depth of embedment D 0.50
unit wt soil 16.00
angle of internal friction 25 0.436332c 0
bearing capacity factor Nq 10.66 1.00shape factor sq 1.41depth factor dq 1.16
inclination factor iq 1.00 17.31502
ground factor gq 1.00base factor bq 1.00
Nc 20.72
shape factor sc 1.45
depth factor dc 1.20
inclination factor ic 1.00 0
ground factor gc 0.00
base factor bc 0.00
N 6.76shape factor s 0.65depth factor d 1.00
inclination factor i 1.00 4.407585ground factor g 1.00
base factor b 1.00
p 118,JE Bowles
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ultimate bearing capacity qu kPa
138.5201
qult 173.78 kn/m^2
0 F 2.00
qa 86.89 kn/m^2
8.9 tons/m^2
10.2 tons
35.26068