Location
-
: Top wall level River bed level Ground water level River water level Foundation level
= = = = =
Dimension H = 11.50
m
B =
10.00
m
b11 = b21 =
1.00 7.50
m m
b12 = b22 =
0.50 1.50
m m
b13 = b23 =
0.00 1.00
m m
h1 = h4 =
11.50 2.00
m m
h31 = hw1 =
1.00 7.50
m m
h32 = hw2 =
0.50 6.50
m m
= =
0.50 2.40
t/m t/m
Kh
0.18 1.00
t/m
= = =
0.00 5.71 0.00
uu
q (t/m2)
b11
b12
b13
79.00 69.50 75.00 74.00 67.50
m m m m m L
=
(unit length) 1.00 m
a
H=h1
hw1
h32
hw2 h31
b21
b22
q
h4
Backfill soil 3 t/m 1.80 soil = 3 t/m 2.00 sat = o = 30.0 2 t/m c = 0.00 Foundation soil 3 t/m 1.00 s' =
b23
B
Section of Retaining wall
o
= 30.0 2 t/m cB = 0.00 Friction coefficient = 0.50 B
Uplift coefficient U = 1.00
Cover of bar Wall d back = 7 d front = 7 Footing d upper = 7 d lower = 7
cm cm
c
2
w
= =
o
(for stability analysis)
o
(for structural analysis)
o
Safety factor (normal) (seismic) |e| < B/6=1.92 B/3=3.33 Overturning fs > Sliding 2.00 1.25 Reaction of foundation soil qmax > qa qa=q =qu/ u/3 3 qa qae= e=qu qu/2 /2 Allowable Allowable stress 2 Compressive kg/cm 60 90 ca = 2 Tensile kg/cm 1850 2775 sa = 2 Shear kg/cm = 5.5 8.25 a Young's modulus ratio 24 16
cm cm
108393437.xls.ms_office-9/4/2012
STABILITY
: D1 - Hulu
Normal Condition
Seismic Condition
a) Stability against overturning
a) Stability against overturning
|e| =
0.69 m < B/6 =
1.67 m
|e| =
OK!
b) Stability against sliding Fs =
2.02
>
2 . 00
OK!
b) Stability against sliding OK!
Fs =
c) Reaction of foundation soil 2
1.09 m < B/3 = 3.33 m
1 . 26
>
1.25
OK!
c) Reaction of foundation soil 2
2
2
STABILITY
: D1 - Hulu
Normal Condition
Seismic Condition
a) Stability against overturning
a) Stability against overturning
|e| =
0.69 m < B/6 =
1.67 m
|e| =
OK!
b) Stability against sliding Fs =
2.02
>
2 . 00
26.72
q2 =
16.46
2
t/m 2 t/m
OK!
b) Stability against sliding OK!
Fs =
c) Reaction of foundation soil q1 =
1.09 m < B/3 = 3.33 m
1 . 26
>
1.25
OK!
c) Reaction of foundation soil
< qa =
48.67
< qa =
48.67
2
t/m 2 t/m
OK!
q1 =
29.93
OK!
q2 =
12.40
2
t/m 2 t/m
< qae =
73.00
< qae =
73.00
2
t/m 2 t/m
OK! OK!
108393437.xls.ms_office-9/4/2012
Stressing of Reinforcement and Concrete Name of of St Structure Location
: D1 - Hulu : 0
Normal Condition
Allowable compressive stress ( Allowable tensile stress ( sa)
ca)
Allowable shearing stress ( a) Young's modulus ratio
A
A D
C
B
B
D
C
Item b (cm) h (cm) d1 (cm) d2 (cm) d (cm) M (ton m) S (ton)
Section A-A 100.0 90.0 7.0 back 7.0 front 83.0 7 5
= =
60 1850
= =
5.5 24
Section B-B 100.0 150.0 7.0 back 7.0 front 143.0 106 30
2
kg/cm 2 kg/cm 2 kg/cm Section C-C 100.0 150.0 7.0 lower 7.0 upper 143.0 12 23
Section D-D 100.0 150.0 7.0 upper 7.0 lower 143.0 106 22
Bar size and spacing (mm) Section of Retaining wall
Bar (As1) Bar (As2) Stress Stress Stress
Seismic Condition
c s
D 25 D 16 7 390 0.61
200 250
D 25 D 16 -
OK! OK! OK!
Allowable compressive stress ( Allowable tensile stress ( sa) Allowable shearing stress ( a) Young's modulus ratio
100 125
35 1699 2.11 ca)
D 16 D 16 -
OK! OK! OK! = = = =
90 2775 8.25 16
250 250
8 1080 1.62 2
kg/cm 2 kg/cm 2 kg/cm
OK! OK! OK!
D 25 D 16 35 1699 1. 5 2
100 250 OK! OK! OK!
Stressing of Reinforcement and Concrete Name of of St Structure Location
: D1 - Hulu : 0
Normal Condition
Allowable compressive stress ( Allowable tensile stress ( sa)
ca)
Allowable shearing stress ( a) Young's modulus ratio Item b (cm) h (cm) d1 (cm) d2 (cm) d (cm) M (ton m) S (ton)
A
A D
C
B
B
D
C
Section A-A 100.0 90.0 7.0 back 7.0 front 83.0 7 5
= =
60 1850
= =
5.5 24
2
kg/cm 2 kg/cm 2 kg/cm
Section B-B 100.0 150.0 7.0 back 7.0 front 143.0 106 30
Section C-C 100.0 150.0 7.0 lower 7.0 upper 143.0 12 23
Section D-D 100.0 150.0 7.0 upper 7.0 lower 143.0 106 22
Bar size and spacing (mm) Section of Retaining wall
Bar (As1) Bar (As2) Stress Stress Stress
Seismic Condition
Item b (cm) h (cm) d1 (cm) d2 (cm) d (cm)
A C
B
B
D
200 250
7 390 0.61
D 25 D 16 -
OK! OK! OK!
Section A-A 100.0 9 0. 0 7.0 7.0 8 3. 0
M (ton m) S (ton)
C
100 125
35 1699 2.11
Allowable compressive stress ( Allowable tensile stress ( sa) Allowable shearing stress ( a) Young's modulus ratio
A D
c s
D 25 D 16 -
ca)
D 16 D 16 -
OK! OK! OK! = = = =
8 1080 1.62
D 25 D 16 -
OK! OK! OK!
100 250
35 1699 1. 5 2
OK! OK! OK!
2
kg/cm 2 kg/cm 2 kg/cm
90 2775 8.25 16
Section B-B 1 0 0. 0 15 0 .0 7.0 7.0 14 3 .0
11 8
250 250
Section C-C 100.0 150.0 7. 0 7. 0 143.0
1 62 46
Section D-D 100.0 150.0 7.0 7.0 143.0
13 26
162 28
Bar size and spacing (mm) Section of Retaining wall
Bar (As1) Bar (As2) Stress c Stress s Stress
D 25 - 200 D 16 - 250 13 OK! 583 OK! 0.93 OK!
D 25 - 100 D 16 - 125 62 OK! 2554 OK! 3.19 OK!
D 16 - 250 D 16 - 250 11 OK! 1204 OK! 1.82 OK!
D 25 - 100 D 16 - 250 62 OK! 2554 OK! 1.95 OK!
108393437.xls.ms_office-9/4/2012
Stability4/30
1. Design Data 1.1 Dimensions
q (t/m2)
B
=
10.00
m
H
=
11.50
m
L
=
1.00
m (u ( unit length)
b11
=
1.00
m
b21
=
7.50
m
b12
=
0.50
m
b13
=
0.00
m
b22
=
1.50
m
b23
=
1.00
m
h1
=
11.50
m
h4
=
2.00
m
h31
=
1.00
m
hw1
h32
=
0.50
m
hw2
= =
7.50 6.50
m m
b11
b12
b13
H=h1
hw1 h32
1.2 Parameters
gc
0.50 0.00 2.40
t/m2 (for normal condition) 2 t/m (for seismic condition) t/m
gw
=
1.00
t/m
1.80
t/m3
2.00
t/m
Backfill soil gsoil = gsat
c
= =
0.00
hw2
h31
= = =
q
h4
t/m
b2
Foundation soil gs' = 1.00 cB fB
= =
b2
b23
Section of Retaining Wall B
0.00 30.00
t/m3 (=gsat-gw) t/m o
Safety factor Overturning norma rmal
|e|
seis seismi mic c
|e|< |e|
Stability4/30
1. Design Data 1.1 Dimensions
q (t/m2)
B
=
10.00
m
H
=
11.50
m
L
=
1.00
m (u ( unit length)
b11
=
1.00
m
b21
=
7.50
m
b12
=
0.50
m
b13
=
0.00
m
b22
=
1.50
m
b23
=
1.00
m
h1
=
11.50
m
h4
=
2.00
m
h31
=
1.00
m
hw1
h32
=
0.50
m
hw2
= =
7.50 6.50
m m
b11
b12
b13
H=h1
hw1 h32
1.2 Parameters
h31
gc
= = =
0.50 0.00 2.40
t/m2 (for normal condition) 2 t/m (for seismic condition) t/m
gw
=
1.00
t/m
1.80
t/m3
2.00
t/m
q
Backfill soil gsoil = gsat
c
= =
0.00
b2
Foundation soil gs' = 1.00 cB
b2
=
Safety factor Overturning
t/m3 (=gsat-gw) t/m
0.00
o
t/m
fB
=
30.00
m
=
0.50
(Friction coefficient)
Um
=
1.00
(Uplift coefficient)
f
=
30.00
b
=
0.000
o
0.000
o
(for stability analysis)
=
5.711
o
(for structural analysis)
=
0.000
o
(for stability analysis in normal condition, d = b)
20.00
o
(for structural analysis in normal condition, d = 2/3 f)
=
24.23
o
(for stability analysis in seismic condition, see Section 2.3)
=
15.00
o
(for structural analysis in seismic condition, d = 1/2 f)
o
( = Arc = Arc tan(Kh) tan(Kh) )
d
=
=
F
= 10.204
b23
Section of Retaining Wall B
o
a
hw2
h4
norma rmal
|e|
seis seismi mic c
|e|< |e|
Sliding normal
fs > 2.00
seismic
fs > 1.25
Reaction of foundation soil normal
Kh
=
qmax
seismic
qmax
0.18
2. Stability Calculation 2.1 Case 1 (Normal condition, condition, with vertical live load) 1.00 q =
0.50
2
t/m
0.50 0.00
qa1
9
Pa1 Pa2
7
10
11.50
10.00 qa2
7.50
11
8
Pw1
12
Pa4
qa4
5
4
2.00 1
qw1
0.50
6
Pa3
qa3
2
Pu1 qu1 7.50
qu2 1.50
Pu2 1.00
Acting Load Load in Case Case 1
108393437.xls.ms_office-9/4/2012
Pp1
3
O
qp1
6.50 Pw2
1.00 qw2
Stability5/30
(1) Vertical Load No. 1 1.00 2 1.50 3 1.00 4 0.50 5 0.50 6 0.50 7 10.00 8 0.50 9 0.50 10 7.50 11 7.50 12 0.50 q 0.50 T o t a l(1 to q) Pu1 7.50 Pu2 6.50 Total ( 1 to Pu2)
x x x x x x x x x x x x x
Description 7.50 x 2.40 1.50 x 2.40 1.00 x 2.40 0.50 x 7.50 0.50 x 1.00 10.00 x 1.00 0.50 x 2.40 10.00 x 0.00 10.00 x 1.00 4.00 x 1.80 6.00 x 2.00 7.50 x 0.50 8.50
x x
10.00 10.00
x x
0.50 0.50
x x x
2.40 2.40 2.40
x x
2.40 1.80
x
2.00
x x
-1.00 -1.00
W 18.000 5.400 2.400 4.500 0.600 12.000 12.000 0.000 9.000 54.000 90.000 3.750 4.250 215.900 -37.500 -32.500 145.900
X 6.250 1.750 0.500 5.000 0.333 2.167 1.250 1.000 2.167 6.250 6.250 7.500 5.750 6.667 3.333
(2) Horizontal Load Coefficient of Active earth pressure Cos2(f -a) Ka = Cos2a x Cos(a+d) x
1+
2
Sin(f+d) x Sinf Cos( a+d) x Cos a
(for stability analysis) =
0.000
2
=
Cos a
2
=
Cos( a+d)
=
a
Cos (f -a)
o
d
=
0.000
0.750
Sin(f+d)
=
0.500
1.000
Sinf
=
0.500
1.000
Cosa
=
1.000
d
=
20.000
o
0.333 for stability analysis
Ka =
(for structural analysis) o
=
5.711
2
=
0.831
Sin(f+d)
=
0.766
Cos a
2
=
0.990
Sinf
=
0.500
Cos( a+d)
=
0.901
Cosa
=
0.995
a
Cos (f -a)
o
0.341 for structural analysis
Ka' =
Coefficient of Passive earth pressure Cos2(f+a) Kp = Cos2a x Cos(a -d) x
Cos(a -d) x Cosa o
0.000 0.500 0.500 1.000
= = = =
0.167 2.400 2.567 2.500
qw 1 = hw1 x gw
=
7.500 ton/m
qw 2 = hw2 x gw qp1 = Kp x h4 x (gsat - gw)
= =
6.500 ton/m 6.000 ton/m
Kp = qa1 qa2 qa3 qa4
= = = =
0.000 0.750 1.000 1.000
o
2
Sin(f+d) x Sinf
= = = =
a Cos (f+a) 2 Cos a Cos( a -d) 2
= = = =
1-
d Sin(f+d) Sinf Cosa
3.000 Ka x q Ka x (h1- hw1) x gsoil qa1 + qa2 Ka x hw1 x (gsat - gw)
108393437.xls.ms_office-9/4/2012
ton/m ton/m ton/m ton/m
WxX 112.50 9.45 1.20 22.50 0.20 26.00 15.00 0.00 19.50 337.50 562.50 28.13 24.44 1,158.92 -250.00 -108.33 800.58
Stability6/30 No. Pa1 Pa2 Pa3 Pa4 Pw1 Pw2 Pp1 Total
0.167 2.400 2.567 2.500 7.500 -6.500 -6.000
Description 4.00 4.00 x 0.50 7.50 7.50 x 0.50 7.50 x 0.50 6.50 x 0.50 2.00 x 0.50
x x x x x x x
H 0.667 4.800 19.250 9.375 28.125 -21.125 -6.000 35.092
Y 9.500 8.833 3.750 2.500 2.500 2.167 0.667
HxY 6.33 42.40 72.19 23.44 70.31 -45.77 -4.00 164.90
(3) Stability Calculation a) Stability against overturning a) -1 Without Uplift B = 10.00 m SWxX-SHxY
1,158.92 -
X =
164.90
= SW
B e =
4.604
m
=
0.396
m
=
4.357
m
4.357
=
0.643
m
0.50
x
10.00 -
2 a) -2 With Uplift B = 10.00
= 215.900
X
=
-
4.604
-
164.90
SWxX-SHxY
800.58 =
SW
m
OK !
< B/6
=
1.667
m
OK !
10.00 -
X
=
-
2
2
b) Stability against sliding b)-1 Without Uplift SH Sliding force :
=
35.092 ton
HR = m x S W
Resistance :
(friction coefficient : m = HR
= 0.50
)
=
3.076
>
=
35.092 ton
215.900 =
107.950 ton
107.950 =
SH b)-2 With Uplift Sliding force :
OK !
2.00
35.092 SH
HR = m x S W
Resistance :
=
(friction coefficient : m = HR Fs =
1.667
145.900
B
Fs =
=
m
X =
e =
< B/6
2
0.50
x
145.900 =
72.950
ton
0.5 )
72.950 =
SH
2.079
=
>
2.00
OK !
35.092
c) Reaction of foundation soil SW 6xe q1,2 = x (1 + ) B B 215.900 q1 =
6x
0.396
x (1 + 10.00
26.720 t/m
2
<
qa
=
48.667 t/m
2
OK !
) =
2 16.460 t/m
<
qa
=
48.667 t/m
2
OK !
10.00
215.900 q2 =
) = 6x
x (1 10.00
0.396
10.00 Reaction of Foundation Soil in Case 1
2
2
16.460 t/m
- t/m 2
26.720 t/m
in case, e > 0 (applicable)
108393437.xls.ms_office-9/4/2012
2
- t/m
in case, e < 0 (not applicable)
Stability7/30
2.2 Case 2 (Normal condition, condition, without vertical live load) 1.00 q =
0.50
2
t/m
0.50 0.00 qa1
9
Pa1 Pa2
7
10
11.50
10.00 qa2
7.50
11
8
Pw1
12
Pa4
qa4
5
4
2.00 1
qw1
0.50
6
Pa3
2
3
qu2 1.50
Pu2
Pu1
qa3
qu1 7.50
Pp1
O
qp1
qw2
1.00
Acting Load in Case Case 2
(1) Vertical Load No. 1 1.00 2 1.50 3 1.00 4 0.50 5 0.50 6 0.50 7 10.00 8 0.50 9 0.50 10 7.50 11 7.50 12 0.50 T o t a l (1 to 12) Pu1 7.50 Pu2 6.50 Total ( 1 to Pu2)
x x x x x x x x x x x x
Description 7.50 x 2.40 1.50 x 2.40 1.00 x 2.40 0.50 x 7.50 0.50 x 1.00 10.00 x 1.00 0.50 x 2.40 10.00 x 0.00 10.00 x 1.00 4.00 x 1.80 6.00 x 2.00 7.50 x 0.50
x x
10.00 10.00
x x
0.50 0.50
x x x
2.40 2.40 2.40
x x
2.40 1.80
x
2.00
x x
-1.00 -1.00
W 18.000 5.400 2.400 4.500 0.600 12.000 12.000 0.000 9.000 54.000 90.000 3.750 211.650 -37.500 -32.500 141.650
X 6.250 1.750 0.500 5.000 0.333 2.167 1.250 1.000 2.167 6.250 6.250 7.500 6.667 3.333
WxX 112.50 9.45 1.20 22.50 0.20 26.00 15.00 0.00 19.50 337.50 562.50 28.13 1134.48 -250.00 -108.33 776.15
(2) Horizontal Load Coefficient of Active earth pressure Ka =
0.333 (for stability analysis)
Ka ' =
0.341 (for structural analysis)
Coefficient of Passive earth pressure Kp =
3.000
qa1 = Ka x q qa2 = Ka x (h1- hw1) x gsoil
= =
0.167 ton/m 2.400 ton/m
qa3 = qa1 + qa2 qa4 = Ka x hw1 x (gsat - gw)
= =
2.567 ton/m 2.500 ton/m
qw 1 = hw1 x gw
=
7.500 ton/m
qw2 = hw2 x gw
=
qp1 = Kp x h4 x (gsat - gw)
=
6.500 ton/m 6.000 ton/m
No. Pa1 Pa2 Pa3 Pa4 Pw1 Pw2 Pp1 Total
0.167 2.400 2.567 2.500 7.500 -6.500 -6.000
x x x x x x x
108393437.xls.ms_office-9/4/2012
Description 4.00 4.00 x 0.50 7.50 7.50 x 0.50 7.50 x 0.50 6.50 x 0.50 2.00 x 0.50
H 0.667 4.800 19.250 9.375 28.125 -21.125 -6.000 35.092
Y 9.500 8.833 3.750 2.500 2.500 2.167 0.667
6.50 Pw2
1.00
HxY 6.33 42.40 72.19 23.44 70.31 -45.77 -4.00 164.90
Stability8/30
(3) Stability Calculation a) Stability against overturning a)-1 Without Uplift B = 10.00 m SWxX-SHxY
1,134.48 -
X =
164.90
= SW
B e =
4.581
m
=
0.419
m
=
4.315
m
4.315
=
0.685
m
0.50
x
10.00 -
2 a)-2 With Uplift B = 10.00
= 211.650
X
=
-
4.581
-
164.90
SWxX-SHxY
776.15 =
SW
m
OK !
< B/6
=
1.667
m
OK !
10.00 -
X
=
-
2
2
b) Stability against sliding b)-1 without Uplift Pressure SH Sliding force :
=
35.092 ton
HR = m x S W
Resistance :
=
(friction coefficient : m = HR
211.650 =
105.825 ton
0.5 )
105.825 =
3.02
=
SH 35.092 b)-2 with Uplift Pressure SH Sliding force :
=
OK !
2.00
=
(friction coefficient : m = HR
>
35.092 ton
HR = m x S W
Resistance :
Fs =
1.667
141.650
B
Fs =
=
m
X =
e =
< B/6
2
0.50
x
141.650 =
70.825
ton
0.5 )
70.825 =
SH
2.02
=
>
2.00
OK !
35.092
c) Reaction of foundation soil SW
6xe x (1 +
q1,2 = B 211.650 q1 =
) B 6x
0.419
x (1 + 10.00
26.486 t/m
2
<
qa
=
48.667 t/m
2
OK !
) =
15.844 t/m
2
<
qa
=
48.667 t/m
2
OK !
10.00
211.650 q2 =
) = 6x
0.419
x (1 10.00
10.00
2
2
15.844 t/m
- t/m 2
26.486 t/m
in case, e > 0 (applicable) Reaction of Foundation Soil in Case 2
108393437.xls.ms_office-9/4/2012
2
- t/m
in case, e < 0 (not applicable)
Stability9/30
2.3 Case 3 (Seismic condition) condition) 1.00 0.50 0.00 9
10.00
11
qa1 Pw1
8
0.50
6
Pa2
7.50
7
10
Pa1
11.50
12
5
4
Pa3 1
qw1
qa3
2
Pp1
3
Pu1
qa2
qu1 7.50
O
Pu2 1.00
qu2 1.50
2.00
qp1
qw2
Acting Load in Case 3
(1) Ve Vertical Lo Load
= Same as as Ca Case 2
(2) Horizontal Load f b q
o
= = =
o
a 30.00 = 0.000 (for stability analysis) o o a 0.00 = 5.711 (for structural analysis) 2 0.00 t/m (for seismic condition)
Coefficient of Active earth pressure Cos2(f-F-a) Kae = CosF x Cos2a x Cos(a+d+F) x 1+
Sin( f+d) x Sin(f-b-F) Cos(a+d+F) x Cos(a-b)
(for stability analysis) a
=
0.000
o
tan d =
Sin f Sin ( F + D - b ) 1 - Sin f Cos ( F + D - b )
sin D=
Sin ( F + b ) Sin f
Sin (F+ b ) =
0.177
Sin D
=
0.354
Sin(F+D-b) =
0.514
tan d
=
2
=
24.23
Sin f
=
0.500
D
=
20.73
d
then
Cos(F+D-b)=
0.858
0.885
Sin(f+d)
=
0.811
CosF
=
0.984
Sin(f-b-F)
=
0.339
=
1.000
Cos(a-b)
=
1.000
Cos(a+d+F =
0.825
d
=
15.00
2
Cos a
Kae =
0.438
o
0.450
Cos (f-F-a)=
(for stability analysis)
(for structural analysis) o
=
5.711
Cos (f-F-a)=
0.941
Sin(f+d)
=
0.707
CosF
=
0.984
Sin(f-b-F)
=
0.339
=
0.990
Cos(a-b)
=
0.995
Cos(a+d+F)=
0.858
a 2
2
Cos a
108393437.xls.ms_office-9/4/2012
o
= 10.204 (F = Arc tan(Kh) ) Kh = 0.18 F
o
2
6.50 Pw2
1.00
Stability10/30 Kae =
0.481
(for structural analysis)
Coefficient of Passive earth pressure Cos2(f-F+a) Kpe = CosF x Cos2a x Cos(a+d-F) x 1= a Cos (f-F+a)= CosF = 2 Cos a = Cos(a+d-F)= 2
Kpe =
0.000 0.885 0.984 1.000 0.970
o
Sin(f-d) x Sin(f+b-F)
2
Cos(a+d-F) x Cos( a-b)
= d Sin(f-d) = Sin(f+b-F) = Cos(a-b) =
24.23 0.101 0.339 1.000
o
1.406
qa1 = Kae x ( h 1 - hw1) x gsoil qa2 = qa2 qa3 = Kae x hw1 x (gsat - gw)
= = =
3.154 ton/m 3.154 ton/m 3.285 ton/m
qw 1 = hw1 x gw
=
7.500 ton/m
qw 2 = hw2 x gw qp1 = Kp x h4 x (gsat - gw)
= =
6.500 ton/m 2.812 ton/m
No. 1 2 3 4 5 6 7 8 Pw1 Pw2 Pa1 pa2 Pa3 Pp1 Total
0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.50 0.50 0.50 3.15 0.50 -2.812
x x x x x x x x x x x x x x
Description 18.00 5.40 2.40 4.50 0.60 12.00 12.00 0.00 7.50 x 7.50 -6.50 x 6.50 3.15 x 4.00 7.50 3.285 x 7.50 2.00 x 0.50
H 3.240 0.972 0.432 0.810 0.108 2.160 2.160 0.000 28.125 -21.125 6.307 23.652 12.319 -2.812 56.348
Y 0.500 0.750 0.500 1.167 1.167 4.833 6.500 4.833 2.500 2.167 8.833 3.750 2.500 2.000
HxY 1.62 0.73 0.22 0.95 0.13 10.44 14.04 0.00 70.31 -45.77 55.71 88.70 30.80 -5.62 222.24
(3) Stability Calculation a) Stability against overturning a)-1 Without Uplift B = 10.00 m SWxX-SHxY
X =
1,134.48 -
222.24
= SW
B e =
X
m
=
-
4.310
=
0.690
m
-
222.24 =
3.910
m
=
1.090
m
< B/3
=
3.333
m
OK !
< B/3
=
3.333
m
OK !
2 m
SWxX-SHxY
X =
776.15 =
SW
141.650
B e =
4.310
10.00 -
2 a)-2 With Uplift B = 10.00
= 211.650
10.00 -
2
108393437.xls.ms_office-9/4/2012
X
=
2
3.910
Stability11/30
b) Stability against sliding b)-1 Without Uplift SH Sliding force :
=
56.348 ton
HR = m x S W
Resistance :
(friction coefficient : m = HR Fs =
0.50
)
1.88
>
0.50
x
211.650 =
105.825 ton
105.825 =
SH b)-2 With Uplift Sliding force :
=
OK !
1.25
56.348 SH
=
56.348 ton
HR = m x S W
Resistance :
(friction coefficient : m = HR Fs =
=
= 0.50
)
1.26
>
0.50
x
141.650 =
70.825
ton
70.825 =
SH
=
1.25
OK !
56.348
c) Reaction of foundation soil c-1) in case, |e| < B/6 SW
(applicable) 6xe
x (1 +
q1,2 = B 211.650 q1 =
) B 6x
0.690
x (1 + 10.00
6x
qae
= 73.000
t/m
2
OK !
2
<
qae
= 73.000
t/m
2
OK !
qae
=
t/m
2
- t/m
2
) = 12.403
t/m
0.690
x (1 10.00
c-2) in case, B/6 < |e| < B/3
10.00
(not applicable)
2xSW q1' = = 3 x (B/2-|e|)
12.403 t/m
<
t/m
10.00
211.650 q2 =
2
) = 29.927
-
=
2
t/m
-
2
2
29.927 t/m
in case, e > 0 and e < B/6 (applicable)
in case, e > 0 and B/6 < e < B/3 (not applicable)
2
- t/m - t/m
2
- t/m
in case, e < 0 and |e| < B/6 (not applicable)
in case, e < 0 and B/6 < |e| < B/3 (not applicable)
Reaction of Foundation Soil in Case 3
108393437.xls.ms_office-9/4/2012
2
Stability12/30
2.4 Bearing Capacity of soil (1) Design Data fB
=
30.00
o
B
=
10.00
m
cB
=
0.00
t/m
z
=
2.00
m
2
=
1.00
t/m
L
=
1.00
m (unit length)
(2) Ultimate Bearing Capacity of soil, (qu) Calculation of ultimate bearing capacity will be obtained by applying the following Terzaghi's formula : qu
= (a x c x Nc) + (gsoil' x z x Nq) + ( b x gsoil x B x N g) Shape factor (Table 2.5 of KP-06) =
a
1.00
=
b
Shape of footing :
1
0.50 (strip)
Shape of footing 1 strip 2 square 3 rectangular, B x L (B < L) (B > L) L) 4 circular, diam eter = B
a 1.00 1.30 1.11 (= 1.09 + 0.21 B/L) (= 1.09 1.09 + 0.2 0.21 1 L/B) L/B) 1.30
b 0.50 0.40 0.40
0.30
Bearing capacity factor (Figure 2.3 of KP- 06, by Capper) Nc
=
36.0
Nq
f
Nc 0 5 10 15 20 25 30 35 37 39 >
qu
=
=
23.0 Nq 0.0 1.4 2.7 4.5 7.5 13.0 23.0 44.0 50.0 50.0
5.7 7.0 9.0 12.0 17.0 24.0 36.0 57.0 70.0 82.0
(a x c x Nc)
=
0.000
(gsoil x z x Nq)
=
46.000
(b x gsoil x B x N g)
=
100.000
146.000 t/m
Ng
=
20.0
Ng 0.0 0.0 0.2 2.3 4.7 9.5 20.0 41.0 55.0 73.0
2
(3) Allowable Bearing Capacity of soil, (qa) qa
=
qu / 3
=
48.667 t/m
2
(safety (safety factor factor = 3 , normal normal condit condition ion))
qae
=
qu / 2
=
73.000 t/m
2
(safety (safety factor factor = 2 , seismic seismic cond conditi ition) on)
108393437.xls.ms_office-9/4/2012
3
gs'
(=gsat-gw)
Structure13/30
3. Structure Calculation 3.1 Normal Condition (1) Wall
1.00 q =
0.50
2
t/m
0.50 0.00
qa1
Pa1 10.00
Pa2
A
A
B
B
0.9
qa2 6.00
Pw1
Pw2
Pa4 Pa3
0.50
qa4
qw1
1.00
5.00
qw2
qa3
1.00 7.50
1.50
1.00
Load Diagram on Wall in Normal Condition Ka =
Kha
0.341
a = d = cos (a+d) = = Ka x cos (a+d)
5.711 20.00 0.901
o o
=
0.307
a) Section A - A h = 4.00 qa1 = Kha x q
m
qa2 = Kha x h x gsoil No. Pa1 Pa2 Total
0.153 x 2.210 x
=
0.153 ton/m
=
2.210 ton/m
Description 4.00 4.00 x 0.50
Sa =
5.034
hw1 =
6.00
Ha 0.614 4.420 5.034 ton
Ma =
Y (from A-A) 2.000 1.333
7.122
Ha x Y 1.228 5.894 7.122
ton m
b) Section B - B h =
4.00
m
m
hw2 =
5.00 m
qa1 = Kha x q
=
0.153 ton/m
qa2 = Kha x h x gsoil qa3 = qa1 + qa2 qa4 = Kha x hw2 x (gsat - gw)
= = =
2.210 ton/m 2.364 ton/m 1.842 ton/m
qw1 = hw1 x gw qw2 = hw2 x gw
=
6.000 ton/m
=
5.000 ton/m
No. Pa1 Pa2 Pa3 Pa4 Pw1 Pw2 Total
0.153 2.210 2.364 1.842 6.000 -5.000
x x x x x x
Description 4.00 4.00 x 0.50 6.00 6.00 x 0.50 6.00 x 0.50 5.00 x 0.50
Sb =
108393437.xls.ms_office-9/4/2012
30.242
Hb 0.614 4.420 14.182 5.525 18.000 -12.500 30.242 ton
Mb =
Y (from B-B) 8.000 7.333 3.000 2.000 2.000 1.667
106.090
Ha x Y 4.911 32.416 42.546 11.051 36.000 (20.833) 106.090
ton m
Structure14/30
(2) Footing Case 1 (with vertical live load) q =
Case 2 (without vertical live load)
t/m2
0.50
q =
4.00
t/m2
0.50
4.00
4
4
6.00
D
6.00
C
0.50
D
C
0.50
1.00
1.00
1
3
D 7.50
1
3
C 1.50
D
C
7.50
1.00
1.50
1.00
5 4
4 3
in case, e > 0
1
3
1
in case, e > 0 6
6 2
10.260
2
2
2
16.460 t/m
24.925
15.844 t/m 2 24.155 t/m
2 23.826 t/m
2
2
25.694 t/m
25.422 t/m 2 26.720 t/m
2 26.486 t/m
in case, e < 0
in case, e < 0 2
6
2
6
2 - t/m
2 - t/m
2 - t/m
-
2 - t/m
2 - t/m
2 - t/m
-
Load Diagram on Footing in Normal Case
a) Section C - C Case 1 (with vertical live load) No. Description 1 1.000 x 1.00 x 2.40 0.500 x 1.00 x 2.40 2 -25.694 x 1.00 -1.026 x 1.00 x 0.50 Total Case 2 (without vertical live load) No. Description 1 1.000 x 1.00 x 2.40 0.500 x 1.00 x 2.40 2 -25.422 x 1.00 -1.064 x 1.00 x 0.50 Total Case 1 Case 2
108393437.xls.ms_office-9/4/2012
Sc Sc
x
x
= -23.207 ton = -22.954 ton
0.50
0.50
Hc 2.400 0.600 -25.694 -0.513 -23.207
X (from C-C) 0.500 0.333 0.500 0.667
Hc x X 1.200 0.200 -12.847 -0.342 -11.789
Hc 2.400 0.600 -25.422 -0.532 -22.954
X (from C-C) 0.500 0.333 0.500 0.667
Hc x X 1.200 0.200 -12.711 -0.355 -11.666
Mc Mc
= =
-11.789 -11.666
ton m ton m
Structure15/30
b) Section D - D Case 1 (with vertical live load) No. Description 3 1.000 x 7.50 x 2.40 0.500 x 7.50 x 2.40 4 4.000 x 7.50 x 1.80 6.000 x 7.50 x 2.00 0.500 x 7.50 x 2.00 5 0.500 x 7.50 6 -16.460 x 7.50 -7.695 x 7.50 x 0.50 Total Case 2 (without vertical live load) No. Description 3 1.000 x 7.50 x 2.40 0.500 x 7.50 x 2.40 4 4.000 x 7.50 x 1.80 6.000 x 7.50 x 2.00 0.500 x 7.50 x 2.00 6 -15.844 x 7.50 -7.982 x 7.50 x 0.50 Total Case 1 case 2
Sd Sd
= =
x
0.50
x
0.50
x
0.50
x
0.50
Hd 18.000 4.500 54.000 90.000 3.750 3.750 -123.450 -28.856 21.694
X (from D-D) 3.750 2.500 3.750 3.750 5.000 3.750 3.750 2.500
Hd x Y 67.500 11.250 202.500 337.500 18.750 14.063 -462.938 -72.141 116.484
Hd 18.000 4.500 54.000 90.000 3.750 -118.830 -29.931 21.489
X (from D-D) 3.750 2.500 3.750 3.750 5.000 3.750 2.500
Hd x Y 67.500 11.250 202.500 337.500 18.750 -445.613 -74.827 117.061
21.694 ton 21.489 ton
Md Md
116.484 117.061
= =
ton m ton m
3.2 Seismic Condition (1) Wall
1.00 0.50 0.00
1
Pa1
10.00
2
3
10.50 qa1 6.00
Pw1
0.50
A
B
B
Pa2
Pa3
qw1
1.00
A
5.00
Pw2
qa3
qw2
qa2
1.00 7.50
1.50
1.00
Load diagram on Wall for Seismic case Kae =
0.481
Khea
o
= 5.711 o = 15.00 d cos (a+d) = 0.935 = Kae x cos ( a+d) = a
0.450
Kh =
0.18
a) Section A - A h = 4.00 m qa1 = Khae x h x gsoil No. 1 0.500 x 2 4.000 x 3 0.500 x Pa1 3.239 x Total
= Description 4.000 x 0.400 0.500 x 2.400 4.000 x 0.000 4.000 x 0.500
Sae =
b) Section B - B
108393437.xls.ms_office-9/4/2012
7.688
x x x
ton
2.400 0.180 2.400
3.239 t/ t /m
x
0.180
x
0.180
Mae =
Hae 0.346 0.864 0.000 6.479 7.688
10.827
Y (from A-A) Hae x Y 1.333 0.461 2.000 1.728 1.333 0.000 1.333 8.638 10.827 ton m
Structure16/30
h =
hw1 =
4.00 m
hw2 =
6.00 m
5.00 m
qa1 = Khae x h x gsoil qa2 = qa1 qa3 = Khae x hw1 x ( gsat - gw)
= = =
3.463 t/ t /m 3.463 t/m 2.699 t/ t /m
qw1 = hw1 x gw
=
6.000 ton/m
qw2 = hw2 x gw
=
5.000 ton/m
No. Pa1 Pa2 Pa3 Pw1 Pw2 1 2 3 Total
3.463 3.463 2.699 6.000 -5.000 0.500 10.000 0.500
Description 4.00 x 0.50 6.00 6.00 x 0.50 6.00 x 0.50 5.00 x 0.50 10.00 x 1.00 0.50 x 2.40 10.00 x 0.00
x x x x x x x x
Sbe
x x x
2.40 0.18 2.40
x
0.18
x
0.18
45.624 ton
=
Mbe
Hbe 6.926 20.779 8.098 18.000 -12.500 2.160 2.160 0.000 45.624 =
162.495
Y (from B-B) Hbe x Y 7.333 50.794 3.000 62.338 2.000 16.197 2.000 36.000 1.667 -20.833 3.333 7.200 5.000 10.800 3.333 0.000 162.495 ton m
(2) Footing in case, e < B/6
in case, B/6 < e < B/3
4.00
4.00
4
4
6.00
D
6.00
C
0.50
D
C
0.50
1.00
1.00
1
3
D 7.50
1
3
C
D
1.50
1.00
7.50
C 1.00
1.50
4
4
3
in case, e > 0 ande < B/6
1
3
1
in case, e > 0 and B/6 < e < B/3 6
5
2
2 2
2
12.403 t/m
- t/m 2
25.546 t/m
2
2
28.175 t/m
- t/m 2
2
29.927 t/m
- t/m
in case, e < 0 and B/6 < |e| < B/3
in case, e < 0 and |e| < B/6 2
6
6
2 - t/m
2 - t/m
2 - t/m
2 - t/m
2 - t/m
2 - t/m
Load Diagram on Footing in Seismic Case
108393437.xls.ms_office-9/4/2012
2
- t
Structure17/30
a) Section C - C No. 1 2
1.000 0.500 -28.175 -1.752
x x x x
Description 1.00 x 2.40 1.00 x 2.40 1.00 1.00 x 0.50
x
0.50
Total Sce
= -26.051 ton
Mce
Hce 2.400 0.600 -28.175 -0.876 -26.051
X (from C-C) 0.500 0.333 0.500 0.667
Hce x X 1.200 0.200 -14.087 -0.584 -13.271
= -13.271 ton m
b) Section D - D No. 3 4 5
1.000 0.500 10.000 0.500 -12.403 -13.143
x x x x x x
Description 7.50 x 2.40 7.50 x 2.40 7.50 x 1.92 7.50 x 2.00 7.50 7.50 x 0.50
x
0.50
x
0.50
Total Sde
=
27.941 ton
Mde
Hde 18.000 4.500 144.000 3.750 -93.023 -49.286 27.941
X (from D-D) 3.750 2.500 3.750 5.000 3.750 2.500
Hde x X 67.500 11.250 540.000 18.750 -348.834 -123.216 165.450
= 165.450 ton m
3.3 Design Bending Moment and Shear Force (1) Bending moment and shear force in each case Description
Section Section Section Section
A-A B-B C-C D-D
Bending Moment Normal Seismic Case 1 Case 2 Case 3 7.122 7.122 10.827 106.090 106.090 162.495 11.789 11.666 13.271 116.484 117.061 165.450
Shear Force Normal Case 1 Case 2 5.034 5.034 30.242 30.242 23.207 22.954 21.694 21.489
(2) Design bending moment and shear force Description Section Section Section Section Note Notes: s:
Bending Moment Shear Force Normal Seismic Normal Seismic A-A 7.122 10.827 5.034 7.688 B-B 106.090 162.495 30.242 45.624 C-C 11.789 13.271 23.207 26.051 D-D 106.090 162.495 21.694 27.941 - Moment at Section C-C < Moment at Section B-B - Moment at Section D-D < Moment at Section B-B
108393437.xls.ms_office-9/4/2012
Seismic Case 3 7.688 45.624 26.051 27.941
Structure (2)18/30
3. Structure Calculation 3.1 Normal Condition (1) Wall
1.00 q =
0.50
2
t/m
0.50 0.00
qa1
Pa1 10.00
Pa2
A
A
B
B
0.9
qa2 6.00
Pw1
Pw2
Pa4 Pa3
0.50
qa4
qw1
1.00
5.00
qw2
qa3
1.00 7.50
1.50
1.00
Load Diagram on Wall in Normal Condition Ka =
0.341
= d = cos (a+d) = = Ka x cos (a+d) a
Kha
5.711 20.00 0.901
o o
=
0.307
a) Section A - A h = 4.00 qa1 = Kha x q
m
qa2 = Kha x h x gsoil No. Pa1 Pa2 Total
0.153 x 2.210 x
=
0.153 ton/m
=
2.210 ton/m
Description 4.00 4.00 x 0.50
Ha 0.614 4.420 5.034
Sa =
5.034
ton
hw1 =
6.00
m
Ma =
Y (from A-A) 2.000 1.333
7.122
Ha x Y 1.228 5.894 7.122
ton m
b) Section B - B h =
4.00
m
hw2 =
5.00 m
qa1 = Kha x q
=
0.153 ton/m
qa2 = Kha x h x gsoil qa3 = qa1 + qa2 qa4 = Kha x hw2 x (gsat - gw)
= = =
2.210 ton/m 2.364 ton/m 1.842 ton/m
qw1 = hw1 x gw qw2 = hw2 x gw
=
6.000 ton/m
=
5.000 ton/m
No. Pa1 Pa2 Pa3 Pa4 Pw1 Pw2 Total
0.153 2.210 2.364 1.842 6.000 -5.000
x x x x x x
Description 4.00 4.00 x 0.50 6.00 6.00 x 0.50 6.00 x 0.50 5.00 x 0.50
Sb =
108393437.xls.ms_office-9/4/2012
30.242
Hb 0.614 4.420 14.182 5.525 18.000 -12.500 30.242 ton
Mb =
Y (from B-B) 8.000 7.333 3.000 2.000 2.000 1.667
106.090
Ha x Y 4.911 32.416 42.546 11.051 36.000 (20.833) 106.090
ton m
Structure (2)19/30
(2) Footing Case 1 (with vertical live load) q =
Case 2 (without vertical live load)
2
t/m
0.50
q =
4.00
2
t/m
0.50
4.00 4
6.00
4
D
E
0.50
6.00
C
1.00
1.00
1
3
E
D 7.50
C 1
3
E
C 1.50
D
E
0.50
D
C
7.50
1.00
1.50
1.00
5 4
4 3
1
3
1
in case, e > 0
in case, e > 0 6
6 2
10.260 24.925
2
2
2
16.460 t/m
15.844 t/m 2
23.826 t/m
2
25.422 t/m
2
24.155 t/m 25.694 t/m
20.308
2
19.835 2
2
26.720 t/m
26.486 t/m
in case, e < 0
in case, e < 0 2
6
2
6
2
- t/m
2
- t/m
- t/m - t/m
2
- t/m
2
2
- t/m
-
2
-
Load Diagram on Footing in Normal Case
a) Section C - C Case 1 (with vertical live load) No. Description 1 1.000 x 1.00 x 2.40 0.500 x 1.00 x 2.40 2 -25.694 x 1.00 -1.026 x 1.00 x 0.50 Total Case 2 (without vertical live load) No. Description 1 1.000 x 1.00 x 2.40 0.500 x 1.00 x 2.40 2 -25.422 x 1.00 -1.064 x 1.00 x 0.50 Total Case 1 Case 2
108393437.xls.ms_office-9/4/2012
Sc Sc
x
x
= -23.207 ton = -22.954 ton
0.50
0.50
Hc 2.400 0.600 -25.694 -0.513 -23.207
X (from C-C) 0.500 0.333 0.500 0.667
Hc x X 1.200 0.200 -12.847 -0.342 -11.789
Hc 2.400 0.600 -25.422 -0.532 -22.954
X (from C-C) 0.500 0.333 0.500 0.667
Hc x X 1.200 0.200 -12.711 -0.355 -11.666
Mc Mc
= =
-11.789 -11.666
ton m ton m
Structure (2)20/30
c) Section E - E Case 1 (with vertical live No. 3 1.000 x 0.500 x 4 4.000 x 6.000 x 0.500 x 5 0.500 x 6 -16.460 x -3.848 x Total
load) Description 3.75 x 2.40 3.75 x 2.40 3.75 x 1.80 3.75 x 2.00 3.75 x 2.00 3.75 3.75 3.75 x 0.50
Case 2 (without vertical live load) No. Description 3 1.000 x 3.75 x 2.40 0.500 x 3.75 x 2.40 4 4.000 x 3.75 x 1.80 6.000 x 3.75 x 2.00 0.500 x 3.75 x 2.00 6 -15.844 x 3.75 -3.991 x 3.75 x 0.50 Total Case 1 Case 2
Sd Sd
= =
x
0.50
x
0.50
x
0.50
x
0.50
18.061 ton 18.227 ton
Hd 9.000 2.250 27.000 45.000 1.875 1.875 -61.725 -7.214 18.061
X (from D-D) 1.875 1.250 1.875 1.875 2.500 1.875 1.875 1.250
Hd x Y 16.875 2.813 50.625 84.375 4.688 3.516 -115.734 -9.018 38.139
Hd 9.000 2.250 27.000 45.000 1.875 -59.415 -7.483 18.227
X (from D-D) 1.875 1.250 1.875 1.875 2.500 1.875 1.250
Hd x Y 16.875 2.813 50.625 84.375 4.688 -111.403 -9.353 38.619
Md Md
38.139 38.619
= =
ton m ton m
3.2 Seismic Condition (1) Wall
1.00 0.50 0.00
1
Pa1
10.00
2
3
10.50 qa1 6.00
Pw1
0.50
A
B
B
Pa2
Pa3
qw1
1.00
A
5.00
Pw2
qa3
qw2
qa2
1.00 7.50
1.50
1.00
Load diagram on Wall for Seismic case Kae =
0.481
Khea
o
= 5.711 o = 15.00 d cos (a+d) = 0.935 Kae x cos ( + ) a d = = a
0.450
Kh =
0.18
a) Section A - A h = 4.00 m qa1 = Khae x h x gsoil No. 1 0.500 x 2 4.000 x 3 0.500 x Pa1 3.239 x Total
= Description 4.000 x 0.400 0.500 x 2.400 4.000 x 0.000 4.000 x 0.500
Sae =
b) Section B - B
108393437.xls.ms_office-9/4/2012
7.688
x x x
ton
2.400 0.180 2.400
3.239 t/ t /m
x
0.180
x
0.180
Mae =
Hae 0.346 0.864 0.000 6.479 7.688
10.827
Y (from A-A) Hae x Y 1.333 0.461 2.000 1.728 1.333 0.000 1.333 8.638 10.827 ton m
Structure (2)21/30
h =
hw1 =
4.00 m
hw2 =
6.00 m
5.00 m
qa1 = Khae x h x gsoil qa2 = qa1 qa3 = Khae x hw1 x ( gsat - gw)
= = =
3.463 t/ t /m 3.463 t/m 2.699 t/ t /m
qw1 = hw1 x gw
=
6.000 ton/m
qw2 = hw2 x gw
=
5.000 ton/m
No. Pa1 Pa2 Pa3 Pw1 Pw2 1 2 3 Total
3.463 3.463 2.699 6.000 -5.000 0.500 10.000 0.500
Description 4.00 x 0.50 6.00 6.00 x 0.50 6.00 x 0.50 5.00 x 0.50 10.00 x 1.00 0.50 x 2.40 10.00 x 0.00
x x x x x x x x
Sbe
x x x
2.40 0.18 2.40
x
0.18
x
0.18
45.624 ton
=
Mbe
Hbe 6.926 20.779 8.098 18.000 -12.500 2.160 2.160 0.000 45.624 =
162.495
Y (from B-B) Hbe x Y 7.333 50.794 3.000 62.338 2.000 16.197 2.000 36.000 1.667 -20.833 3.333 7.200 5.000 10.800 3.333 0.000 162.495 ton m
(2) Footing in case, e < B/6
in case, B/6 < e < B/3
4.00
4.00
4
4
6.00
D
6.00
C
0.50
D
C
0.50
1.00
1.00
1
3
D 7.50
1
3
C
D
1.50
1.00
7.50
C 1.00
1.50
4
4
3
in case, e > 0 ande < B/6
1
3
1
in case, e > 0 and B/6 < e < B/3 6
5
2
2 2
2
12.403 t/m
- t/m 2
25.546 t/m 18.975
2
2
28.175 t/m
- t/m 2
2
29.927 t/m
- t/m
in case, e < 0 and B/6 < |e| < B/3
in case, e < 0 and |e| < B/6 2
6
6
2 - t/m
2 - t/m
2 - t/m
2 - t/m
2 - t/m
2 - t/m
Load Diagram on Footing in Seismic Case
108393437.xls.ms_office-9/4/2012
2
-
Structure (2)22/30
a) Section C - C No. 1 2
1.000 0.500 -28.175 -1.752
x x x x
Description 1.00 x 2.40 1.00 x 2.40 1.00 1.00 x 0.50
x
Hce 2.400 0.600 -28.175 -0.876 -26.051
0.50
Total Sce
= -26.051 ton
Mce
X (from C-C) 0.500 0.333 0.500 0.667
Hce x X 1.200 0.200 -14.087 -0.584 -13.271
= -13.271 ton m
b) Section E - E No. 3 4 5
1.000 0.500 10.000 0.500 -12.403 -6.572
x x x x x x
Description 3.75 x 2.40 3.75 x 2.40 3.75 x 1.92 3.75 x 2.00 3.75 3.75 x 0.50
x
0.50
x
0.50
Hde 9.000 2.250 72.000 1.875 -46.511 -12.322 26.292
Total Sde
=
26.292 ton
Mde
=
X (from D-D) 1.875 1.250 1.875 2.500 1.875 1.250
Hde x X 16.875 2.813 135.000 4.688 -87.209 -15.402 56.764
56.764 ton m
3.3 Design Bending Moment and Shear Force (1) Bending moment and shear force in each case Description
Section Section Section Section
A-A B-B C-C E-E
Bending Moment Normal Seismic Case 1 Case 2 Case 3 7.122 7.122 10.827 106.090 106.090 162.495 11.789 11.666 13.271 38.139 38.619 56.764
Shear Force Normal Case 1 Case 2 5.034 5.034 30.242 30.242 23.207 22.954 18.061 18.227
(2) Design bending moment and shear force Description Section Section Section Section Note Notes: s:
Bending Moment Shear Force Normal Seismic Normal Seismic A-A 7.122 10.827 5.034 7.688 B-B 106.090 162.495 30.242 45.624 C-C 11.789 13.271 23.207 26.051 E-E 38.619 56.764 18.227 26.292 - Moment at Section C-C < Moment at Section B-B - Moment at Section D-D < Moment at Section B-B
108393437.xls.ms_office-9/4/2012
Seismic Case 3 7.688 45.624 26.051 26.292
Re-bar 23/30
Reinforcement Bar Arrangement and Stress Normal Condition Name of Structure Location
Bending moment Shearing force (joint) Axial force Height of member Covering depth Effective height Effective width Young's modulus ratio Required R-bar
: :
D1 - Hulu 0
M S N
kgfcm kgf kgf
h d' d b n
cm cm cm cm -
Asreq
cm2
R-bar arrangement Reinforcement Perimeter of R-bar
As U
cm2
x
cm
Compressive stress Allowable stress stress
sc sca
kgf/cm2 kgf/cm2
Tensile stress Allowable stress stress
ss ssa
kgf/cm2 kgf/cm2
Shearing stress at joint Allowable stress stress
t ta
kgf/cm2 kgf/cm2
Dist. from neutral axis
ｃｍ
W all (upper) Section A-A back front 712,163 5,034 0 90.0 7.0 83.0 100.0 24
150.0 7.0 143.0 100.0 24
5.18
Reinforcement
As
cm2
Minimum requirement of distribution bar
108393437.xls.ms_office-9/4/2012
Footing (toe) Section C-C lower upper 1,178,900 23,207 0 150.0 7.0 143.0 100.0 24
45.09
16~250
25~100
16~125
16~250
24.54 39.27
8.04 ok
49.09 78.54
16.08 ok
8.04 20.11
Footing (heel) Section D-D lower upper 10,609,021 21,694 0 150.0 7.0 143.0 100.0 24
4.69
25~200
45.09
16~250 8.04 ok
25~100
16~250
49.09 78.54
8.04 ok
25.93
47.45
21.64
47.45
7.4 60.0
35.2 60.0
8.0 60.0
35.2 60.0
390 1,850 ok 0.61 5.50 ok
ok 1,699 1,850 ok 2.11 5.50 ok
ok 1,080 1,850 ok 1.62 5.50 ok
ok 1,699 1,850 ok 1.52 5.50 ok
13,748,467 14,771,164 44 2,693 13,748,467 55 59 8.18 16~125 16.08 ok
1,565,235 4,568,003 17 6,427 1,565,235 19 20 1.34 16~200 10.05 ok
13,738,413 14,733,743 44 2,690 13,738,413 55 59 8.18 16~200 10.05 ok
ok
Resisting Moment Mr kgfcm Mr for compression Mrc kgfcm cm x for Mrc ss for Mrc kgf/cm2 Mr for tensile Mrs kgfcm cm x for Mrs sc for Mrs kgf/cm2 Distribution bar (>As/6 and >Asmin)
W all (lower) Section B-B back front 10,609,021 30,242 0
3,350,296 3,350,296 21 2,598 3,620,083 27 62 4.09 16~250 8.04 ok
1.34 16~250 8.04 ok
As min =
4.50
2.68 16~250 8.04 ok
cm2
1.34 16~200 10.05 ok
1.34 16~200 10.05 ok
Re-bar 24/30
Reinforcement Bar Arrangement and Stress Seismic Condition Name of Structure Location
Bending moment Shearing force (joint) Axial force Height of member Covering depth Effective height Effective width Young's modulus ratio Required R-bar
: :
D1 - Hulu 0
M S N
kgfcm kgf kgf
h d' d b n
cm cm cm cm -
Asreq
cm2
R-bar arrangement Reinforcement Perimeter of R-bar
As U
cm2
x
cm
Compressive stress Allowable stress stress
sc sca
kgf/cm2 kgf/cm2
Tensile stress Allowable stress stress
ss ssa
kgf/cm2 kgf/cm2
Shearing stress at joint Allowable stress stress
t ta
kgf/cm2 kgf/cm2
Resisting Moment Mr for compression x for Mrc ss for Mrc Mr for tensile x for Mrs sc for Mrs
Mr Mrc
kgfcm kgfcm cm kgf/cm2 kgfcm cm kgf/cm2
Dist. from neutral axis
ｃｍ
W all (upper) Section A-A back front 1,082,719 7,688 0 90.0 7.0 83.0 100.0 16
150.0 7.0 143.0 100.0 16
5.15
Distribution bar (>As/6 and >Asmin) Reinforcement As cm2
108393437.xls.ms_office-9/4/2012
Footing (toe) Section C-C lower upper 1,327,143 26,051 0 150.0 7.0 143.0 100.0 16
45.18
16~250
25~100
16~125
16~250
24.54 39.27
8.04
49.09 78.54
16.08
8.04 20.11
Footing (heel) Section D-D upper lower 16,249,484 27,941 0 150.0 7.0 143.0 100.0 16
3.49
25~200
45.18
16~250 8.04
25~100
16~250
49.09 78.54
8.04
21.91
40.19
17.94
40.19
13.1 90.0
62.4 90.0
10.8 90.0
62.4 90.0
583 2,775 ok 0.93 8.25 ok
ok 2,554 2,775 ok 3.19 8.25 ok
ok 1,204 2,775 ok 1.82 8.25 ok
ok 2,554 2,775 ok 1.95 8.25 ok
2,188,388 5,253,008 14 7,766 2,188,388 15 36
17,279,913 17,279,913 36 3,302 18,920,938 43 99
ok
Mrs
W all (lower) Section B-B back front 16,249,484 45,624 0
4,067,715 4,067,715 18 3,231 4,934,281 21 102 16~250 8.04
17,311,334 17,311,334 36 3,304 18,933,061 43 99 16~250 8.04
16~125 16.08
16~250 8.04
16~200 10.05
16~200 10.05
16~200 10.05
16~200 10.05
Re-bar 25/30
Data of Reinforcement Bar f Sec titi on onal Perim et eter Arrangem en ent Area (mm) (cm2) (cm) 12 1.131 3.770 12@125 12@150 12@250 12@300 16 2.011 5.027 16@125 16@150 16@250 16@300 19 2.835 5.969 19@125 19@150 19@250 19@300 22 3.801 6.912 22 22@125 22@150 22@250 22@300 25 4.909 7.854 25@75 25@150 25@250 25@300 32 8.042 10.053 32~125 32@150 32@250 32@300 12@250 + 16@250 12,16@125 12,19@125 12,22@125 12,25@125 12,32@125 16,19@125 16,22@125 16,25@125 16,32@125 19,22@125 19,25@125 19,32@125 22,25@125 22,32@125 25,32@125 12@300 + 16@300 12,16@150 12,19@150 12,22@150 12,25@150 12,32@150 16,19@150 16,22@150 16,25@150 16,32@150
108393437.xls.ms_office-9/4/2012
Area (cm2) 9.05 7.54 4.52 3.77 16.08 13.40 8.04 6.70 22.68 18.90 11.34 9.45 30.41 25.34 15.21 12.67 49.09 32.72 19.63 16.36 64.34 53.62 32.17 26.81 12.56 15.86 19.73 24.15 36.69 19.38 23.25 27.67 40.21 26.55 30.97 43.51 34.84 47.38 51.80 10.47 13.22 16.44 20.13 30.58 16.15 19.37 23.06 33.51
Perim et eter (cm) 30.16 25.13 15.08 12.57 40.21 33.51 20.11 16.76 47.75 39.79 23.88 19.90 55.29 46.08 27.65 23.04 78.54 52.36 31.42 26.18 80.42 67.02 40.21 33.51 35.19 38.96 42.73 46.50 55.29 43.99 47.76 51.53 60.32 51.53 55.30 64.09 59.07 67.86 71.63 29.33 32.47 35.61 38.75 46.08 36.66 39.80 42.94 50.27
Footing (heel) Section E-E upper lower 3,861,855 18,227 0 125.0 7.0 118.0 100.0 24 19.44
25~200
16~250
24.54 39.27
8.04 ok
31.86 Calculation Check 12.56 35.19 15.86 38.96 19.73 42.73 24.15 46.50 36.69 55.29 19.38 43.99 23.25 47.76 27.67 51.53 40.21 60.32 26.55 51.53 30.97 55.30 43.51 64.09 34.84 59.07 47.38 67.86 51.80 71.63 10.47 29.33 13.22 32.47 16.44 35.61 20.13 38.75 30.58 46.08 16.15 36.66 19.37 39.80 23.06 42.94 33.51 50.27
22.6 60.0 ok 1,465 1,850 ok 1.54 5.50 ok 3,623,270 3623270.48 22 2673.99317 4,289,501 27 59 4.09 16~200 10.05 ok
1.34 16~300 6.70 ok
Re-bar 26/30
19,22@150 19,25@150 19,32@150 22,25@150 22,32@150 25,32@150
22.12 25.81 36.26 29.03 39.48 43.17
42.94 46.08 53.41 49.22 56.55 59.69
22.12 25.81 36.26 29.03 39.48 43.17
42.94 46.08 53.41 49.22 56.55 59.69 Footing (heel) Section E-E upper lower 5,676,445 26,292 0 125.0 7.0 118.0 100.0 16 18.75
25~200
16~250
24.54 39.27
8.04
26.77 38.9 90.0 ok 2,120 2,775 ok 2.23 8.25 ok 4,706,450 4,706,450 19 3,405 5,815,251 22 95 16~200 10.05
108393437.xls.ms_office-9/4/2012
16~300 6.70
Reinforcement Bar Arrangement ( D1 - Hulu )
1.00 0.50 0.00
+ 79.00
D25~200 4.00
D16~250 D16~250
11.50
D16~250
A
A D25~100
7.50
D16~125 D16~250
D16~125 D16~200 D25~100
B
C
D
D16~200 D16~250 B
+ 69.50 0.50 1.00 + 67.50
D16~250 D16~200
D
7.50
C D16~250
1.50
D16~200
1.00
10.00
Section of Retaining wall # # cost estimate
108393437.xls.ms_office-9/4/2012
= = =
#REF! m3 #REF! kg #REF!
4. Wooden Pile
(Not applicable for this Project)
4.1 Bearing Capacity of a Pile (1) Design data Diameter of wooden pile Length of pile Area of pile section Perimeter of pile SPT N-Value
D L A W
= 15.0 cm = 2.00 m 2 = 1/4 x p x D = pxD = 30
Ni : Average N value in a soil layer fi : friction of soil = 0. 0.20 x Ni
= =
= =
2
0.018 m 0.471 m
30 2 6.00 t/m
(2) Ultimate vertical bearing capacity, (qu) qu = (40 x N x A) + ( W x fi x li) = ( 40 40 x 30.0 x 0.018 )+( 0.471 x 6.00 x = 21.206 + 5.655 = 26.861 ton/pile
2.0 )
(3) Ultimate vertical bearing capacity, (qu) qa = qu qu/n
= 26.861 / 3
=
8.954
ton/pile
(safety factor : n = 3)
4.2 Allowable horizontal bearing capacity Horizontal bearing capacity depend on displacement of a pile
(1) Design data Class of titimber (pile) : III Class 2 E = 80,000 kg/cm (Young's modulus) d = Allowable horizontal displacement N = SP SPT N-value is assumed as
= =
0.01 m 30
4
pxD
4
= 2, 2,485.0 cm
I =
(I : Moment of Inertia for a pile)
64
(2) Horizontal bearing capacity of one pile (Ha) a =
0.20 -3/4 Kh = a x E x D = 0.20 x( 4
28
x
4
Kh x D
b =
E =
28
x
30.0 )x( 22.041
N -3/4
15.0 )
=
x 15 15.0
= 4 EI
= 4 x
Kh x D Ha = b
80,000 x 22.041 x
x d
3
22.041 kg/cm
=
0.025 cm
2,485.0 15.0 x
1
= 13,020.22
kg
0.025 =
13.020
ton
(3) Allowable horizontal bearing capacity due to the stress of a pile itself Ha = 2 x b x Ma s = Allowable stress of timber III class
=
2
75.00 kg/cm
3
pxD
3
= 331.34 cm
W =
; (W : secti section on modu modulus lus of of a pile) pile)
32 Ma =
s
x
Ha = 2 x b x Ma = 2 x
W 0.025
=
75.00 x
331.34 = 24,850.5 kg cm
x 24,850.5 = 1,262.06 kg/pile
=
1.262 ton/pile
Allowable horizontal bearing capacity acting on the pile top depend upon the allowable stress of pile itself.
4.3 Spacing of Pile (1) For horizontal load Ha =
1.262 ton/pile
Hr = H - Hf
; (Ha : Horizontal lo load carried by pile)
= H - V x tan(2 f/3) Ha
Spacing of pile
= =
56.348 - 78.581 = -22.233 ton/m
1.262 =
Hr Spacing of pile
= =
-0.06
m
-22.233
-0.06 m (center to center) center) by horizontal horizontal force
(2) For vertical load V = 215.900 ton/m qa =
8.9 8.954 ton/p n/pile ile
: Vertical load carried by pile : All Allow owab able le ver vertic tical bear earing ing ca capac pacity ity of of a pile ile
qa Spacing of pile
=
8.954 =
V
=
0.04
m
215.900
Spacing of pile can be determined 0.75 m for a pile ( f 150, L
=
2.00
Vp = ####### ton/m
: Ve Vertical lo load ca carried by by pile
qa =
: All Allow owab able le ver vertic tical bear earing ing ca capac pacity ity of of a pile ile
8.9 8.954 ton/p n/pile ile qa
Spacing of pile
=
8.954 =
Vp
m ),
=
-0.05
m
-177.334
Spacing of pile can be determined 1.50 m for a pile ( f 150, L
=
2.00
m ),
12th Oct,
Stability Analysis Uplift pressure are added f or stability analysis. Reinforcement Bar Arrangement Arrangement Reinforcement bar for Footing (heel) are collected.
Jan. 7, '03 Stability Calculation formula in case of (B/6 < e < B/3) under seismic condition are corrected. (distributed width of reaction of foundation soil)
Structure Calculation formula in case of (B/6 < e < B/3) under seismic condition are corrected. (distributed width of reaction of foundation soil)
