BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM
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1.2. Input data :
1.2.1. Dimension abutment
Iterm
Symbol
Value (m)
1. Pile cap :
Iterm
Symbol
Value (m)
4. Wing wall
b1
h1
7.50
2.00
2. Body :
b2
h2
b3
h3
b4
h4
b5
v
3. R.C bearing
h5
h6
h7
b6
Lđk
bđk
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls-Input-1/23/2015
1.60
2.750
1.10
0.00
0.40
1.98 5. Front wall
0.00
0.3
6. Elevation and length of abut.
0.30
0.30
1.055
0.30
0.85
0.50
tc1
tc2
tc3
tc6
tc4
tc5
tc7
tc8
1.60
1.91
2.00
0.00
2.70
2.90
0.50
0.00
hc
bc
1.45
0.15
L
cd1
cd2
cd4
cd3
g
12.25
0.000
2.000
4.730
4.750
0.45
1.2.2. Superstructure:
1.2.2.1. General dimension:
No.
1
2
3
4
5
6
7
8
Iterm
- Span length
- Calculation span length
- Width of bridge
- Girder
+ Number of girder
+ Weight of 1 girder
+ Height of girder
- Deck slab
+ Thickness of surface
+ Thickness of deck slab
- Roadway width
- Width of pedestrian
+ Left side
+ Right side
- Parapet and railling
+ Width of left side
+ Width of right side
+ Height
+ Area
9
10
11
12
- Area of barrier
- Distance from bearing to CL of pilecap
- Number of lane load
- Bearing
Symbol
L
Ltt
B
Unit
m
m
m
Value
33.00
31.45
24.50
ng
SWg
hd
set
KN
m
11.00
666.8
1.75
dlp
dmc
Bxc
m
m
m
0.07
0.18
23.50
Kt
Kp
m
m
0.00
0.00
Rt
Rp
hlc
m
m
m
0.50
0.50
0.80
Slc
m2
0.40
Spc
g
Nb
2
m
0.26
0.45
4.00
Movable
m
lane
1.2.2.2. Live load
1
Design Truck
2
Design Tandem
3
Design Lane Load
1.2.3. Density and factors :
No.
1
2
3
4
Distance
(m)
HL-93
No.
P1
P2
P3
Pt1
Pt2
Wl
Iterm
Concrete density
Density of back fill
Angle of internal friction soil
Acceleraion coefficient
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls-Input-1/23/2015
4.3
4.3
1.2
Symbol
γc
γs
ϕ
A
Unit
P
KN
KN
KN
KN
KN
KN/m
35.00
145.00
145.00
110.00
110.00
9.30
Unit
Value
3
KN/m
KN/m3
Angle
24.50
18.00
30
0.0366
1.3. Loads
1.3.1. Superstructure:
1.3.1.1. Dead load :
Iterm
No.
Dead load of structural components - DC1
1
- Deck slab
=0.5 x (Length x width x Thickness) x 24.5
2
- Diaphragm
=0.5 x (Area x length x No) x 24.5
3
- Girder
=0.5 x (Weight of girder x No.)
Total
Dead load of surface and utilities - DW
1
- Railling
=0.5 x (Length x Unit weight) x 2
2
- Parapet
+ Left side
=0.5 x (Area x Length) x 24.5
+ Right side
=0.5 x (Area x Length) x 24.5
3
- Barrier
=0.5 x (Area x Length) x 24.6
4
- Surface
=0.5 x (Width x length x thickness) x 22.05
Total
Unit
Value
KN
KN
KN
KN
1760.91
50.71
3667.67
5479.29
KN
16.50
KN
KN
KN
KN
KN
161.70
161.70
106.68
598.49
1045.07
1.3.1.2. Live load :
1. Design truck
2. Design tandem
1.20m
Pt1=110KN
35KN
4.30m
145KN
4.30m
3. Design lane load
Pt1=110KN
145KN
WL
- Distance from CL of bearing to CL of Abut
- Distance from CL of bearing to CL of body
- Number of lane
- Multiple presence factor
- Transverse eccentricity of live load
HL - 93
LL(1): Design truck + Design lane load
eg
et
N b=
m
en
=
=
=
=
=
-0.20 m
0.05 m
4
0.65
1.250 m
Loads
N b=
m
en
Yi( w)
4 lane
0.75
26.29
68.36
52.58
P2
0.89
128.75
334.74
257.50
P3
1.02
148.57
386.29
297.15
Wl
16.51
153.54
399.20
307.08
457.15
1188.59
914.30
Pt1
0.99
108.51
282.14
217.03
Pt2
1.02
112.71
293.05
225.42
Wl
16.51
153.54
399.20
307.08
374.76
974.38
749.53
Total
LL(1) be chosen for cal.
* Dynamic load allowance IM=
25% x LL
The dynamic load allowance shall not be applied to pedestrian loads or to the design lane load.
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls
2 lane
P1
Total
LL(2): Design tandem + Design lane load
P
(KN)
2
=
=
1.00
=
3.00
P x Nb x m
1.3.1.3. Summary of Live load HL-93:
P
(KN)
Iterm
LL
IM
LL
IM
4 lane
2 lane
1188.59
197.35
914.30
151.81
M (KN.m)
Trans.
A-A
B-B
-237.72
59.43
-39.47
9.87
-182.86
45.72
-30.36
7.59
M (KN.m)
Long.
A-A
1485.74
246.69
2742.91
455.42
1.3.2. Braking force - BR
Braking forces shall be taken as 25 percent of the axle weights of the design truck or tandem per lane placed in all
design lanes. These forces shall be assumed to act horizontally at a distance of 1800 mm above the roadway surface
BR= 0.25 x m x Nb x ∑Pi
M (KN.m)
H
Iterm
(KN)
A-A
B-B
211.25
1379.46
956.96
BR - 4 lane
162.50
1061.13
736.13
BR - 2 lane
1.3.3. Substructure (Abutment) - DC2
1.3.3.1. Section A - A (Bottom of pilecap)
Iterm
No.
1
Wing wall
2
Body
3
Pilecap
Total
Pi (KN)
V (m 3 )
23.45
574.44
69.21
1695.75
183.75
4501.88
6772.1
1.3.3.2. Section B - B (Top of pilecap) & C - C (Wing wall)
B - B ( Top of pilecap)
No.
Iterm
3
Pi (KN)
ei (m)
M (KN.m)
V (m )
1
Wing wall
23.45
574.44
-3.12 -1790.12
2
Body
69.21
1695.75
-0.12
-197.05
Total
2270.19
-0.88 -1987.16
1.3.4. Earthquake Load - EQ
- Acceleration coefficient
- Site coefficient
1.3.4.1. Section A - A (Bottom of pilecap)
Iterm
No.
1
2
3
4
AQ
S
=
=
C - C ( Wing wall )
Pi (KN)
ei (m)
M (KN.m)
V (m )
11.65
285.41
-2.80
-800.17
9.70
237.70
3
0.0366
2.00
R
2.00
2.00
2.00
2.00
Wing wall
Body
Pilecap
Superstructure
Pi (KN)
574.4
1,695.7
4,501.9
6,524.4
Total
1.3.4.2. Section B - B (Top of pilecap) & C - C (Wing wall)
B - B ( Top of pilecap)
Iterm
No.
Pi (KN)
Qy
ei (m)
M (KN.m) Pi (KN)
1
Wing wall
574.44
26.28
2.90
76.21
2
Body
1,695.75
77.58
1.50
116.37
237.70
3
Superstructure
6,524.36
149.24
2.75
410.42
Total
253.11
603.01
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls
ei (m)
M (KN.m)
-3.37 -1933.73
-0.37
-620.98
0.00
0.00
-0.38 -2554.71
Qy
26.3
77.6
206.0
149.2
459.07
ei (m)
M (KN.m)
4.90
128.8
3.50
271.5
1.00
206.0
4.75
708.9
1,315.2
C - C ( Wing wall )
Qy
ei (m)
M (KN.m)
10.87
0.99
10.77
-
1.3.5. Soil back fill load - EV
No.
1
In front of Abut.
2
at back of Abut.
Iterm
F(m2)
0.00
14.88
Total
B(m)
12.25
11.25
Pi (KN)
0.00
3,012.59
3,012.59
ei (m)
2.15
-2.40
M (KN.m)
0.00
-7230.2
-7,230.2
1.3.6. Wind load:
1.3.6.1. Wind load on structure - WS
Horizontal wind load :
PD= 0.0006 xV2 x At x Cd ³
1.8 x At
(kN)
Where :
V=VB x S
V: Design wind velocity
41.42 (m/s)
=
Cd: Drag coefficient
Cd
=
1.25
At: area of the structure or element for calculation of transverse wind load (m2)
PD =
1.80 x At
(kN)
- Span length
L
=
33.00 (m)
- Width of bridge
B
=
24.50 (m)
1.3.6.1.1 Transverse
No.
A t (m 2 )
Iterm
+ Abutment
+ Parapet
+ Deck slab
+ Girder
20.34
13.20
4.13
28.88
Z i (m)
A-A
H (KN) M (KN.m)
3.73
16.29
2.42
17.80
0.76
5.17
5.30
30.86
12.21
70.12
B-B
H (KN) M (KN.m)
3.73
8.83
2.42
12.96
0.76
3.65
5.30
20.27
12.21
45.70
A-A
H (KN) M (KN.m)
6.18
20.86
6.18
20.86
B-B
H (KN) M (KN.m)
6.18
8.50
6.18
8.50
Long.
A-A
B-B
H (KN) M (KN.m) H (KN) M (KN.m)
18.38
119.99
18.38
83.24
18.38
119.99
18.38
83.24
Trans.
A-A
H (KN) M (KN.m)
49.50
323.24
49.50
323.24
A-A
4.37
7.35
6.83
5.83
B-B
2.37
5.35
4.83
3.83
Total
1.3.6.1.2 Longitudinal
No.
A t (m 2 )
Iterm
+ Abutment
33.69
Z i (m)
A-A
3.38
B-B
1.38
Total
1.3.6.2. Wind load on vehicle - WL :
Wind load on vehicle take as below :
- Longitudinal :
- Transverse:
- Acting above the roadway
No.
1
Iterm
Wind load on vehicle
Total
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls
0.750 (KN/m)
1.500 (KN/m)
1.80 (m)
Z i (m)
A-A
6.53
B-B
4.53
1.3.7. Earth pressure :
1.3.7.1. Horizontal earth pressure - EH
- Chieàu daøi moá
L=
12.25 (m)
Eha = 0,5.pa.H.L
MEha = 0,4.Eha.H
pa=ka.γ.H
+ Active pressure:
Where :
pa : basic earth pressure
γ : density of soil
ka : coefficient of lateral earth pressure
sin ( θ
2
Ka
φ)
Γ sin θ . sin( θ
Γ
δ)
2
1
sin ( φ
sin ( θ
β ) . sin ( φ
δ ) . sin ( θ
δ)
2
β)
Where :
β: Angle of fill to the horizontal (DEG)
0
δ: Friction angles between fill and wall (DEG)
30
θ: Angle of backfill of wall to the vertical (DEG)
pp=kp.γ.H2+2.c.(kp)
+ Passive pressure:
0.5
90
(for cohesive soil)
c : unit cohesion (MPa)
- Density of back fill γ
H2: Height of back fill in front of abutment
- Unit cohesion c
18.0
(KN/m3)
8.3
(KN/m2)
1.3.7.1.1. Active pressure
No.
1
2
3
Item
Section A - A
Section B - B
Section C - C
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls
(Deg)
H
(m)
ka
30
4.73
35
pa
(KN/m )
Eha
(KN)
MEha
(KN.m)
0.30
25.30
733.01
1386.9
4.73
0.25
20.94
606.76
1148.0
40
4.73
0.20
17.13
496.29
939.0
30
2.73
0.30
14.60
244.18
266.6
35
2.73
0.25
12.09
202.13
220.7
40
2.73
0.20
9.89
165.33
180.5
30
-0.02
0.30
-0.11
0.01
0.0
35
-0.02
0.25
-0.09
0.01
0.0
40
-0.02
0.20
-0.07
0.01
0.0
F
2
1.3.7.1.2. Passive pressure
No.
1
2
(Deg)
H2
(m)
kp
pp
(KN/m2)
Ehp
(KN)
MEhp
(KN.m)
30
1.21
5.71
164.15
1216.53
588.80
35
1.21
8.78
240.60
1783.18
863.06
40
1.21
11.65
310.79
2303.35
1114.82
30
0.00
5.71
39.85
0.00
0.00
35
0.00
8.78
49.42
0.00
0.00
40
0.00
11.65
56.94
0.00
0.00
F
Item
Section A - A
Section B - B
1.3.7.2. Horizontal earth pressure due to earthquake - EAE :
Horizontal earth pressure due to earthquake take as:
pAE = (1-Kv)KAE.γ. H
EAE = 0,5.PAE. H . L
MEAE = 0,5.EAE .H
cos ( φ
2
θ
K AE
sin ( φ
β) 1
cos ( δ
cosθ . cos β . cos ( δ
2
δ ) . sin ( φ θ
β θ ) . cos ( i
β
2
i)
β)
θ)
- Horizontal acceleration coefficient kh
0.0366
- Vertical acceleration coefficient kv
0
- Seismic inertial angle θ = arctg(kh/(1-kv))
0.04 (rad)
- Slope of wall to the vertical β
No.
1
2
3
Item
Section A - A
Section B - B
Section C - C
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls
0 (Deg)
Φ
(Deg)
H
(m)
KAE
30
4.73
35
pAE
(KN/m )
EAE
(KN)
MEae
(KN.m)
0.32
27.45
795.1
1880.48
4.73
0.27
22.82
661.3
1563.89
40
4.73
0.22
18.79
544.3
1287.35
30
2.73
0.32
15.84
264.9
361.55
35
2.73
0.27
13.17
220.3
300.68
40
2.73
0.22
10.84
181.3
247.52
30
-0.02
0.32
-0.12
0.0
0.00
35
-0.02
0.27
-0.10
0.0
0.00
40
-0.02
0.22
-0.08
0.01
0.00
2
1.3.7.3. Live load surcharge - LS:
- The increase in horizontal earth pressure due to live load surcharge :
∆p=k.γ.heq
Where :
k : coefficient of earth pressure
heq : equivalent height of soil for the design truck
Live load surcharge take as:
LS = ∆p.H.L
MLS = 0.5.LS.H
1.3.7.3.1. Horizontal
No.
1
2
3
Item
Section A - A
Section B - B
Section C - C
1.3.7.3.2. Vertical
kA
heq
(m)
(KN/m )
LS
(KN)
MLS
(KN.m)
30
0.30
0.95
5.06
293.29
693.62
35
0.25
0.95
4.19
242.77
574.16
40
0.20
0.95
3.43
198.57
469.63
30
0.30
1.29
6.90
230.77
314.99
35
0.25
1.29
5.71
191.02
260.74
40
0.20
1.29
4.67
156.24
213.27
30
0.30
1.70
9.09
-2.23
0.02
35
0.25
1.70
7.53
-1.84
0.02
40
0.20
1.70
6.16
-1.51
0.02
LS
(KN)
MLS
(KN.m)
563.36
563.36
563.36
-1352.06
-1352.06
-1352.06
No.
Item
Φ
(Deg)
heq
(m)
1
Section A - A
30
35
40
0.95
0.95
0.95
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls
∆p
Φ
(Deg)
2
∆p
2
(KN/m )
17.03
17.03
17.03
1.3.8. Load summary
1.3.8.1. At bottom of pilecap (Section A - A)
No.
1
2
3
4
5
6
7
8
9
10
11
12
Loads
Dead load of abut. and sup. - DC (DC1+DC2)
Dead load of wearing surfaces and utilities - DW
Live load - LL
4 lane
Impact - IM
Live load - LL
2 lane
Impact - IM
4 lane
Braking force- BR
2 lane
Active earth pressure - Eh
Passive earth pressure - Ep
Soil back fill load - EV
Seismic earth pressure - EAE
Live load surcharge - LS
Wind load on structure - WS
Wind load on vehicle- WL
Earthquake load - EQ
P
Long.
Trans.
(KN)
H (KN) M (KN.m) H (KN) M (KN.m)
12,251.35
0.00 -3,650.57
0.00
0.00
1,045.07
0.00
-209.01
0.00
0.00
1,188.59
0.00
-237.72
0.00 1,485.74
197.35
0.00
-39.47
0.00
246.69
914.30
0.00
-182.86
0.00 2,742.91
151.81
0.00
-30.36
0.00
455.42
0.00
211.25 1,379.46
0.00
0.00
0.00
162.50 1,061.13
0.00
0.00
0.00
733.01 1,386.86
0.00
0.00
0.00 -1,216.53
-588.80
0.00
0.00
3,012.59
0.00
-7,230.2
0.00
0.00
0.00
795.13 1,880.48
0.00
0.00
563.36
242.77
-777.90
0.00
0.00
0.00
6.18
20.86
12.21
70.12
0.00
18.38
119.99
49.50
323.24
0.00
459.07 1,315.18
459.07 1,315.18
1.3.8.2. At top of pilecap (Section B - B) and wing wall (Section C - C)
No.
1
2
3
4
5
6
7
8
9
10
11
12
Loads
Dead load of abut. and sup. - DC (DC1+DC2)
Dead load of wearing surfaces and utilities - DW
Live load - LL
4 lane
Impact - IM
Live load - LL
2 lane
Impact - IM
4 lane
Braking force- BR
2 lane
Active earth pressure - Eh
Passive earth pressure - Ep
Soil back fill load - EV
Seismic earth pressure - EAE
Live load surcharge - LS
Wind load on structure - WS
Wind load on vehicle- WL
Earthquake load - EQ
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls
C-C
B-B
P (KN)
H (KN) M (KN.m) H (KN) M (KN.m)
7,749.5
0.00 -1713.20
1,045.07
0.00
52.25
1,188.59
0.00
59.43
197.35
0.00
9.87
914.30
0.00
45.72
151.81
0.00
7.59
0.00
211.25
956.96
0.00
162.50
736.13
0.00
244.18
266.65
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
264.87
361.55
0.01
0.00
0.00
191.02
260.74
-1.84
0.02
0.00
6.18
8.50
0.00
18.38
83.24
0.00
253.11
603.01
10.87
10.77
1.4. Load combinations
1.4.1. Section A - A
1.4.1.1. Load combination 1: STRENGTH I-1 (Live load on span and back of abutment)
P
Load
Long.
No.
Loads
factor
(KN)
H (KN)
M (KN.m)
1
Dead load - DC
1.25
15314.19
0.00
-4563.21
1.50
1567.61
0.00
-313.52
2
Surface and utilities - DW
3
Live load 4 lane - LL
1.75
2080.04
0.00
-416.01
4
Impact 4 lane - IM
1.75
345.36
0.00
-69.07
5
Braking force 4 lane - BR
1.75
0.00
369.69
2414.06
6
Active earth pressure - Eh
1.50
0.00
2752.12
7705.93
7
Passive earth pressure - Ep
0.90
0.00
-590.24
-225.47
8
Soil back fill load - EV
1.35
4067.00
0.00
-9760.80
9
Live load surcharge - LS
1.75
985.88
424.85
-1361.33
Total
24,360.08
2,956.42 -6,589.42
Trans.
H (KN)
M (KN.m)
0.00
0.00
0.00
0.00
0.00
2600.05
0.00
431.70
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
3,031.75
1.4.1.2. Load combination 2: STRENGTH I-2 (Transverse eccentricity - Live load on span and back of abutment)
Long.
Trans.
P
Load
No.
Loads
factor
(KN)
H (KN)
M (KN.m)
H (KN)
M (KN.m)
1
Dead load - DC
1.25
15314.19
0.00
-4563.21
0.00
0.00
2
Surface and utilities - DW
1.50
1567.61
0.00
-313.52
0.00
0.00
3
Live load 2 lane - LL
1.75
1600.03
0.00
-320.01
0.00
4800.09
4
Impact 2 lane - IM
1.75
265.66
0.00
-53.13
0.00
796.98
5
Braking force 2 lane - BR
1.75
0.00
284.38
1856.97
0.00
0.00
1.50
0.00
2752.12
7705.93
0.00
0.00
6
Active earth pressure - Eh
7
Passive earth pressure - Ep
0.90
0.00
-590.24
-225.47
0.00
0.00
1.35
4067.00
0.00
-9760.80
0.00
0.00
8
Soil back fill load - EV
9
Live load surcharge - LS
1.75
985.88
424.85
-1361.33
0.00
0.00
Total
23,800.37
2,871.11 -7,034.57
0.00
5,597.08
1.4.1.3. Load combination 3: STRENGTH I-3 ( Live load on back of abutment)
Long.
P
Load
No.
Loads
factor
(KN)
H (KN)
M (KN.m)
1
Dead load - DC
1.25
15314.19
0.00
-4563.21
1.50
1567.61
0.00
-313.52
2
Surface and utilities - DW
3
Active earth pressure - Eh
1.50
0.00
2752.12
7705.93
0.90
0.00
-590.24
-225.47
4
Passive earth pressure - Ep
5
Soil back fill load - EV
1.35
4067.00
0.00
-9760.80
6
Live load surcharge - LS
1.75
985.88
424.85
-1361.33
Total
21,934.68
2,586.73 -8,518.40
Trans.
H (KN)
M (KN.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.4.1.4. Load combination 4: STRENGTH II (Transverse eccentricity)
P
Load
No.
Loads
factor
(KN)
1
Dead load - DC
1.25
15314.19
2
Surface and utilities - DW
1.50
1567.61
3
Active earth pressure - Eh
1.50
0.00
4
Passive earth pressure - Ep
0.90
0.00
5
Soil back fill load - EV
1.35
4067.00
6
Transverse Wind load on structure - WS
1.40
0.00
Total
20,948.80
Trans.
H (KN)
M (KN.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
17.09
98.17
17.09
98.17
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls
Long.
H (KN)
M (KN.m)
0.00
-4563.21
0.00
-313.52
2752.12
7705.93
-590.24
-225.47
0.00
-9760.80
0.00
0.00
2,161.88 -7,157.07
1.4.1.5. Load combination 5: STRENGTH III-1 (Transverse eccentricity - Live load on span and back of abutment)
Long.
Trans.
P
Load
No.
Loads
factor
(KN)
H (KN)
M (KN.m)
H (KN)
M (KN.m)
1
Dead load - DC
1.25
15314.19
0.00
-4563.21
0.00
0.00
2
Surface and utilities - DW
1.50
1567.61
0.00
-313.52
0.00
0.00
3
Live load 2 lane - LL
1.35
1234.31
0.00
-246.86
0.00
3702.93
4
Impact 2 lane - IM
1.35
204.94
0.00
-40.99
0.00
614.82
5
Braking force 2 lane - BR
1.35
0.00
219.38
1432.52
0.00
0.00
6
Active earth pressure - Eh
1.50
0.00
2752.12
7705.93
0.00
0.00
7
Passive earth pressure - Ep
0.90
0.00
-590.24
-225.47
0.00
0.00
8
Soil back fill load - EV
1.35
4067.00
0.00
-9760.80
0.00
0.00
9
Live load surcharge - LS
1.35
760.54
327.74
-1050.17
0.00
0.00
10
Transverse Wind load on structure - WS
0.40
0.00
0.00
0.00
4.88
28.05
11
Transverse wind load on vehicle - WL
1.00
0.00
0.00
0.00
49.50
323.24
Total
23,148.59
2,709.00 -7,062.57
54.38
4,669.03
1.4.1.6. Load combination 6: STRENGTH III-2 (Longitudinal eccentricity - Live load back of abutment)
Long.
Trans.
P
Load
No.
Loads
factor
(KN)
H (KN)
M (KN.m)
H (KN)
M (KN.m)
1.25
15314.19
0.00
-4563.21
0.00
0.00
1
Dead load - DC
2
Surface and utilities - DW
1.50
1567.61
0.00
-313.52
0.00
0.00
3
Active earth pressure - Eh
1.50
0.00
2752.12
7705.93
0.00
0.00
4
Passive earth pressure - Ep
0.90
0.00
-590.24
-225.47
0.00
0.00
1.35
4067.00
0.00
-9760.80
0.00
0.00
5
Soil back fill load - EV
6
Live load surcharge - LS
1.35
760.54
327.74
-1050.17
0.00
0.00
7
Longitudinal wind load on structure - WS
0.40
0.00
2.47
8.34
0.00
0.00
8
Longitudinal wind load on vehicle - WL
1.00
0.00
18.38
119.99
0.00
0.00
Total
21,709.34
2,510.47 -8,078.91
0.00
0.00
1.4.1.7. Load combination 7: EXTREME EVENT I-1 (Transverse eccentricity - Live load on span and back of abutment)
Long.
Trans.
P
Load
No.
Loads
factor
(KN)
H (KN)
M (KN.m)
H (KN)
M (KN.m)
1
Dead load - DC
1.25
15314.19
0.00
-4563.21
0.00
0.00
1.50
1567.61
0.00
-313.52
0.00
0.00
2
Surface and utilities - DW
3
Live load 2 lane - LL
0.50
457.15
0.00
-91.43
0.00
1371.46
4
Impact 2 lane - IM
0.50
75.90
0.00
-15.18
0.00
227.71
5
Braking force 2 lane - BR
0.50
0.00
81.25
530.56
0.00
0.00
6
Soil back fill load - EV
1.35
4067.00
0.00
-9760.80
0.00
0.00
7
Live load surcharge - LS
0.50
281.68
121.39
-388.95
0.00
0.00
Seismic earth pressure - EAE
8
1.50
0.00
1192.69
2820.71
0.00
0.00
9
Earthquake load - EQ
1.00
0.00
137.72
394.55
459.07
1315.18
Total
21,763.54
1,533.05 -11,387.27
459.07
2,914.35
1.4.1.8. Load combination 8: EXTREME EVENT I-2 (Longitudinal eccentricity - Live load back of abutment)
Long.
Trans.
P
Load
No.
Loads
factor
(KN)
H (KN)
M (KN.m)
H (KN)
M (KN.m)
1
Dead load - DC
1.25
15,314.19
0.00 -4,563.21
0.00
0.00
1.50
1,567.61
0.00
-313.52
0.00
0.00
2
Surface and utilities - DW
3
Soil back fill load - EV
1.35
4067.00
0.00
-9760.80
0.00
0.00
4
Live load surcharge - LS
0.50
281.68
121.39
-388.95
0.00
0.00
Seismic earth pressure - EAE
5
1.50
0.00
1192.69
2820.71
0.00
0.00
6
Earthquake load - EQ
1.00
0.00
459.07
1315.18
137.72
394.55
Total
21,230.48
1,773.14 -10,890.59
137.72
394.55
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls
1.4.1.9. Load combination 9: SERVICE I-1 (Transverse eccentricity - Live load on span and back of abutment)
Long.
Trans.
P
Load
No.
Loads
factor
(KN)
H (KN)
M (KN.m)
H (KN)
M (KN.m)
1
Dead load - DC
1.00
12251.35
0.00
-3650.57
0.00
0.00
2
Surface and utilities - DW
1.00
1045.07
0.00
-209.01
0.00
0.00
3
Live load 2 lane - LL
1.00
914.30
0.00
-182.86
0.00
2742.91
4
Impact 2 lane - IM
1.00
151.81
0.00
-30.36
0.00
455.42
5
Braking force 2 lane - BR
1.00
0.00
162.50
1061.13
0.00
0.00
6
Active earth pressure - Eh
1.00
0.00
1834.75
5137.29
0.00
0.00
-655.82
-250.52
0.00
0.00
7
Passive earth pressure - Ep
1.00
0.00
8
Soil back fill load - EV
1.00
3012.59
0.00
-7230.22
0.00
0.00
9
Live load surcharge - LS
1.00
563.36
242.77
-777.90
0.00
0.00
10
Transverse wind load on structure - WS
0.30
0.00
0.00
0.00
3.66
21.04
11
Transverse wind load on vehicle - WL
1.00
0.00
0.00
0.00
49.50
323.24
Total
17,938.49
1,584.20 -6,133.04
53.16
3,542.60
1.4.1.10. Load combination 10: SERVICE I-2 (Longitudinal eccentricity - Live load back of abutment)
Long.
Trans.
P
Load
No.
Loads
(KN)
H (KN)
M (KN.m)
H (KN)
M (KN.m)
factor
1
Dead load - DC
1.00
12251.35
0.00
-3650.57
0.00
0.00
2
Surface and utilities - DW
1.00
1045.07
0.00
-209.01
0.00
0.00
3
Active earth pressure - Eh
1.00
0.00
1834.75
5137.29
0.00
0.00
4
Passive earth pressure - Ep
1.00
0.00
-655.82
-250.52
0.00
0.00
5
Soil back fill load - EV
1.00
3012.59
0.00
-7230.22
0.00
0.00
6
Live load surcharge - LS
1.00
563.36
242.77
-777.90
0.00
0.00
7
Longitudinal wind load on structure - WS
0.30
0.00
1.85
6.26
0.00
0.00
8
Longitudinal wind load on vehicle - WL
1.00
0.00
18.38
119.99
0.00
0.00
Total
16,872.38
1,441.93 -6,854.70
0.00
0.00
No.
1
2
3
4
5
6
7
8
9
10
SUMMARY OF LOAD COMBINATION AT BOTTOM OF PILECAP
P
Long.
Load Combination
(KN)
H (KN)
M (KN.m)
STRENGTH I-1
24360.1
2956.4
-6589.4
STRENGTH I-2
23800.4
2871.1
-7034.6
STRENGTH I-3
21934.7
2586.7
-8518.4
STRENGTH II
20948.8
2161.9
-7157.1
STRENGTH III-1
23148.6
2709.0
-7062.6
STRENGTH III-2
21709.3
2510.5
-8078.9
EXTREME EVENT I-1
21763.5
1533.0
-11387.3
EXTREME EVENT I-2
21230.5
1773.1
-10890.6
SERVICE I-1
17938.5
1584.2
-6133.0
SERVICE I-2
16872.4
1441.9
-6854.7
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls
Trans.
H (KN)
M (KN.m)
0.0
3031.7
0.0
5597.1
0.0
0.0
17.1
98.2
54.4
4669.0
0.0
0.0
459.1
2914.3
137.7
394.6
53.2
3542.6
0.0
0.0
1.4.2. Section B - B & Section C - C:
1.4.2.1. Load combination 1: STRENGTH I-1
No.
1
2
3
4
5
6
7
8
9
Loads
Dead load - DC
Surface and utilities - DW
Live load 4 lane - LL
Impact 4 lane - IM
Braking force 4 lane - BR
Active earth pressure - Eh
Passive earth pressure - Ep
Soil back fill load - EV
Live load surcharge - LS
Total
Load
factor
1.25
1.50
1.75
1.75
1.75
1.50
0.90
1.35
1.75
B - B (Top of pilecap)
P (KN)
H (KN) M (KN.m)
9686.85
0.00 -2141.50
1567.61
0.00
78.38
2080.04
0.00
104.00
345.36
0.00
17.27
0.00
369.69
1674.68
0.00
1404.14
2808.28
0.00
0.00
0.00
0.00
0.00
0.00
0.00
334.29
456.30
13,679.86 2,108.11 2,997.42
C - C (Front wall)
H (KN) M (KN.m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
224.66
179.73
0.00
0.00
0.00
0.00
-3.23
0.03
221.44
179.76
Load
factor
1.25
1.50
1.50
0.90
1.35
1.75
B - B (Top of pilecap)
P (KN)
H (KN) M (KN.m)
9686.85
0.00 -2141.50
1567.61
0.00
78.38
0.00
1404.14
2808.28
0.00
0.00
0.00
0.00
0.00
0.00
0.00
334.29
456.30
11,254.46 1,738.43 1,201.47
C - C (Front wall)
H (KN) M (KN.m)
0.00
0.00
0.00
0.00
224.66
179.73
0.00
0.00
0.00
0.00
-3.23
0.03
221.44
179.76
Load
factor
1.25
1.50
1.50
0.90
1.00
1.40
B - B (Top of pilecap)
P (KN)
H (KN) M (KN.m)
9686.85
0.00 -2141.50
1567.61
0.00
78.38
0.00
1404.14
2808.28
0.00
0.00
0.00
0.00
0.00
0.00
0.00
8.65
11.90
11,254.46 1,412.80
757.06
C - C (Front wall)
H (KN) M (KN.m)
0.00
0.00
0.00
0.00
224.66
179.73
0.00
0.00
0.00
0.00
0.00
0.00
224.66
179.73
Load
factor
1.25
1.50
1.50
0.90
1.35
0.40
1.00
B - B (Top of pilecap)
P (KN)
H (KN) M (KN.m)
9686.85
0.00 -2141.50
1567.61
0.00
78.38
0.00
1404.14
2808.28
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.47
3.40
0.00
18.38
83.24
11,254.46 1,404.14
745.17
C - C (Front wall)
H (KN) M (KN.m)
0.00
0.00
0.00
0.00
224.66
179.73
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
224.66
179.73
1.4.2.2. Load combination 2: STRENGTH I-3
No.
1
2
3
4
5
6
Loads
Dead load - DC
Surface and utilities - DW
Active earth pressure - Eh
Passive earth pressure - Ep
Soil back fill load - EV
Live load surcharge - LS
Total
1.4.2.3. Load combination 3: STRENGTH II-2
No.
Loads
1
2
3
4
5
6
Dead load - DC
Surface and utilities - DW
Active earth pressure - Eh
Passive earth pressure - Ep
Soil back fill load - EV
Longitudinal wind load on structure - WS
Total
1.4.2.4. Load combination 4: STRENGTH III-2
No.
Loads
1
2
3
4
5
6
7
Dead load - DC
Surface and utilities - DW
Active earth pressure - Eh
Passive earth pressure - Ep
Soil back fill load - EV
Longitudinal wind load on structure - WS
Longitudinal wind load on vehicle - WL
Total
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls-Comb-B&C-1/23/2015
1.4.2.5. Load combination 6: EXTREME EVENT I-2
No.
1
2
3
4
5
6
7
8
Loads
Dead load - DC
Surface and utilities - DW
Active earth pressure - Eh
Passive earth pressure - Ep
Soil back fill load - EV
Live load surcharge - LS
Seismic earth pressure - EAE
Earthquake load - EQ
Total
Load
factor
1.25
1.50
1.50
0.90
1.00
0.50
1.00
1.00
B - B (Top of pilecap)
P (KN)
H (KN) M (KN.m)
9686.85
0.00 -2,141.50
1567.61
0.00
78.38
0.00
1404.14
2808.28
0.00
0.00
0.00
0.00
0.00
0.00
0.00
95.51
130.37
0.00
264.87
361.55
0.00
253.11
603.01
11,254.46 2,017.63 1,840.10
C - C (Front wall)
H (KN) M (KN.m)
0.00
0.00
0.00
0.00
224.66
179.73
0.00
0.00
0.00
0.00
-0.92
0.01
0.01
0.00
10.87
10.77
234.63
190.51
Load
factor
1.00
1.00
1.00
1.00
1.00
1.00
0.30
1.00
B - B (Top of pilecap)
P (KN)
H (KN) M (KN.m)
7749.48
0.00 -1713.20
1045.07
0.00
52.25
0.00
936.09
1872.19
0.00
0.00
0.00
0.00
0.00
0.00
0.00
191.02
260.74
0.00
1.85
2.55
0.00
18.38
83.24
8,794.55 1,127.11
471.99
C - C (Front wall)
H (KN) M (KN.m)
0.00
0.00
0.00
0.00
149.78
119.82
0.00
0.00
0.00
0.00
-1.84
0.02
0.00
0.00
0.00
0.00
147.93
119.84
1.4.2.6. Load combination 7: SERVICE I-2
No.
Loads
1
2
3
4
5
6
7
8
Dead load - DC
Surface and utilities - DW
Active earth pressure - Eh
Passive earth pressure - Ep
Soil back fill load - EV
Live load surcharge - LS
Longitudinal wind load on structure - WS
Longitudinal wind load on vehicle - WL
Total
No.
1
2
3
4
5
6
SUMMARY OF LOAD COMBINATION AT TOP OF PILECAP AND FRONT WALL
B - B (Top of pilecap)
C - C (Front wall)
Load combination
P (KN)
H (KN) M (KN.m) H (KN) M (KN.m)
STRENGTH I-1
13679.9
2108.1
2997.4
221.4
179.8
STRENGTH I-3
11254.5
1738.4
1201.5
221.4
179.8
STRENGTH II-2
11254.5
1412.8
757.1
224.7
179.7
STRENGTH III-2
11254.5
1404.1
745.2
224.7
179.7
EXTREME EVENT I-2
11254.5
2017.6
1840.1
234.6
190.5
SERVICE I-2
8794.6
1127.1
472.0
147.9
119.8
C:\Users\anhnd\Desktop\mo 1\Cal abutment A1.xls-Comb-B&C-1/23/2015
1.7. Results and conclusion
Force at top pile - Pmax (KN)
Name
of Piles Comb 1 Comb 2 Comb 3 Comb 4 Comb 5 Comb 6 Comb 7 Comb 8 Comb 9 Comb 10
1
4788
4926
4419
4460
4833
4413
3752
3424
4043
3723
2
4396
4185
4422
4458
4232
4415
3661
3462
3589
3725
3
4590
4610
3681
3381
4344
3623
4191
4117
3150
2613
4
4394
4240
3682
3381
4044
3624
4145
4136
2923
2614
5
4198
3869
3683
3380
3743
3625
4100
4156
2697
2615
Pile capacity (kN)
Strength
Extreme
6004
12238
6004
12238
6004
12238
6004
12238
6004
12238
Checking
OK
OK
OK
OK
OK
1.8. Checking cross-section of abutment
E
D
1200
1800
Pi2
E
Pi1
D
INTERNAL FORCE AT SECTION D - D AND E - E
Item
Pile force Pi
Self weight of pilecap
Total
D-D
E-E
Force
Moment
Shear
Force
Moment
Shear
KN.m
KN
KN.m
KN
12714.322 22885.779 12714.322 9107.4359 16393.385 9107.4359
600.25 -3268.361 -1980.825 600.25 -2187.911 -1620.675
19617.4
10733.5
14205.5
7486.8
