Tường vây được thiết kế phù hợp với giải pháp thi công SemiTopdown, các giai đoạn thi công được tính toán như sau: Giai đoạn 1: Dào đất đến đáy dầm bo tầng hầm 1, sau đó đổ dầm sàn tầng hầm 1 Giai đoạn 2: Đào đất đến đáy dầm bo tầng hầm 2, sau đó đổ dầm sàn tầng hầm 2 Giai đoạn 3: Đào đất đến đáy dầm bo tầng hầm 3 (giằng móng). Mô men uốn, lực cắt, chuyển vị đỉnh tường vây được phân tích bằng phần mềm Geo5 Sheeting Check, và được tổng hợp dưới dạng biểu đồ bao. Giá trị lớn nhất được sử dụng để kiểm tra các điều kiện về chuyển vị, và sử dụng để thiết kế cốt thép. Chi tiết xem phần tiếp theo.
Trang 1Sheeting structure verification
Input data
Project
Task
Date
:
:
TÍNH TOÁN TƯỜNG VÂY
19/10/2015
Modulus of subsoil reaction determined according to the Schmitt theory
Basic soil parameters
[°]
cef [kPa]
g [kN/m3]
gsu [kN/m3]
d [°] 1
2
3
4
5
6
Lop 1 - Dat lap
Lop 2 - Set pha - Deo mem
Lop 3 - Set pha - Deo chay
Lop 4 - Set pha - Deo cung
Lop 6 - Cat - Hat min - Chat vua
Lop 7 - Cat - Hat trung - Chat
0.00
12.00 4.00
14.00 33.00 40.00
0.00
21.80 13.30
23.70 0.00 0.00
18.60
18.30 17.60
19.00 19.00 19.00
14.00
16.90 16.80
17.30 16.60 16.50
0.00
9.60 3.20
11.20 26.40 32.00 Soil parameters to compute pressure at rest
calculation
jef [°]
n [–]
OCR [–]
Kr [–] 1
2
3
4
5
6
Lop 1 - Dat lap
Lop 2 - Set pha - Deo mem
Lop 3 - Set pha - Deo chay
Lop 4 - Set pha - Deo cung
Lop 6 - Cat - Hat min - Chat vua
Lop 7 - Cat - Hat trung - Chat
cohesionless
cohesive cohesive
cohesive cohesionless
cohesionless
0.00
-33.00
40.00
-0.45 0.45
0.45
-Parameters of soils to compute modulus of subsoil reaction (Schmitt)
[–]
Eoed [MPa]
Edef [MPa]
Trang 2No Name Pattern n
[–]
Eoed [MPa]
Edef [MPa] 2
3
4
5
6
Lop 2 - Set pha - Deo mem
Lop 3 - Set pha - Deo chay
Lop 4 - Set pha - Deo cung
Lop 6 - Cat - Hat min - Chat vua
Lop 7 - Cat - Hat trung - Chat
0.45
0.45 0.45
0.45 0.45
-3.50
2.50 6.00
22.00 29.00 Soil parameters
Lop 1 - Dat lap
Unit weight :
Stress-state :
Angle of internal friction :
Cohesion of soil :
Angle of friction struc.-soil :
Soil :
Deformation modulus :
Poisson's ratio :
Saturated unit weight :
g effective
jef
cef d cohesionless
Edef n
gsat
=
=
=
=
=
=
=
18.60 0.00 0.00 0.00 1.00 0.45 24.00
kN/m3
° kPa
° MPa kN/m3
Lop 2 - Set pha - Deo mem
Unit weight :
Stress-state :
Angle of internal friction :
Cohesion of soil :
Angle of friction struc.-soil :
Soil :
Poisson's ratio :
Deformation modulus :
Poisson's ratio :
Saturated unit weight :
g effective
jef
cef d cohesive n
Edef n
gsat
=
=
=
=
=
=
=
=
18.30 12.00 21.80 9.60 0.45 3.50 0.45 26.90
kN/m3
° kPa
°
MPa kN/m3 Lop 3 - Set pha - Deo chay
Unit weight :
Stress-state :
Angle of internal friction :
Cohesion of soil :
Angle of friction struc.-soil :
Soil :
Poisson's ratio :
Deformation modulus :
Poisson's ratio :
Saturated unit weight :
g effective
jef
cef d cohesive n
Edef n
gsat
=
=
=
=
=
=
=
=
17.60 4.00 13.30 3.20 0.45 2.50 0.45 26.80
kN/m3
° kPa
°
MPa kN/m3 Lop 4 - Set pha - Deo cung
Trang 3Unit weight :
Stress-state :
Angle of internal friction :
Cohesion of soil :
Angle of friction struc.-soil :
Soil :
Poisson's ratio :
Deformation modulus :
Poisson's ratio :
Saturated unit weight :
g effective
jef
cef d cohesive n
Edef n
gsat
=
=
=
=
=
=
=
=
19.00 14.00 23.70 11.20 0.45 6.00 0.45 27.30
kN/m3
° kPa
°
MPa kN/m3
Lop 6 - Cat - Hat min - Chat vua
Unit weight :
Stress-state :
Angle of internal friction :
Cohesion of soil :
Angle of friction struc.-soil :
Soil :
Deformation modulus :
Poisson's ratio :
Saturated unit weight :
g effective
jef
cef d cohesionless
Edef n
gsat
=
=
=
=
=
=
=
19.00 33.00 0.00 26.40 22.00 0.45 26.60
kN/m3
° kPa
° MPa kN/m3 Lop 7 - Cat - Hat trung - Chat
Unit weight :
Stress-state :
Angle of internal friction :
Cohesion of soil :
Angle of friction struc.-soil :
Soil :
Deformation modulus :
Poisson's ratio :
Saturated unit weight :
g effective
jef
cef d cohesionless
Edef n
gsat
=
=
=
=
=
=
=
19.00 40.00 0.00 32.00 29.00 0.45 26.50
kN/m3
° kPa
° MPa kN/m3 Geological profile and assigned soils
1
2
3
4
5
6
2.20
2.50 5.10
14.20 7.20
8.30
Lop 1 - Dat lap
Lop 2 - Set pha - Deo mem Lop 3 - Set pha - Deo chay
Lop 4 - Set pha - Deo cung Lop 6 - Cat - Hat min - Chat vua
Lop 7 - Cat - Hat trung - Chat
Trang 4No Layer
7 - Lop 7 - Cat - Hat trung - Chat
Excavation
Soil in front of wall is excavated to a depth of 4.00 m
Terrain profile
Terrain behind the structure is flat
Water influence
GWT behind the structure lies at a depth of 5.00 m
Input surface surcharges
Mag.1 [kN/m2]
Mag.2 [kN/m2]
Ord.x
x [m]
Length
l [m]
Depth
z [m]
1 Tai xe co
Global settings
Number of FEs to discretize wall = 40
Minimum dimensioning pressure is considered as sa,min= 0.20sz
Settings of the stage of construction
Design situation : permanent
Analysis results (Stage of construction 1)
Distribution of pressures acting on the structure (in front and behind the wall)
Depth
[m]
Ta,p [kPa]
Tk,p [kPa]
Tp,p [kPa]
Ta,z [kPa]
Tk,z [kPa]
Tp,z [kPa] 0.00
0.00
0.03
0.03
1.18
2.20
2.20
2.36
2.83
3.55
4.00
4.00
4.70
4.70
4.73
5.00
-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 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 -0.00 -10.48 -10.48 -10.87 -14.80
-0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -58.19 -81.33 -46.27 -46.88 -52.98
0.00 0.00 0.49 17.44 38.30 56.68 8.18 8.78 10.50 17.20 21.47 21.48 28.78 61.15 61.53 65.40
0.00 0.00 0.71 17.44 38.30 56.68 42.55 44.89 51.40 61.25 67.48 67.48 77.10 77.10 77.46 81.07
0.00 0.00 0.71 17.44 38.30 56.68 132.11 137.52 153.06 176.59 191.61 191.62 214.75 140.21 140.82 146.92
Trang 5[m]
Ta,p [kPa]
Tk,p [kPa]
Tp,p [kPa]
Ta,z [kPa]
Tk,z [kPa]
Tp,z [kPa] 5.00
5.58
5.91
7.09
8.27
9.09
9.09
9.45
9.80
9.80
10.64
11.82
13.00
14.18
15.36
16.55
17.73
18.91
20.09
21.27
22.45
23.64
24.00
24.00
24.82
26.00
0.00 -0.00 -4.82 -22.13 -39.44 -51.35 -51.35 -56.75 -61.81 -23.44 -31.97 -44.03 -56.09 -68.15 -80.21 -92.27 -104.33 -116.39 -128.45 -140.50 -152.56 -164.62 -168.33 -88.18 -91.86 -97.18
-14.80 -23.15 -27.89 -44.91 -61.93 -73.64 -73.64 -78.95 -83.92 -83.92 -96.92 -115.29 -133.67 -152.04 -170.41 -188.78 -207.15 -225.53 -243.90 -262.27 -280.64 -299.01 -304.67 -169.56 -176.64 -186.87
-52.98 -65.96 -73.33 -99.79 -126.24 -144.44 -144.44 -152.70 -160.43 -271.73 -303.53 -348.48 -393.42 -438.37 -483.31 -528.26 -573.21 -618.15 -663.10 -708.04 -752.99 -797.93 -811.76 -2678.69 -2790.52 -2952.05
65.43 79.04 86.77 114.52 142.27 161.36 150.95 159.79 168.07 109.04 125.18 147.98 170.77 193.57 216.37 239.17 261.97 284.76 307.56 330.36 353.16 375.96 382.97 289.04 300.44 316.90
81.07 94.23 101.70 128.74 156.00 174.87 174.87 183.43 191.48 191.48 211.36 239.53 267.78 296.10 324.47 352.87 381.31 409.76 438.23 466.71 495.21 523.71 532.48 380.61 394.96 415.70
146.92 165.11 175.44 212.51 249.58 275.09 275.09 286.65 297.49 459.88 497.20 549.95 602.69 655.43 708.17 760.91 813.66 866.40 919.14 971.88 1024.63 1077.37 1093.60 3198.74 3304.62 3457.56 Distributions of the modulus of subsoil reaction and internal forces on the structure
Depth
[m]
kh,p [MN/m3]
kh,z [MN/m3]
Displacement [mm]
Pressure [kPa]
Shear Force [kN/m]
Moment [kNm/m] 0.00
0.65
1.30
1.95
2.60
3.25
3.90
3.99
4.01
4.55
5.20
5.85
6.50
7.15
7.80
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 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 0.00 0.00
-63.59 -59.91 -56.23 -52.56 -48.90 -45.27 -41.70 -41.19 -41.11 -38.19 -34.77 -31.46 -28.26 -25.21 -22.31
0.00 28.70 40.43 52.17 9.65 14.42 20.53 21.40 -36.89 -49.15 12.66 13.37 14.08 14.80 15.51
0.00 -9.33 -31.79 -61.89 -81.98 -89.80 -101.16 -103.09 -102.97 -79.65 -67.79 -76.25 -85.17 -94.56 -104.41
0.00 2.02 14.97 45.01 93.26 148.92 210.77 220.16 221.81 271.60 317.34 364.13 416.57 474.96 539.59
Trang 6[m]
kh,p [MN/m3]
kh,z [MN/m3]
Displacement [mm]
Pressure [kPa]
Shear Force [kN/m]
Moment [kNm/m] 8.45
9.10
9.75
10.40
11.05
11.70
12.35
13.00
13.65
14.30
14.95
15.60
16.25
16.90
17.55
18.20
18.85
19.50
20.15
20.80
21.45
22.10
22.75
23.40
24.05
24.70
25.35
26.00
0.00 3.88 3.88 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 70.53 70.53 70.53 70.53
0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 0.00 0.00 0.00 0.00
-19.59 -17.07 -14.78 -12.74 -10.98 -9.51 -8.33 -7.42 -6.76 -6.32 -6.06 -5.94 -5.93 -5.98 -6.08 -6.17 -6.24 -6.26 -6.20 -6.05 -5.80 -5.44 -4.97 -4.42 -3.80 -3.16 -2.50 -1.85
16.22 11.18 26.31 -131.54 -107.16 -86.39 -69.22 -51.00 -29.07 -12.53 -0.50 7.95 13.76 17.84 21.06 24.22 28.04 33.17 40.16 49.45 61.31 75.86 93.01 112.40 -148.56 -99.50 -49.82 -0.12
-114.72 -122.06 -134.30 -97.37 -19.98 42.72 93.11 133.76 159.46 172.71 176.73 174.14 166.97 156.62 143.96 129.26 112.33 92.52 68.80 39.81 3.96 -40.48 -95.23 -161.88 -145.45 -64.77 -16.22 -0.00
610.79 684.34 767.01 844.69 881.93 873.76 828.97 749.39 653.22 544.59 430.50 316.07 204.91 99.50 1.60 -87.40 -166.15 -233.00 -285.77 -321.50 -336.23 -324.97 -281.57 -198.79 -94.51 -27.97 -3.46 0.00 Maximum shear force
Maximum moment
Maximum displacement
=
=
=
176.73 881.93 63.6
kN/m kNm/m mm
Input data (Stage of construction 2)
Geological profile and assigned soils
1
2
3
4
2.20
2.50 5.10
14.20
Lop 1 - Dat lap
Lop 2 - Set pha - Deo mem Lop 3 - Set pha - Deo chay
Lop 4 - Set pha - Deo cung
Trang 7No Layer
5
6
7
7.20 8.30
-Lop 6 - Cat - Hat min - Chat vua Lop 7 - Cat - Hat trung - Chat
Lop 7 - Cat - Hat trung - Chat Excavation
Soil in front of wall is excavated to a depth of 7.40 m
Terrain profile
Terrain behind the structure is flat
Water influence
GWT behind the structure lies at a depth of 5.00 m
Input surface surcharges
Mag.1 [kN/m2]
Mag.2 [kN/m2]
Ord.x
x [m]
Length
l [m]
Depth
z [m]
1 Tai xe co
Inserted props
prop
Depth
z [m]
Length
l [m]
Spacing
b [m]
Modif
stiffnesses
Modulus
E [MPa]
Area
A [mm2]
Settings of the stage of construction
Design situation : permanent
Analysis results (Stage of construction 2)
Distribution of pressures acting on the structure (in front and behind the wall)
Depth
[m]
Ta,p [kPa]
Tk,p [kPa]
Tp,p [kPa]
Ta,z [kPa]
Tk,z [kPa]
Tp,z [kPa] 0.00
0.00
0.03
0.03
1.18
2.20
2.20
2.36
2.83
3.55
4.00
-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 -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 -0.00 0.00 0.00 -0.00 0.00 -0.00
0.00 0.00 0.49 17.44 38.30 56.68 8.18 8.78 10.50 17.47 21.93
0.00 0.00 0.71 17.44 38.30 56.68 42.55 44.89 51.40 61.25 67.49
0.00 0.00 0.71 17.44 38.30 56.68 132.11 137.52 153.06 176.59 191.61
Trang 8[m]
Ta,p [kPa]
Tk,p [kPa]
Tp,p [kPa]
Ta,z [kPa]
Tk,z [kPa]
Tp,z [kPa] 4.00
4.70
4.70
4.73
5.00
5.00
5.58
5.91
7.09
7.40
7.40
8.27
9.01
9.09
9.14
9.14
9.45
9.80
9.80
10.64
10.68
11.82
13.00
14.18
15.36
16.55
17.73
18.91
20.09
21.27
22.45
23.64
24.00
24.00
24.82
26.00
-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 -1.15 -1.92 -1.92 -6.55 -11.61 -0.00 0.00 -0.00 -11.63 -23.69 -35.75 -47.81 -59.87 -71.93 -83.99 -96.05 -108.11 -120.16 -132.22 -135.93 -73.89 -77.57 -82.89
-0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -12.57 -23.15 -24.28 -25.03 -25.03 -29.59 -34.56 -34.56 -47.56 -48.21 -65.93 -84.31 -102.68 -121.05 -139.42 -157.79 -176.16 -194.54 -212.91 -231.28 -249.65 -255.31 -142.09 -149.17 -159.39
-0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -29.98 -49.51 -65.96 -67.71 -68.89 -68.89 -75.97 -83.70 -150.97 -182.78 -184.36 -227.72 -272.67 -317.61 -362.56 -407.50 -452.45 -497.39 -542.34 -587.28 -632.23 -677.18 -691.00 -2244.70 -2356.53 -2518.06
21.93 28.78 61.13 61.52 65.39 65.40 79.02 86.76 114.53 121.79 121.80 142.29 159.55 161.39 162.62 152.21 159.79 168.07 109.04 125.18 125.98 147.98 170.77 193.57 216.37 239.17 261.97 284.76 307.56 330.36 353.16 375.96 382.97 289.04 300.44 316.90
67.49 77.10 77.10 77.46 81.07 81.07 94.23 101.70 128.74 135.85 135.85 156.00 173.06 174.87 176.09 176.09 183.43 191.48 191.48 211.36 212.35 239.53 267.78 296.10 324.47 352.87 381.31 409.76 438.23 466.71 495.21 523.71 532.48 380.61 394.96 415.70
191.62 214.75 140.21 140.82 146.92 146.92 165.11 175.44 212.51 222.21 222.21 249.58 272.63 275.09 276.74 276.74 286.65 297.49 459.88 497.20 499.06 549.95 602.69 655.43 708.17 760.91 813.66 866.40 919.14 971.88 1024.63 1077.37 1093.60 3198.74 3304.62 3457.56 Distributions of the modulus of subsoil reaction and internal forces on the structure
Depth
[m]
kh,p [MN/m3]
kh,z [MN/m3]
Displacement [mm]
Pressure [kPa]
Shear Force [kN/m]
Moment [kNm/m] 0.00
0.65
1.30
1.95
2.60
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 6.08
-53.35 -51.63 -49.92 -48.21 -46.52
0.10 28.70 40.43 52.17 24.09
-0.00 -9.36 -31.83 -61.92 -85.04
-0.00 2.03 15.01 45.06 79.19
Trang 9[m]
kh,p [MN/m3]
kh,z [MN/m3]
Displacement [mm]
Pressure [kPa]
Shear Force [kN/m]
Moment [kNm/m] 3.25
3.40
3.40
3.90
4.55
5.20
5.85
6.50
7.15
7.39
7.41
7.80
8.45
9.10
9.75
10.40
11.05
11.70
12.35
13.00
13.65
14.30
14.95
15.60
16.25
16.90
17.55
18.20
18.85
19.50
20.15
20.80
21.45
22.10
22.75
23.40
24.05
24.70
25.35
26.00
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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 70.53 70.53 70.53 70.53
6.08 4.68 4.68 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 12.47 0.00 0.00 0.00 0.00
-44.86 -44.49 -44.49 -43.25 -41.65 -40.02 -38.33 -36.54 -34.63 -33.89 -33.85 -32.61 -30.48 -28.27 -26.01 -23.75 -21.55 -19.46 -17.54 -15.80 -14.28 -12.98 -11.90 -11.01 -10.30 -9.74 -9.30 -8.95 -8.63 -8.33 -8.00 -7.62 -7.17 -6.62 -5.98 -5.25 -4.46 -3.65 -2.83 -2.01
17.06 17.96 17.96 20.95 27.31 70.10 85.37 100.64 115.92 121.60 91.83 92.26 92.97 93.69 84.29 -53.17 -65.35 -77.53 -89.71 -101.89 -89.27 -70.61 -54.62 -41.14 -29.88 -20.48 -10.14 4.34 17.69 30.81 44.53 59.59 76.55 95.76 117.34 141.04 -167.65 -106.80 -45.49 15.75
-98.42 -101.20 224.25 213.36 197.67 166.01 115.48 55.03 -15.35 -44.09 -45.80 -81.88 -142.08 -202.75 -260.59 -270.71 -232.19 -185.76 -131.40 -69.13 -3.99 47.82 88.38 119.37 142.34 158.62 169.36 171.16 163.96 148.21 123.77 90.02 45.89 -9.98 -79.11 -162.99 -148.40 -59.16 -9.66 -0.00
139.36 154.51 154.51 51.51 -82.30 -202.01 -294.03 -349.99 -363.42 -356.25 -355.53 -330.51 -257.75 -145.70 5.21 182.72 346.60 482.86 586.36 651.96 665.32 650.38 605.51 537.48 451.98 353.80 240.53 129.26 19.78 -82.24 -171.21 -241.33 -286.19 -298.64 -270.54 -192.79 -86.32 -21.07 -0.92 0.00 Maximum shear force
Maximum moment
Maximum displacement
=
=
=
270.71 665.32 53.3
kN/m kNm/m mm
Trang 10Reactions in props
[m]
Reaction [kN]
Input data (Stage of construction 3)
Geological profile and assigned soils
1
2
3
4
5
6
7
2.20
2.50 5.10
14.20 7.20
8.30
-Lop 1 - Dat lap
Lop 2 - Set pha - Deo mem Lop 3 - Set pha - Deo chay
Lop 4 - Set pha - Deo cung Lop 6 - Cat - Hat min - Chat vua
Lop 7 - Cat - Hat trung - Chat Lop 7 - Cat - Hat trung - Chat Excavation
Soil in front of wall is excavated to a depth of 11.80 m
Terrain profile
Terrain behind the structure is flat
Water influence
GWT behind the structure lies at a depth of 5.00 m
Input surface surcharges
Mag.1 [kN/m2]
Mag.2 [kN/m2]
Ord.x
x [m]
Length
l [m]
Depth
z [m]
1 Tai xe co
Inserted props
prop
Depth
z [m]
Length
l [m]
Spacing
b [m]
Modif
stiffnesses
Modulus
E [MPa]
Area
A [mm2] 1
2
NO
YES
3.40 6.80
6.00 6.00
1.00 1.00
NO NO
325000.00 325000.00
150000.000 150000.000 Settings of the stage of construction
Design situation : permanent