Design of Abutment With Mse Wall Enkagrid
Design of Abutment With Mse Wall Enkagrid
Design of Abutment With Mse Wall Enkagrid
Reinforcement details
Block Type of reinforcement Origin End Height from bottom Length
No. l1[m] l2[m] h[m] l[m]
1 Enkagrid PRO 120d -0.14 3.86 0.00 4.00
2 Enkagrid PRO 120d -0.12 3.88 0.57 4.00
3 Enkagrid PRO 120d -0.10 3.90 1.14 4.00
4 Enkagrid PRO 120d -0.08 3.92 1.71 4.00
5 Enkagrid PRO 120d -0.06 3.94 2.28 4.00
6 Enkagrid PRO 120d -0.04 3.96 2.85 4.00
7 Enkagrid PRO 90d -0.02 3.98 3.42 4.00
8 Enkagrid PRO 90d 0.00 4.00 3.99 4.00
Soil parameters
Sand with trace of fines (S-F), dense
Unit weight : = 18.00 kN/m3
Angle of internal friction : ef = 30.00 °
Cohesion of soil : cef = 0.00 kPa
Angle of friction struc.-soil : = 18.00 °
Saturated unit weight : sat = 20.00 kN/m3
Terrain profile
Terrain behind the structure is flat.
Water influence
Ground water table is located below the structure.
Verification No. 1
Active pressure behind the structure - partial results
Layer Thickness d cd d Ka Comment
No. [m] [°] [°] [kPa] [kN/m3] [°]
1 0.57 0.00 30.00 0.00 18.00 30.00 0.297
2 0.57 -2.01 30.00 0.00 18.00 30.00 0.282
3 0.57 -2.01 30.00 0.00 18.00 30.00 0.282
4 0.57 -2.01 30.00 0.00 18.00 30.00 0.282
5 0.57 -2.01 30.00 0.00 18.00 30.00 0.282
6 0.57 -2.01 30.00 0.00 18.00 30.00 0.282
7 0.57 -2.01 30.00 0.00 18.00 30.00 0.282
8 0.51 -2.01 30.00 0.00 18.00 30.00 0.282
9 0.06 -2.01 21.00 12.00 20.00 21.00 0.397
10 0.20 0.00 21.00 12.00 20.00 21.00 0.411
Active pressure distribution behind the structure (without surcharge)
Layer Start [m] Z W Pressure Hor. comp. Vert. comp.
No. End [m] [kPa] [kPa] [kPa] [kPa] [kPa]
0.00 0.00 0.00 0.00 0.00 0.00
1
0.57 10.26 0.00 3.05 2.64 1.52
0.57 10.26 0.00 2.89 2.55 1.36
2
1.14 20.52 0.00 5.79 5.11 2.72
1.14 20.52 0.00 5.79 5.11 2.72
3
1.71 30.78 0.00 8.68 7.66 4.07
1.71 30.78 0.00 8.68 7.66 4.07
4
2.28 41.04 0.00 11.57 10.22 5.43
2.28 41.04 0.00 11.57 10.22 5.43
5
2.85 51.30 0.00 14.46 12.77 6.79
2.85 51.30 0.00 14.46 12.77 6.79
6
3.42 61.56 0.00 17.36 15.33 8.15
3.42 61.56 0.00 17.36 15.33 8.15
7
3.99 71.82 0.00 20.25 17.88 9.50
3.99 71.82 0.00 20.25 17.88 9.50
8
4.50 81.00 0.00 22.84 20.17 10.72
Dimensioning No. 1
Active pressure behind the structure - partial results
Layer Thickness d cd d Ka Comment
No. [m] [°] [°] [kPa] [kN/m3] [°]
1 0.57 0.00 30.00 0.00 18.00 18.00 0.299
2 0.57 0.00 30.00 0.00 18.00 18.00 0.299
3 0.57 0.00 30.00 0.00 18.00 18.00 0.299
4 0.57 0.00 30.00 0.00 18.00 18.00 0.299
5 0.57 0.00 30.00 0.00 18.00 18.00 0.299
6 0.57 0.00 30.00 0.00 18.00 18.00 0.299
7 0.57 0.00 30.00 0.00 18.00 18.00 0.299
8 0.16 0.00 30.00 0.00 18.00 18.00 0.299
9 0.35 30.50 30.00 0.00 18.00 30.00 0.677
10 0.06 30.50 21.00 12.00 20.00 21.00 0.756
11 0.20 0.00 21.00 12.00 20.00 18.00 0.414
Safety factors
Permanent design situation
Safety factor : SFs = 1.50 [–]
Interface
Coordinates of interface points [m]
No. Interface location
x z x z x z
1 -0.29 -3.99 -0.14 -3.99 -0.12 -3.99
-0.12 -3.42 -0.10 -3.42 -0.10 -2.85
-0.08 -2.85 -0.08 -2.28 -0.06 -2.28
-0.06 -1.71 -0.04 -1.71 -0.04 -1.14
-0.02 -1.14 -0.02 -0.57 0.00 -0.57
0.00 0.00
Soil parameters
Sand with trace of fines (S-F), dense
Unit weight : = 18.00 kN/m3
Stress-state : effective
Angle of internal friction : ef = 30.00 °
Cohesion of soil : cef = 0.00 kPa
Saturated unit weight : sat = 20.00 kN/m3
Rigid bodies
No. Name Sample
[kN/m3]
Reinforcements
Point to the left Point to the right Length Strength End of
No. Pull out resist.
x [m] z [m] x [m] z [m] L [m] Rt [kN/m] reinf.
1 0.00 -0.57 4.00 -0.57 4.00 38.05 Tp = 11.85 kN/m2 Fixed
2 -0.02 -1.14 3.98 -1.14 4.00 38.05 Tp = 23.69 kN/m2 Fixed
3 -0.04 -1.71 3.96 -1.71 4.00 47.03 Tp = 35.54 kN/m2 Fixed
4 -0.06 -2.28 3.94 -2.28 4.00 47.03 Tp = 47.39 kN/m2 Fixed
5 -0.08 -2.85 3.92 -2.85 4.00 47.03 Tp = 59.24 kN/m2 Fixed
6 -0.10 -3.42 3.90 -3.42 4.00 47.03 Tp = 71.08 kN/m2 Fixed
7 -0.12 -3.99 3.88 -3.99 4.00 47.03 Tp = 82.93 kN/m2 Fixed
8 -0.14 -4.56 3.86 -4.56 4.00 47.03 Tp = 63.11 kN/m2 Fixed
Surcharge
Location Origin Length Width Slope Magnitude
No. Type Type of action
z [m] x [m] l [m] b [m] [°] q, q1, f, F q2 unit
1 strip permanent on terrain x = 0.00 l = 14.28 0.00 30.00 kN/m2
Surcharges
No. Name
1 Surcharge
Water
Water type : No water
Tensile crack
Tensile crack not inputted.
Earthquake
Earthquake not included.
Settings of the stage of construction
Design situation : permanent
Name : Stage : 1
Sand with trace of fines (S-F), dense Low plasticity silt (ML,MI), consistency firm
[GeoStructural Analysis - MSE Wall | version 5.19.5.0 | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]
JURAIN RAILWAY OVERBRIDGE
PRIODEEP CHOWDHURY ANALYSIS FOR GLOBAL STABILITY DCL-CCECC-JV
(-1.30;-0.06) +x
8
+z
6
Sand with trace of fines (S-F), dense Low plasticity silt (ML,MI), consistency firm
[GeoStructural Analysis - MSE Wall | version 5.19.5.0 | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]
JURAIN RAILWAY OVERBRIDGE
PRIODEEP CHOWDHURY ANALYSIS FOR SLOPE STABILITY DCL-CCECC-JV
[GeoStructural Analysis - MSE Wall | version 5.19.5.0 | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]
JURAIN RAILWAY OVERBRIDGE
PRIODEEP CHOWDHURY ANALYSIS FOR SLIP STABILITY DCL-CCECC-JV
120.58
8
0.01
7
329.59 0.01
6
19.38 0.01
5 38.78
0.01
4
0.01 52.51
3
0.01
2
0.01
1
+x
+z
Sand with trace of fines (S-F), dense Low plasticity silt (ML,MI), consistency firm
[GeoStructural Analysis - MSE Wall | version 5.19.5.0 | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]