Fixed Abutment - CASE 2 B/Fill + Surcharge + Deck Permanent Load + Horizontal loads at bearing.
metres
Vr
Toe Length Lt = 1.100
35
degrees
'bf;k backfill =
Mr
Hr
e
Zf
Zw
tw
Lt
Ls
19
kN/m3
'cv;k sliding =
30
conc =
Vrdeck,conc =
Vrdeck,steel =
MaxVrs'fcg =
MinVrs'fcg =
MaxVrgr1a =
MinVrgr1a =
25
164
0
43
17
0
0
degrees
kN/m3
kN
kN
kN
kN
kN
kN
MaxVrgr2 =
kN
MinVrgr2 =
0
0
0
0
kN
kN
kN
kN
Hr;gr6 =
Mr =
Hr;elastomeric =
0
0
0
0
0
kN
kN
kN
kNm
kN
Hr;sliding =
16
kN
Carriageway width =
7.3
Height to deck soffit Zw = 6.500
Fill height on heel Z = 8.500
Base thickness tb = 1.000
Fill height at toe Zf = 0.000
Offset to bearing centre e = 0.450
Splay length Ls = 0.000
Width of abutment wall = 11.600
Lh = 4.300
tb
Ls
bf;k =
Wall Thickness tw = 1.000
Base Length Lb = 6.400
Hr;gr2 =
MaxVrgr5 =
MinVrgr5 =
Lb
'bf;d backfill
Ka =
K0 =
'cv;k sliding
d = tan('cv;k)/M
SLS
Comb. 1
Comb. 2
MaxVrgr6 =
35.00
0.271
0.426
35.00
0.271
0.426
29.26
0.343
0.511
MinVrgr6 =
SLS
Comb. 1
Comb. 2
0.577
0.577
0.462
V
Comb.1
152
154.375
Comb.2
160
162.5
0
cu;k/cu
FOUNDATION DESIGN
STABILITY
Minimum Vertical Actions
SLS
Base
160
Wall
162.5
B/fillheel
694.45
B/filltoe
Vr
659.7275
694.45
181
171.95
181
1197.95
1138.0525
1197.95
Horizontal Actions
H
SLS
B/fillheel 232.3401
B/filltoe
S/chrge 57.46858
Hr
Mr
16
0
Comb.1
MA
Comb.2
SLS
376.39096 353.35001
0
77.582584 83.758328
21.6
0
Comb.1
Comb.2
735.74364 1191.9047 1118.9417
0
419.45055 566.25825 611.33365
16
0
120
0
305.80868 475.57354 453.10834
162
0
120
0
1275.1942 1920.1629 1850.2753
Sliding Resistance
SLS
Comb.1
Comb.2
V d / R;h = 691.63675 657.05492 553.3094
Overdesign F of S = 2.2616649 1.3816053 1.2211415
OK
OK
OK
B.cu;d =
O/D F of S
SLS
Comb.1
Comb.2
0
0
0
0
0
0
Maximum Vertical Actions
MA
Base
SLS
160
Comb.1
216
Comb.2
160
SLS
512
Comb.1
691.2
Comb.2
512
260
351
260
Wall
162.5
219.375
162.5
B/fillheel
694.45
937.5075
694.45
B/filltoe
0
0
0
0
0
0
0
0
0
0
0
0
Mr
207
0
273
0
207
0
320.85
0
423.15
0
320.85
0
1223.95
1645.8825
1223.95
S/chrge
Vr
2951.4125 3984.4069 2951.4125
4044.2625 5449.7569 4044.2625
Eccentricity of Vertical Loads from Centre-Line of Base
SLS
Comb.1
Comb.2
M / V
0.9375969 1.0555007 1.4074536
PD 6694-1 Cl. 5.2.2 requires no uplift at SLS
Bearing Pressure at Toe at SLS = 359.34351
Bearing Pressure at Heel at SLS = 23.140865
OK
OK
BS EN 1997-1 Cl. 6.5.4 - Eccentricity restricted to Lb/3 at ULS
Lb / 3 = 2.13
Eccentricity under Comb.1 =
1.06
Eccentricity under Comb.2 =
1.41
Comb.1
Pressure at Toe at ULS =
383.75
Drained R/A' = 1053.65
Undrained R/A' =
0.00
< 2.13 OK
< 2.13 OK
Comb.2
341.40
354.12
0.00
Settlement Check (PD 6694-1 Cl. 5.5.2)
Drained Conditions 1/3(R/A') = 429.92593 OK
Unrained Conditions 1/3(R/A') = 0
Use rectangular pressure distribution under the base
at ULS (see EN 1997-1:2004 Annex D Figure D.1)
Effective foundation breadth for Comb.1; B' = B-2e = 4.289
Effective foundation breadth for Comb.2; B' = B-2e = 3.585
OK
WALL DESIGN
(Notation: Positive moments produce tension in rear face of wall.)
(Using K0 Pressures)
Comb.1
Comb.2
Comb.1
Comb.2
Permanent
Surcharge
Variable
Section
Depth (m) ULS Shear ULS Shear SLS Moment SLS Moment SLS Moment SLS Moment ULS Moment ULS Moment
(Z-Zw)/2
1.000
83.25
78.09
1.35
0.00
40.91
42.26
57.41
48.99
Z-Zw
2.000
103.65
96.31
10.80
0.00
56.25
67.05
93.44
80.23
Zw/8
2.813
134.15
124.04
40.39
108.88
13.00
162.28
226.86
216.71
Zw/4
3.625
173.32
159.47
74.67
146.84
26.00
247.51
351.18
331.37
3Zw/8
4.438
221.14
202.59
128.34
187.70
39.00
355.04
510.85
477.93
Zw/2
5.250
277.64
253.41
205.75
231.48
52.00
489.22
712.89
662.67
5Zw/8
6.063
342.80
311.93
311.23
278.16
65.00
654.40
964.35
891.82
3Zw/4
6.875
416.62
378.14
449.14
327.76
78.00
854.91
1272.28
1171.64
7Zw/8
7.688
499.11
452.05
623.83
380.28
91.00
1095.11
1643.71
1508.38
Splay top
8.500
590.26
533.65
839.63
435.70
104.00
1379.33
2085.68
1908.30
Zw
8.500
590.26
533.65
839.63
435.70
104.00
1379.33
2085.68
1908.30
BASE DESIGN
SLS
Comb.1
Comb.2
Bearing Pressure at Toe : 442.17782
496.77
480.72
Bearing Pressure at d from Front of Wall : 428.20003 496.7743 480.72023
Assume d = tb-75mm = 0.925
Bearing Pressure at Front of Wall : 354.31747
496.77
480.72
Bearing Pressure at Back of Wall : 274.44443
496.77
480.72
Bearing Pressure at Bottom of Splay : 274.44443
496.77
480.72
(Notation: Positive moments produce tension in bottom face of base slab.)
(Using K0 Pressures)
Comb.1
Comb.2
Comb.1
Comb.2
Permanent
Surcgarge + Variable
Section
ULS Shear ULS Shear SLS Moment
SLS Moment
SLS Moment ULS Moment ULS Moment
At d from front of wall
81.03
79.75
5.08
1.24
6.32
7.09
6.98
At front of wall
43.85
509.33
501.29
190.83
234.67
280.13
275.71
479.98
587.51
-816.06
-1184.17
-1962.11
-1676.36
At back of wall
-368.11
479.98
587.51
-816.06
-1184.17
-1962.11
-1676.36
At bottom of splay
-368.11
Fixed Abutment - CASE 3 B/Fill + Normal Surcharge + Deck Permanent Load + gr1a on deck.
metres
Vr
Toe Length Lt = 1.100
35
degrees
'bf;k backfill =
Mr
Hr
Wall Thickness tw = 1.000
Base Length Lb = 6.400
Zf
Zw
tw
Lt
Ls
Height to deck soffit Zw = 6.500
Fill height on heel Z = 8.500
Base thickness tb = 1.000
Fill height at toe Zf = 0.000
Offset to bearing centre e = 0.450
Splay length Ls = 0.000
Width of abutment wall = 11.600
Lh = 4.300
tb
Ls
Ka =
K0 =
'cv;k sliding
d = tan('cv;k)/M
Vr
conc =
Vrdeck,conc =
Vrdeck,steel =
MaxVrs'fcg =
MinVrs'fcg =
MaxVrgr1a =
MinVrgr1a =
25
164
0
43
17
128
0
degrees
kN/m3
kN
kN
kN
kN
kN
kN
MaxVrgr2 =
kN
MinVrgr2 =
0
0
0
0
kN
kN
kN
kN
Hr;gr6 =
Mr =
Hr;elastomeric =
0
0
0
0
0
kN
kN
kN
kNm
kN
Hr;sliding =
kN
7.3
MaxVrgr6 =
35.00
0.271
0.426
35.00
0.271
0.426
29.26
0.343
0.511
MinVrgr6 =
SLS
Comb. 1
Comb. 2
0.577
0.577
0.462
V
Comb.1
152
154.375
Comb.2
160
162.5
659.7275
694.45
181
171.95
181
1197.95
1138.0525
1197.95
SLS
B/fillheel 232.3401
0
S/chrge 57.46858
Mr
30
Comb. 2
Carriageway width =
Hr
'cv;k sliding =
Comb. 1
Horizontal Actions
B/filltoe
kN/m3
SLS
0
cu;k/cu
FOUNDATION DESIGN
STABILITY
Minimum Vertical Actions
SLS
Base
160
Wall
162.5
B/fillheel
694.45
B/filltoe
19
Hr;gr2 =
MaxVrgr5 =
MinVrgr5 =
Lb
'bf;d backfill
bf;k =
0
0
Comb.1
MA
Comb.2
SLS
376.39096 353.35001
0
77.582584 83.758328
0
0
Comb.1
Comb.2
735.74364 1191.9047 1118.9417
0
419.45055 566.25825 611.33365
0
0
0
0
289.80868 453.97354 437.10834
0
0
0
0
1155.1942 1758.1629 1730.2753
Sliding Resistance
SLS
Comb.1
Comb.2
V d / R;h = 691.63675 657.05492 553.3094
Overdesign F of S = 2.3865288 1.4473419 1.2658404
OK
OK
OK
B.cu;d =
O/D F of S
SLS
Comb.1
Comb.2
0
0
0
0
0
0
Maximum Vertical Actions
MA
Base
SLS
160
Comb.1
216
Comb.2
160
SLS
512
Comb.1
691.2
Comb.2
512
260
351
260
Wall
162.5
219.375
162.5
B/fillheel
694.45
937.5075
694.45
B/filltoe
0
0
0
0
0
0
0
0
0
0
0
0
Mr
335
0
445.8
0
354.2
0
519.25
0
690.99
0
549.01
0
1351.95
1818.6825
1371.15
S/chrge
Vr
2951.4125 3984.4069 2951.4125
4242.6625 5717.5969 4272.4225
Eccentricity of Vertical Loads from Centre-Line of Base
SLS
Comb.1
Comb.2
M / V
0.9162851 1.0229109 1.3459744
PD 6694-1 Cl. 5.2.2 requires no uplift at SLS
Bearing Pressure at Toe at SLS = 392.70289
Bearing Pressure at Heel at SLS = 29.78149
OK
OK
BS EN 1997-1 Cl. 6.5.4 - Eccentricity restricted to Lb/3 at ULS
Lb / 3 = 2.13
Eccentricity under Comb.1 =
1.02
Eccentricity under Comb.2 =
1.35
Comb.1
Pressure at Toe at ULS =
417.69
Drained R/A' = 1198.66
Undrained R/A' =
0.00
< 2.13 OK
< 2.13 OK
Comb.2
369.78
426.32
0.00
Settlement Check (PD 6694-1 Cl. 5.5.2)
Drained Conditions 1/3(R/A') = 479.52323 OK
Unrained Conditions 1/3(R/A') = 0
Use rectangular pressure distribution under the base
at ULS (see EN 1997-1:2004 Annex D Figure D.1)
Effective foundation breadth for Comb.1; B' = B-2e = 4.354
Effective foundation breadth for Comb.2; B' = B-2e = 3.708
OK
WALL DESIGN
(Notation: Positive moments produce tension in rear face of wall.)
(Using K0 Pressures)
Comb.1
Comb.2
Comb.1
Comb.2
Permanent
Surcharge
Variable
Section
Depth (m) ULS Shear ULS Shear SLS Moment SLS Moment SLS Moment SLS Moment ULS Moment ULS Moment
(Z-Zw)/2
1.000
61.79
62.09
1.35
0.00
40.91
42.26
57.41
48.99
Z-Zw
2.000
82.05
80.31
10.80
0.00
56.25
67.05
93.44
80.23
Zw/8
2.813
112.55
108.04
40.39
108.88
6.40
155.68
217.95
211.07
Zw/4
3.625
151.72
143.47
74.67
146.84
6.40
227.91
324.72
312.73
3Zw/8
4.438
199.54
186.59
128.34
187.70
6.40
322.44
466.84
446.29
Zw/2
5.250
256.04
237.41
205.75
231.48
6.40
443.62
651.33
618.03
5Zw/8
6.063
321.20
295.93
311.23
278.16
6.40
595.80
885.24
834.18
3Zw/4
6.875
395.02
362.14
449.14
327.76
6.40
783.31
1175.62
1101.00
7Zw/8
7.688
477.51
436.05
623.83
380.28
6.40
1010.51
1529.50
1424.74
Splay top
8.500
568.66
517.65
839.63
435.70
6.40
1281.73
1953.92
1811.66
Zw
8.500
568.66
517.65
839.63
435.70
6.40
1281.73
1953.92
1811.66
BASE DESIGN
SLS
Comb.1
Comb.2
Bearing Pressure at Toe : 472.84167
523.96
493.12
Bearing Pressure at d from Front of Wall : 458.37132 523.95909 493.11695
Assume d = tb-75mm = 0.925
Bearing Pressure at Front of Wall : 381.88521
523.96
493.12
Bearing Pressure at Back of Wall : 299.19752
523.96
493.12
Bearing Pressure at Bottom of Splay : 299.19752
523.96
493.12
(Notation: Positive moments produce tension in bottom face of base slab.)
(Using K0 Pressures)
Comb.1
Comb.2
Comb.1
Comb.2
Permanent
Surcgarge + Variable
Section
ULS Shear ULS Shear SLS Moment
SLS Moment
SLS Moment ULS Moment ULS Moment
At d from front of wall
85.79
81.92
4.81
1.97
6.78
7.51
7.17
At front of wall
539.23
514.93
181.41
71.19
252.60
296.58
283.21
At back of wall
364.26
466.35
-726.34
-344.96
-1071.30
-1835.20
-1609.99
At bottom of splay
364.26
466.35
-726.34
-344.96
-1071.30
-1835.20
-1609.99
Fixed Abutment - CASE 4 B/Fill + (SV/100 & 169) or SOV Surcharge + Deck Permanent Load + gr1a(frequen
metres
Vr
Toe Length Lt = 1.100
35
degrees
'bf;k backfill =
Mr
Hr
Wall Thickness tw = 1.000
Base Length Lb = 6.400
Zf
Zw
tw
Lt
Ls
Height to deck soffit Zw = 6.500
Fill height on heel Z = 8.500
Base thickness tb = 1.000
Fill height at toe Zf = 0.000
Offset to bearing centre e = 0.450
Splay length Ls = 0.000
Width of abutment wall = 11.600
Lh = 4.300
tb
Ls
Ka =
K0 =
'cv;k sliding
d = tan('cv;k)/M
Vr
conc =
Vrdeck,conc =
Vrdeck,steel =
MaxVrs'fcg =
MinVrs'fcg =
MaxVrgr1a =
MinVrgr1a =
25
164
0
43
17
128
0
degrees
kN/m3
kN
kN
kN
kN
kN
kN
MaxVrgr2 =
kN
MinVrgr2 =
0
0
0
0
kN
kN
kN
kN
Hr;gr6 =
Mr =
Hr;elastomeric =
0
0
0
0
0
kN
kN
kN
kNm
kN
Hr;sliding =
kN
7.3
MaxVrgr6 =
35.00
0.271
0.426
35.00
0.271
0.426
29.26
0.343
0.511
MinVrgr6 =
SLS
Comb. 1
Comb. 2
0.577
0.577
0.462
V
Comb.1
152
154.375
Comb.2
160
162.5
659.7275
694.45
181
171.95
181
1197.95
1138.0525
1197.95
SLS
B/fillheel 232.3401
Carriageway width =
Comb.1
MA
Comb.2
SLS
376.39096 353.35001
0
0
0
0
0
Comb.1
Comb.2
735.74364 1191.9047 1118.9417
S/chrge 56.942953 76.872987 82.992246
Mr
30
Comb. 2
Hr
'cv;k sliding =
Comb. 1
Horizontal Actions
B/filltoe
kN/m3
SLS
0
cu;k/cu
FOUNDATION DESIGN
STABILITY
Minimum Vertical Actions
SLS
Base
160
Wall
162.5
B/fillheel
694.45
B/filltoe
19
Hr;gr2 =
MaxVrgr5 =
MinVrgr5 =
Lb
'bf;d backfill
bf;k =
398.64447 538.17004 581.00956
0
0
0
0
289.28305 453.26394 436.34225
0
0
0
0
1134.3881 1730.0747 1699.9513
Sliding Resistance
SLS
Comb.1
Comb.2
V d / R;h = 691.63675 657.05492 553.3094
Overdesign F of S = 2.3908651 1.4496077 1.2680629
OK
OK
OK
B.cu;d =
O/D F of S
SLS
Comb.1
Comb.2
0
0
0
0
0
0
Maximum Vertical Actions
MA
Base
SLS
160
Comb.1
216
Comb.2
160
SLS
512
Comb.1
691.2
Comb.2
512
260
351
260
Wall
162.5
219.375
162.5
B/fillheel
694.45
937.5075
694.45
B/filltoe
0
0
0
0
0
0
0
0
0
0
0
0
Mr
303
0
402.6
0
317.4
0
469.65
0
624.03
0
491.97
0
1319.95
1775.4825
1334.35
S/chrge
Vr
2951.4125 3984.4069 2951.4125
4193.0625 5650.6369 4215.3825
Eccentricity of Vertical Loads from Centre-Line of Base
SLS
Comb.1
Comb.2
M / V
0.8827347 0.9918328
1.314864
PD 6694-1 Cl. 5.2.2 requires no uplift at SLS
Bearing Pressure at Toe at SLS = 376.92074
Bearing Pressure at Heel at SLS = 35.56363
OK
OK
BS EN 1997-1 Cl. 6.5.4 - Eccentricity restricted to Lb/3 at ULS
Lb / 3 = 2.13
Eccentricity under Comb.1 =
0.99
Eccentricity under Comb.2 =
1.31
Comb.1
Pressure at Toe at ULS =
402.03
Drained R/A' = 1188.36
Undrained R/A' =
0.00
< 2.13 OK
< 2.13 OK
Comb.2
353.91
418.84
0.00
Settlement Check (PD 6694-1 Cl. 5.5.2)
Drained Conditions 1/3(R/A') = 477.08142 OK
Unrained Conditions 1/3(R/A') = 0
Use rectangular pressure distribution under the base
at ULS (see EN 1997-1:2004 Annex D Figure D.1)
Effective foundation breadth for Comb.1; B' = B-2e = 4.416
Effective foundation breadth for Comb.2; B' = B-2e = 3.770
OK
WALL DESIGN
(Notation: Positive moments produce tension in rear face of wall.)
(Using K0 Pressures)
Comb.1
Comb.2
Comb.1
Comb.2
Permanent
Surcharge
Variable
Section
Depth (m) ULS Shear ULS Shear SLS Moment SLS Moment SLS Moment SLS Moment ULS Moment ULS Moment
(Z-Zw)/2
1.000
61.79
56.58
1.35
0.00
40.91
42.26
57.41
48.99
Z-Zw
2.000
78.05
76.23
10.80
0.00
56.25
67.05
93.44
80.23
Zw/8
2.813
109.16
104.58
40.39
99.64
6.40
146.43
205.47
198.32
Zw/4
3.625
148.93
140.62
74.67
135.73
6.40
216.80
309.73
297.41
3Zw/8
4.438
197.36
184.36
128.34
175.10
6.40
309.84
449.82
428.91
Zw/2
5.250
254.46
235.80
205.75
217.74
6.40
429.89
632.78
599.09
5Zw/8
6.063
320.22
294.94
311.23
263.66
6.40
581.29
865.66
814.18
3Zw/4
6.875
394.65
361.76
449.14
312.86
6.40
768.40
1155.49
1080.44
7Zw/8
7.688
477.74
436.29
623.83
365.33
6.40
995.56
1509.32
1404.13
Splay top
8.500
569.50
518.51
839.63
421.08
6.40
1267.11
1934.18
1791.50
Zw
8.500
569.50
518.51
839.63
421.08
6.40
1267.11
1934.18
1791.50
BASE DESIGN
SLS
Comb.1
Comb.2
Bearing Pressure at Toe : 457.08598
507.14
476.53
Bearing Pressure at d from Front of Wall : 443.23609 507.14477 476.5309
Assume d = tb-75mm = 0.925
Bearing Pressure at Front of Wall : 370.02952
507.14
476.53
Bearing Pressure at Back of Wall : 290.88728
507.14
476.53
Bearing Pressure at Bottom of Splay : 290.88728
507.14
476.53
(Notation: Positive moments produce tension in bottom face of base slab.)
(Using K0 Pressures)
Comb.1
Comb.2
Comb.1
Comb.2
Permanent
Surcgarge + Variable
Section
ULS Shear ULS Shear SLS Moment
SLS Moment
SLS Moment ULS Moment ULS Moment
At d from front of wall
82.84
79.02
4.81
1.73
6.55
7.25
6.91
At front of wall
520.73
496.68
181.41
62.45
243.86
286.40
273.18
At back of wall
372.15
468.31
-726.34
-342.90
-1069.25
-1829.99
-1607.40
At bottom of splay
372.15
468.31
-726.34
-342.90
-1069.25
-1829.99
-1607.40
Fixed Abutment - CASE 5 B/Fill + Normal Surcharge(frequent) + Deck Permanent Load + gr5 on deck.
metres
Vr
Toe Length Lt = 1.100
35
degrees
'bf;k backfill =
Mr
Hr
Wall Thickness tw = 1.000
Base Length Lb = 6.400
Zf
Zw
tw
Lt
Ls
Height to deck soffit Zw = 6.500
Fill height on heel Z = 8.500
Base thickness tb = 1.000
Fill height at toe Zf = 0.000
Offset to bearing centre e = 0.450
Splay length Ls = 0.000
Width of abutment wall = 11.600
Lh = 4.300
tb
Ls
Ka =
K0 =
'cv;k sliding
d = tan('cv;k)/M
Vr
conc =
Vrdeck,conc =
Vrdeck,steel =
MaxVrs'fcg =
MinVrs'fcg =
MaxVrgr1a =
MinVrgr1a =
25
164
0
43
17
0
0
degrees
kN/m3
kN
kN
kN
kN
kN
kN
MaxVrgr2 =
kN
MinVrgr2 =
0
0
166
0
kN
kN
kN
kN
MaxVrgr6 =
35.00
0.271
0.426
35.00
0.271
0.426
29.26
0.343
0.511
MinVrgr6 =
SLS
Comb. 1
Comb. 2
0.577
0.577
0.462
V
Comb.1
152
154.375
Comb.2
160
162.5
659.7275
694.45
181
171.95
181
1197.95
1138.0525
1197.95
SLS
B/fillheel 232.3401
0
Comb.1
0
0
0
0
kN
kN
kN
kNm
kN
Hr;sliding =
kN
7.3
MA
Comb.2
SLS
376.39096 353.35001
0
Hr;gr6 =
Mr =
Hr;elastomeric =
0
0
0
0
0
Carriageway width =
Comb.1
Comb.2
735.74364 1191.9047 1118.9417
S/chrge 43.101435 58.186938 62.818746
Mr
30
Comb. 2
Hr
'cv;k sliding =
Comb. 1
Horizontal Actions
B/filltoe
kN/m3
SLS
0
cu;k/cu
FOUNDATION DESIGN
STABILITY
Minimum Vertical Actions
SLS
Base
160
Wall
162.5
B/fillheel
694.45
B/filltoe
19
Hr;gr2 =
MaxVrgr5 =
MinVrgr5 =
Lb
'bf;d backfill
bf;k =
314.58792 424.69369 458.50024
0
0
0
0
275.44153 434.5779 416.16875
0
0
0
0
1050.3316 1616.5984 1577.4419
Sliding Resistance
SLS
Comb.1
Comb.2
V d / R;h = 691.63675 657.05492 553.3094
Overdesign F of S = 2.5110111 1.5119382 1.3295313
OK
OK
OK
B.cu;d =
O/D F of S
SLS
Comb.1
Comb.2
0
0
0
0
0
0
Maximum Vertical Actions
MA
Base
SLS
160
Comb.1
216
Comb.2
160
SLS
512
Comb.1
691.2
Comb.2
512
260
351
260
Wall
162.5
219.375
162.5
B/fillheel
694.45
937.5075
694.45
B/filltoe
0
0
0
0
0
0
0
0
0
0
0
0
Mr
373
0
497.1
0
397.9
0
578.15
0
770.505
0
616.745
0
1389.95
1869.9825
1414.85
S/chrge
Vr
2951.4125 3984.4069 2951.4125
4301.5625 5797.1119 4340.1575
Eccentricity of Vertical Loads from Centre-Line of Base
SLS
Comb.1
Comb.2
M / V
0.8609008 0.9644104 1.2473438
PD 6694-1 Cl. 5.2.2 requires no uplift at SLS
Bearing Pressure at Toe at SLS = 392.46422
Bearing Pressure at Heel at SLS = 41.895158
> 0 OK
> 0 OK
BS EN 1997-1 Cl. 6.5.4 - Eccentricity restricted to Lb/3 at ULS
Lb / 3 = 2.13
Eccentricity under Comb.1 =
0.96
Eccentricity under Comb.2 =
1.25
Comb.1
Pressure at Toe at ULS =
418.23
Drained R/A' = 1280.99
Undrained R/A' =
0.00
< 2.13 OK
< 2.13 OK
Comb.2
362.29
472.76
0.00
Settlement Check (PD 6694-1 Cl. 5.5.2)
Drained Conditions 1/3(R/A') = 509.24125 OK
Unrained Conditions 1/3(R/A') = 0
Use rectangular pressure distribution under the base
at ULS (see EN 1997-1:2004 Annex D Figure D.1)
Effective foundation breadth for Comb.1; B' = B-2e = 4.471
Effective foundation breadth for Comb.2; B' = B-2e = 3.905
OK
WALL DESIGN
(Notation: Positive moments produce tension in rear face of wall.)
(Using K0 Pressures)
Comb.1
Comb.2
Comb.1
Comb.2
Permanent
Surcharge
Variable
Section
Depth (m) ULS Shear ULS Shear SLS Moment SLS Moment SLS Moment SLS Moment ULS Moment ULS Moment
(Z-Zw)/2
1.000
61.79
52.87
1.35
0.00
40.91
42.26
57.41
48.99
Z-Zw
2.000
68.10
66.06
10.80
0.00
56.25
67.05
93.44
80.23
Zw/8
2.813
97.39
92.56
40.39
81.66
8.30
130.35
183.77
175.72
Zw/4
3.625
135.35
126.75
74.67
110.13
8.30
193.10
277.73
264.29
3Zw/8
4.438
181.97
168.64
128.34
140.78
8.30
277.42
406.05
383.78
Zw/2
5.250
237.25
218.22
205.75
173.61
8.30
387.66
575.77
540.42
5Zw/8
6.063
301.20
275.50
311.23
208.62
8.30
528.16
793.93
740.47
3Zw/4
6.875
373.81
340.48
449.14
245.82
8.30
703.27
1067.56
990.20
7Zw/8
7.688
455.09
413.15
623.83
285.21
8.30
917.34
1403.72
1295.84
Splay top
8.500
545.03
493.52
839.63
326.78
8.30
1174.70
1809.43
1663.65
Zw
8.500
545.03
493.52
839.63
326.78
8.30
1174.70
1809.43
1663.65
BASE DESIGN
SLS
Comb.1
Comb.2
Bearing Pressure at Toe : 466.17119
513.14
465.73
Bearing Pressure at d from Front of Wall : 452.49076 513.13936 465.72658
Assume d = tb-75mm = 0.925
Bearing Pressure at Front of Wall : 380.17992
513.14
465.73
Bearing Pressure at Back of Wall : 302.00604
513.14
465.73
Bearing Pressure at Bottom of Splay : 302.00604
513.14
465.73
(Notation: Positive moments produce tension in bottom face of base slab.)
(Using K0 Pressures)
Comb.1
Comb.2
Comb.1
Comb.2
Permanent
Surcgarge + Variable
Section
ULS Shear ULS Shear SLS Moment
SLS Moment
SLS Moment ULS Moment ULS Moment
At d from front of wall
83.89
77.13
4.81
1.87
6.69
7.34
6.75
At front of wall
68.16
527.33
484.80
181.41
249.57
290.03
266.64
290.24
365.13
-726.34
-972.96
-1715.86
-1519.33
At back of wall
-246.62
290.24
365.13
-726.34
-972.96
-1715.86
-1519.33
At bottom of splay
-246.62
Fixed Abutment - CASE 6 B/Fill + Normal Surcharge(frequent) + Deck Permanent Load + gr2 on deck.
metres
Vr
Hr
e
Zf
Zw
tw
Lt
Ls
35
Wall Thickness tw = 1.000
bf;k =
19
Base Length Lb = 6.400
'cv;k sliding =
30
conc =
Vrdeck,conc =
Vrdeck,steel =
MaxVrs'fcg =
MinVrs'fcg =
MaxVrgr1a =
MinVrgr1a =
25
164
0
43
17
0
0
kN
kN
kN
kN
kN
kN
MaxVrgr2 =
89
kN
MinVrgr2 =
0
36
0
0
kN
kN
kN
kN
Hr;gr6 =
Mr =
Hr;elastomeric =
0
0
0
0
0
kN
kN
kN
kNm
kN
Hr;sliding =
kN
7.3
Height to deck soffit Zw =
Fill height on heel Z =
Base thickness tb =
Fill height at toe Zf =
Offset to bearing centre e =
Splay length Ls =
Width of abutment wall =
tb
Ls
'bf;k backfill =
Toe Length Lt = 1.100
Mr
6.500
8.500
1.000
0.000
0.450
0.000
11.600
Lh = 4.300
Hr;gr2 =
MaxVrgr5 =
MinVrgr5 =
Lb
'bf;d backfill
Ka =
K0 =
'cv;k sliding
d = tan('cv;k)/M
SLS
Comb. 1
Comb. 2
MaxVrgr6 =
35.00
0.271
0.426
35.00
0.271
0.426
29.26
0.343
0.511
MinVrgr6 =
SLS
Comb. 1
Comb. 2
0.577
0.577
0.462
V
Comb.1
152
154.375
Comb.2
160
162.5
659.7275
694.45
181
171.95
181
1197.95
1138.0525
1197.95
0
cu;k/cu
FOUNDATION DESIGN
STABILITY
Minimum Vertical Actions
SLS
Base
160
Wall
162.5
B/fillheel
694.45
B/filltoe
Vr
Horizontal Actions
Carriageway width =
H
SLS
B/fillheel 232.3401
B/filltoe
Comb.1
MA
Comb.2
SLS
376.39096 353.35001
0
S/chrge 43.101435 58.186938 62.818746
Hr
Mr
36
0
48.6
0
Comb.1
Comb.2
735.74364 1191.9047 1118.9417
0
314.58792 424.69369 458.50024
41.4
0
270
0
311.44153 483.1779 457.56875
364.5
0
310.5
0
1320.3316 1981.0984 1887.9419
Sliding Resistance
SLS
Comb.1
Comb.2
V d / R;h = 691.63675 657.05492 553.3094
Overdesign F of S = 2.2207595 1.3598613 1.2092377
OK
OK
OK
B.cu;d =
O/D F of S
SLS
Comb.1
Comb.2
0
0
0
0
0
0
degrees
kN/m3
degrees
kN/m3
Maximum Vertical Actions
MA
Base
SLS
160
Comb.1
216
Comb.2
160
SLS
512
Comb.1
691.2
Comb.2
512
260
351
260
Wall
162.5
219.375
162.5
B/fillheel
694.45
937.5075
694.45
B/filltoe
0
0
0
0
0
0
0
0
0
0
0
0
Mr
296
0
393.15
0
309.35
0
458.8
0
609.3825
0
479.4925
0
1312.95
1766.0325
1326.3
4182.2125 5635.9894
4202.905
S/chrge
Vr
2951.4125 3984.4069 2951.4125
Eccentricity of Vertical Loads from Centre-Line of Base
SLS
Comb.1
Comb.2
M / V
1.0202666 1.1304509 1.4545706
PD 6694-1 Cl. 5.2.2 requires no uplift at SLS
Bearing Pressure at Toe at SLS = 401.37291
Bearing Pressure at Heel at SLS = 8.9239661
> 0 OK
> 0 OK
BS EN 1997-1 Cl. 6.5.4 - Eccentricity restricted to Lb/3 at ULS
Lb / 3 = 2.13
Eccentricity under Comb.1 =
1.13
Eccentricity under Comb.2 =
1.45
Comb.1
Pressure at Toe at ULS =
426.67
Drained R/A' = 1082.30
Undrained R/A' =
0.00
< 2.13 OK
< 2.13 OK
Comb.2
379.94
380.12
0.00
Settlement Check (PD 6694-1 Cl. 5.5.2)
Drained Conditions 1/3(R/A') = 436.62664 OK
Unrained Conditions 1/3(R/A') = 0
Use rectangular pressure distribution under the base
at ULS (see EN 1997-1:2004 Annex D Figure D.1)
Effective foundation breadth for Comb.1; B' = B-2e = 4.139
Effective foundation breadth for Comb.2; B' = B-2e = 3.491
OK
WALL DESIGN
(Notation: Positive moments produce tension in rear face of wall.)
(Using K0 Pressures)
Comb.1
Comb.2
Comb.1
Comb.2
Permanent
Surcharge
Variable
Section
Depth (m) ULS Shear ULS Shear SLS Moment SLS Moment SLS Moment SLS Moment ULS Moment ULS Moment
(Z-Zw)/2
1.000
96.48
89.43
1.35
0.00
40.91
42.26
57.41
48.99
Z-Zw
2.000
116.70
107.46
10.80
0.00
56.25
67.05
93.44
80.23
Zw/8
2.813
145.99
133.96
40.39
81.66
33.70
155.75
218.06
204.93
Zw/4
3.625
183.95
168.15
74.67
110.13
62.95
247.75
351.51
327.14
3Zw/8
4.438
230.57
210.04
128.34
140.78
92.20
361.32
519.32
480.26
Zw/2
5.250
285.85
259.62
205.75
173.61
121.45
500.81
728.52
670.54
5Zw/8
6.063
349.80
316.90
311.23
208.62
150.70
670.56
986.17
904.23
3Zw/4
6.875
422.41
381.88
449.14
245.82
179.95
874.92
1299.29
1187.59
7Zw/8
7.688
503.69
454.55
623.83
285.21
209.20
1118.24
1674.94
1526.87
Splay top
8.500
593.63
534.92
839.63
326.78
238.45
1404.85
2120.14
1928.32
Zw
8.500
593.63
534.92
839.63
326.78
238.45
1404.85
2120.14
1928.32
BASE DESIGN
SLS
Comb.1
Comb.2
Bearing Pressure at Toe :
484.18
541.16
516.96
Bearing Pressure at d from Front of Wall :
468.56
541.16
516.96
Assume d = tb-75mm = 0.925
Bearing Pressure at Front of Wall :
385.98
541.16
516.96
Bearing Pressure at Back of Wall :
296.70
541.16
516.96
Bearing Pressure at Bottom of Splay :
296.70
541.16
516.96
(Notation: Positive moments produce tension in bottom face of base slab.)
(Using K0 Pressures)
Comb.1
Comb.2
Comb.1
Comb.2
Permanent
Surcgarge + Variable
Section
ULS Shear ULS Shear SLS Moment
SLS Moment
SLS Moment ULS Moment ULS Moment
At d from front of wall
88.80
86.09
4.81
2.14
6.95
7.77
7.53
At front of wall
558.15
541.16
181.41
76.59
258.00
306.98
297.64
At back of wall
453.03
561.26
-726.34
-451.69
-1178.03
-1961.41
-1668.16
At bottom of splay
453.03
561.26
-726.34
-451.69
-1178.03
-1961.41
-1668.16
Fixed Abutment - CASE 7 B/Fill + Deck Permanent Load + gr6 on deck.
metres
Vr
Hr
e
Zf
Zw
tw
Lt
Ls
35
Wall Thickness tw = 1.000
bf;k =
19
Base Length Lb = 6.400
'cv;k sliding =
30
conc =
Vrdeck,conc =
Vrdeck,steel =
MaxVrs'fcg =
MinVrs'fcg =
MaxVrgr1a =
MinVrgr1a =
25
164
0
43
17
0
0
kN
kN
kN
kN
kN
kN
MaxVrgr2 =
kN
MinVrgr2 =
0
0
0
0
kN
kN
kN
kN
Height to deck soffit Zw =
Fill height on heel Z =
Base thickness tb =
Fill height at toe Zf =
Offset to bearing centre e =
Splay length Ls =
Width of abutment wall =
tb
Ls
'bf;k backfill =
Toe Length Lt = 1.100
Mr
6.500
8.500
1.000
0.000
0.450
0.000
11.600
Lh = 4.300
Hr;gr2 =
MaxVrgr5 =
MinVrgr5 =
Lb
'bf;d backfill
Ka =
K0 =
'cv;k sliding
d = tan('cv;k)/M
SLS
Comb. 1
Comb. 2
MaxVrgr6 =
35.00
0.271
0.426
35.00
0.271
0.426
29.26
0.343
0.511
MinVrgr6 =
SLS
Comb. 1
Comb. 2
0.577
0.577
0.462
V
Comb.1
152
154.375
Comb.2
160
162.5
659.7275
694.45
181
171.95
181
1197.95
1138.0525
1197.95
0
cu;k/cu
FOUNDATION DESIGN
STABILITY
Minimum Vertical Actions
SLS
Base
160
Wall
162.5
B/fillheel
694.45
B/filltoe
Vr
Horizontal Actions
Hr;gr6 =
Mr =
Hr;elastomeric =
Hr;sliding =
Carriageway width =
H
SLS
B/fillheel 232.3401
Comb.1
127
0
42
0
0
Comb.2
SLS
Comb.1
7.3
Comb.2
735.74364 1191.9047 1118.9417
B/filltoe
Hr
42
0
56.7
0
48.3
0
315
0
425.25
0
362.25
0
274.3401 433.09096 401.65001
1050.7436 1617.1547 1481.1917
Sliding Resistance
SLS
Comb.1
Comb.2
V d / R;h = 691.63675 657.05492 553.3094
Overdesign F of S = 2.5210925 1.5171291 1.3775909
OK
OK
OK
B.cu;d =
O/D F of S
kN
kN
kN
kNm
kN
kN
S/chrge
Mr
degrees
kN/m3
MA
376.39096 353.35001
degrees
kN/m3
SLS
Comb.1
Comb.2
0
0
0
0
0
0
Maximum Vertical Actions
MA
Base
SLS
160
Comb.1
216
Comb.2
160
SLS
512
Comb.1
691.2
Comb.2
512
260
351
260
Wall
162.5
219.375
162.5
B/fillheel
694.45
937.5075
694.45
B/filltoe
0
0
0
0
0
0
0
0
0
0
0
0
Mr
334
0
444.45
0
353.05
0
517.7
0
688.8975
0
547.2275
0
1350.95
1817.3325
1370
4241.1125 5715.5044
4270.64
S/chrge
Vr
2951.4125 3984.4069 2951.4125
Eccentricity of Vertical Loads from Centre-Line of Base
SLS
Comb.1
Comb.2
M / V
0.8384257 0.9448542 1.1639063
PD 6694-1 Cl. 5.2.2 requires no uplift at SLS
Bearing Pressure at Toe at SLS = 377.00456
Bearing Pressure at Heel at SLS = 45.167313
> 0 OK
> 0 OK
BS EN 1997-1 Cl. 6.5.4 - Eccentricity restricted to Lb/3 at ULS
Lb / 3 = 2.13
Eccentricity under Comb.1 =
0.94
Eccentricity under Comb.2 =
1.16
Comb.1
Pressure at Toe at ULS =
402.93
Drained R/A' = 1265.47
Undrained R/A' =
0.00
< 2.13 OK
< 2.13 OK
Comb.2
336.43
484.61
0.00
Settlement Check (PD 6694-1 Cl. 5.5.2)
Drained Conditions 1/3(R/A') = 505.12471 OK
Unrained Conditions 1/3(R/A') = 0
Use rectangular pressure distribution under the base
at ULS (see EN 1997-1:2004 Annex D Figure D.1)
Effective foundation breadth for Comb.1; B' = B-2e = 4.510
Effective foundation breadth for Comb.2; B' = B-2e = 4.072
OK
WALL DESIGN
(Notation: Positive moments produce tension in rear face of wall.)
(Using K0 Pressures)
Comb.1
Comb.2
Comb.1
Comb.2
Permanent
Surcharge
Variable
Section
Depth (m) ULS Shear ULS Shear SLS Moment SLS Moment SLS Moment SLS Moment ULS Moment ULS Moment
(Z-Zw)/2
1.000
63.26
54.13
1.35
0.00
40.91
42.26
57.41
48.99
Z-Zw
2.000
82.95
71.61
10.80
0.00
56.25
67.05
93.44
80.23
Zw/8
2.813
108.61
94.41
40.39
0.00
40.48
80.87
116.96
100.12
Zw/4
3.625
142.94
124.89
74.67
0.00
74.60
149.27
218.56
188.69
3Zw/8
4.438
185.93
163.07
128.34
0.00
108.73
237.07
351.58
305.15
Zw/2
5.250
237.58
208.95
205.75
0.00
142.85
348.60
523.04
455.77
5Zw/8
6.063
297.90
262.53
311.23
0.00
176.98
488.21
740.00
646.79
3Zw/4
6.875
366.89
323.80
449.14
0.00
211.10
660.24
1009.48
884.46
7Zw/8
7.688
444.54
392.76
623.83
0.00
245.23
869.05
1338.54
1175.04
Splay top
8.500
530.85
469.42
839.63
0.00
279.35
1118.98
1734.20
1524.78
Zw
8.500
530.85
469.42
839.63
0.00
279.35
1118.98
1734.20
1524.78
BASE DESIGN
SLS
Comb.1
Comb.2
Bearing Pressure at Toe : 439.50534
483.60
418.46
Bearing Pressure at d from Front of Wall : 426.99419
483.60
418.46
Assume d = tb-75mm = 0.925
Bearing Pressure at Front of Wall : 360.86385
483.60
418.46
Bearing Pressure at Back of Wall : 289.37159
483.60
418.46
Bearing Pressure at Bottom of Splay : 289.37159
483.60
418.46
(Notation: Positive moments produce tension in bottom face of base slab.)
(Using K0 Pressures)
Comb.1
Comb.2
Comb.1
Comb.2
Permanent
Surcgarge + Variable
Section
ULS Shear ULS Shear SLS Moment
SLS Moment
SLS Moment ULS Moment ULS Moment
At d from front of wall
78.72
68.86
4.81
1.47
6.28
6.89
6.02
At front of wall
494.83
432.81
181.41
53.51
234.92
272.16
238.05
At back of wall
280.86
310.72
-726.34
-207.72
-934.06
-1663.02
-1435.87
At bottom of splay
280.86
310.72
-726.34
-207.72
-934.06
-1663.02
-1435.87
