BASIC DESIGN DATA

1 Total width of superstructure = 15.20 m

2 Span (c/c expanssion joint) = 125.00 m
3 Effective span (c/c Bearing) = 125.00 m
4 Clear carriage way = 10.50 m
5 FRL = 121.000 m
6 Bed Level = 105.90 m
7 HFL = 116.00 m
Max. Scour Level = 80.90 m
8 Founding Level = 64.90 m
9 Skew angle = 0.0 Deg
10 Spacing of main girder c/c = -
11 Width of crash barier = 0.50 m
12 Thk of deck slab = -
13 Thk of wearing coat = 0.065 m
14 Length of cantilever = 1.10 m
15 Cantilever slab thk at fixed end = 0.22 m
16 Cantilever slab thk at free end = 0.22 m
17 No of main girder = 1
18 Depth of main girder (incl slab) = 7.00 m
19 Grade of concrete = M 35
20 Grade of reinforcement = Fe 500
21 Clear cover = 75 mm
22 Unit weight of concrete = 2.5 t/m3
Unit weight of water = 1.0 t/m3
23 Weight of wearing course = 2.2 t/m2
24 Weight of crash barrier = 1.0 t/m
28 Height of Pedestals + Bearings = 0.40 m
29 Dia. Of well (External) = 13.00 m
30 Backfill Soil Properties
Angle of internal friction of soil, Φ = 30.00 Deg
Unit Weight of Soil, ϒ = 1.80 t/m2
Mean Velocity of Flow = 2.50 m/s
 LOAD CALCULATION
For Span 1: (60.0) m
Dead Load Calculation

Depth of Girder = 7.00 m

Total Wt. of Box Girder = 5625.00 MT

SIDL

SIDL Due to Crash Barrier = 112.50 MT

SIDL due to wearing coat = 308.75 MT
SIDL due to Foothpath = 234.38 MT
Total SIDL = 421.25 MT
( Slab + Wearing coat + Crash Barriers + Foothpath)
FPLL

FPLL = 0.50 t/m2

Dead Load + SIDL = 6046.25 MT

Dead Load + SIDL (on bearing each side) = 3023.13 MT
TOTAL DL & SIDL ON ABUTMENT

Dead Load due to Span @ each end = 2868.75 MT

Eccentricity due to DL wrt cl of Abutment = 0.00 m ( @ each end)

SIDL due to span1 = 154.38 MT

Eccentricity due to SIDL wrt cl of Abutment = 0.00 m

Total Load (DL + SIDL) = 3023.13 MT

Max Longitudinal Moment Case

Loading Rb Rc
Class 70 RW 0.00 MT 0.00 MT
1 L Class A 0.00 MT 0.00 MT

Max Transverse Moment Case

Loading Rb Rc
Class 70 RW 686.84 MT 0.00 MT
1 L Class A 686.84 MT 0.00 MT

Horizontal Forces on Bearing

S No Load Combination Fh
1 2-70 RW + A 38.31
2 3 A + 70 RW 48.78
3 5-A 36.01
Fh for 70 RW = 0.20 x 100 = 20.00 MT
Class A = 0.05 x 55.4 = 2.77 MT

Coefficent of friction, µ = 0.03 OR 0.05

Max. Live load Case = 4 lane Class A

Min Live Load Case = 2 Lane of 70 Rw + 1 Lane of Class A

Normal Case

Fixed Bearing

Type Fh - µ Fh/2 + µ
(Rq+Rg) (Rq+Rg)

Max. LL Longitudinal Moment case -54.68375 196.86125

Max. LL Transverse Moment Case -157.70975 25.15125
Min. LL Longitudinal Moment case -52.38375 170.31125
Min. LL Transverse Moment Case -114.19935 273.33725
No LL -90.69375 151.15625
Span Dislogec Condition 0 0

Seismic Case

Fixed Bearing
Type
Fh x 0.2

Max. LL Longitudinal Moment case 7.20 MT

Max. LL Transverse Moment Case 7.20 MT
Min. LL Longitudinal Moment case 7.66 MT
Min. LL Transverse Moment Case 7.66 MT
No LL 0
No LL 0

Longitudinal Forces on Bearings

Normal Case

Fixed
Type
Bearings
Max. LL Longitudinal Moment case 196.86
Max. LL Transverse Moment Case 25.15
Min. LL Longitudinal Moment case 170.31
Min. LL Transverse Moment Case 273.34
No LL 151.16
Span Disloged 0.00

Seismic Case

Fixed
Type
Bearings
Max. LL Longitudinal Moment case 7.20
Max. LL Transverse Moment Case 7.20
Min. LL Longitudinal Moment case 7.66
Min. LL Transverse Moment Case 7.66
No LL 0.00
Span Disloged 0.00
 SUBSTRUCTURE LOAD CALCULATIONS
4.000 m
FRL = 121.000 m

0.600 m 0.400 m

3.400 m
2.400 m 0.400 m Abut. Cap Top = 117.600 m
1.400 m 0.700 m
0.700 m

2.200 m
HFL = 116.000 m

0.000 m 0.000 m
1.500
11.297 m
1.000

G L = 105.903 m
2.500 m
Abutment Base = 104.903 m
Well cap
2.500 m
5.250 m 5.250 m
Top Plug 0.500 m
LWL 86.000 m
Seismic Scour Level 0.000 m
84.413 m 13.000 m
Normal Scour Level
80.903 m 102.403 m
Intermediate Plug 0.500 m

2.500 m

Well Kerb Top

68.903 m 0.500 m 0.075 m
0.500 m
4.000 m
Founding Level = 64.903 m
Bottom Plug

1.000 m 0.150 m

Computation of Volumes for substructure components

Abutment Shaft

Height of abutment shaft above GL = 8.097 m

Height of abutment shaft below GL = 1.000 m

Height of abutment shaft above HFL = 0.200 m

Height of abutment shaft below HFL = 11.097 m

Area of Abutment shaft, Ashaft = Varies 2.200 m2 To 4.000 m2

Volume of abutment shaft above GL = 141.699 m3
Volume of abutment shaft below GL = 3.100 m3

Volume of abutment shaft above HFL = 111.600 m3

Volume of abutment shaft below HFL = 267.840 m3

Well Cap

Volume of well Cap = 331.831 m3

Well Steining

Outer Dia of well = 13.000 m

Inner Dia of well = 8.000 m

Volume of Steining upto well kerb Top = 2762.638 m3

Volume of Steining Above MSL = 1773.036 m3
Volume of Steining Above MSL (Seismic) = 0.000 m3

Well Kerb

Offset at Top = 0.075 m

Thickness at Bottom = 0.150 m
Outer Dia = 13.150 m
Inner Dia = 8.000 m
Height = 4.000 m

Volume of Well Kerb = 196.732 m3

Top Plug

Volume of Top Plug = 25.133 m3

Intermediate Plug

Volume of Intermediate Plug = 25.133 m3

Bottom Plug

Uniform Portion
Thickness of plug above well kerb top = 0.500 m

= 0.500 m
Thickness of uniform dia. below well kerb top
Area of Uniform Portion = 50.265 m2
Volume of uniform Portion = 50.265 m3

Varying Portion

Area in plan at Top of well kerb = 50.265 m2

Area in plan at Bottom of well kerb = 129.687 m2
Height = 3.500 m
Volume of Varying Portion = 304.140 m3

Total Volume of Bottom Plug = 361.600 m3

Water Fill

Volume of Water Fill = 1658.761 m3

Sump in Bottom Plug

C
Let the sump be a part of sphere of radius = R
then by the intersecting arcs AB and CD

(2R -1 ) x 1
= 6.425 x 6.425
6.425 m 6.425 m i.e. R= 21.140 m
A B
1.000 m
D

Volume of Sump = 65.367 m3

Volume of Earth on Well kerb

Volume = 110.906 m3
Volume of Backfill on well cap (Behind abutment)

Area of earth fill on Well cap = 62.366 m2

Volume of earth fill on well cap (Above HFL) = 311.831 m3
Volume of earth fill on well cap (Below HFL) = 692.077 m3
Total Volume of earth fill on well cap = 1003.908 m3

Volume of earth fill on well cap (Above GL) = 0.000 m3

Volume of earth fill on well cap (Below GL) = 62.366 m3

Volume of earth fill of well cap (Front of abutment)

Volume of earth fill on well cap = 0.000 m3

 Computation of design loads

1.0 Normal case

1.1 Normal LWL

1.1 a Normal LWL Max longitudinal moment case (Max. LL)

For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Moments dure to horizontal Force (At Abutment Base) RL of Z = 68.895 Comb 1 Comb 2 Rare Frequent QP
Load Moment Load Moment Load Moment Load Moment Load Moment
From Left Span = 196.86 MT x 13.10 m = 2578.29 T-m 295.292 3867.438 255.920 3351.779 196.861 2578.292 147.646 1933.719 0.000 0.000

Moments due to horizontal force (AT founding level)

From Left Span = 196.86 MT x 53.10 m = 10452.74 T-m 295.292 14500.354 255.920 12566.974 196.861 9666.903 147.646 7250.177 0.000 0.000

Moments due to transverse live load Eccentricity

Max. LL = 0.00 MT x 2.53 m = 0.00 T-m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Min. LL = 0.00 MT x 5.43 m = 0.00 T-m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Vertical Loads (P) and their Moments (ML) along L-L Axis For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
COMB 1 COMB 2 Rare Frequent QP
Volume Unit Wt.
S No Description P (MT) eL (m) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m)
(Cu.m) (T/cu.m)
1 Sup DL. - - 2868.75 0 0 3872.813 0.000 2868.750 0.000 2868.750 0.000 2868.750 0.000 2868.750 0.000
2 SUP SIDL - - 154.375 0 0 270.156 0.000 154.375 0.000 185.250 0.000 185.250 0.000 185.250 0.000
3 LL Reaction
(i) Max. LL - - 0 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
4 Abutment Cap 0.000 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
5 Dirt Wall 0.000 2.500 0.000 -0.900 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
6 Abutment Shaft (Above GL) 141.699 2.500 354.246 0.077 27.134 478.233 36.631 354.246 27.134 354.246 27.134 354.246 27.134 354.246 27.134
7 Abutment Shaft (Below GL) 3.100 2.500 7.750 0.077 0.594 10.463 0.801 7.750 0.594 7.750 0.594 7.750 0.594 7.750 0.594
8 Backfill (Above GL) 0.000 1.800 0.000 -3.725 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
9 Backfill (Below GL) 62.366 1.800 112.259 -3.725 -418.165 151.550 -564.523 112.259 -418.165 112.259 -418.165 112.259 -418.165 112.259 -418.165
10 Return Wall (Above GL) 0.000 2.500 0.000 -3.175 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
11 Return Wall (Below GL) 0.000 2.500 0.000 -3.175 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
12 Filling @ front of abutment 0.000 1.800 0.000 2.465 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Loads and moments @ Pier shaft bottom 3497.380 -390.437625 4783.213 -527.091 3497.380 -390.438 3528.255 -390.438 3528.255 -390.438 3528.255 -390.438
13 Well Cap 331.831 2.500 829.577 0.000 0.000 1119.929 0.000 829.577 0.000 829.577 0.000 829.577 0.000 829.577 0.000
14 Top Plug 25.133 2.500 62.832 0.000 0.000 84.823 0.000 62.832 0.000 62.832 0.000 62.832 0.000 62.832 0.000
15 Intermediate Plug 25.133 2.500 62.832 0.000 0.000 84.823 0.000 62.832 0.000 62.832 0.000 62.832 0.000 62.832 0.000
16 Well Steining (Above MSL) 1773.036 2.500 4432.591 0.000 0.000 5983.998 0.000 4432.591 0.000 4432.591 0.000 4432.591 0.000 4432.591 0.000
17 Well Steining (Below MSL) 989.602 1.500 1484.403 0.000 0.000 3193.63509 0.000 2327.145 0.000 2327.145 0.000 2327.145 0.000 2327.145 0.000
18 Well Kerb 196.732 1.500 295.098 0.000 0.000
19 Sump in bottom plug 426.967 1.500 640.451 0.000 0.000
20 Water Fill 1658.761 1.000 1658.761 0.000 0.000 2149.341451 0.000 1568.632 0.000 1568.632 0.000 1568.632 0.000 1568.632 0.000
21 Earth on Well Kerb 110.906 0.800 88.725 0.000 0.000 264.0137596 0.000 194.127 0.000 194.127 0.000 194.127 0.000 194.127 0.000
Loads and moments @ Founding Level/RL of Z 13052.648 -390.44 17663.78 -527.09 12975.12 -390.44 13005.99 -390.44 13005.99 -390.44 13005.99 -390.44
 Loads and moments at pier shaft Bottom For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 3497.38 MT P = 4783.213 3497.380 3528.255 3528.255 3528.255
Longitudinal Moment, ML = -390.44 T-m + 2578.29 T-m
= 2187.85 T-m ML = 3340.347 2961.34 T-m 2187.854 1543.281 -390.438
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000

Loads and moments at Founding Level For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 13052.6 MT P = 17663.776 12975.115 13005.990 13005.990 13005.990
Longitudinal Moment, ML = -390.44 T-m + 10452.74 T-m
= 10062.3 T-m ML = 13973.263 12176.536 9276.465 6859.739 -390.438
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000

1.1 b Normal LWL Max transverse moment case (Max. LL)

For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Moments dure to horizontal Force (At Pier Base) RL of Z = 68.863 Comb 1 Comb 2 Rare Frequent QP
Load Moment Load Moment Load Moment Load Moment Load Moment
From Left Span = 25.15 MT x 13.10 m = 329.41 T-m 37.726875 494.1088819 32.696625 428.2276976 25.15125 329.4059213 18.8634375 247.0544409 0 0

Moments due to horizontal force (AT founding level)

From Left Span = 25.15 MT x 53.10 m = 1335.46 T-m 37.727 1853.774 32.697 1606.604 25.151 1235.849 18.863 926.887 0.000 0.000

Moments due to transverse live load Eccentricity

Max. LL = 686.84 MT x 2.53 m = 1734.27 T-m 1030.26 2601.4065 892.892 2254.5523 686.84 1734.271 515.13 1300.70325 0 0
Min. LL = 1373.68 MT x 5.43 m = 7464.58 T-m 2060.52 11196.86568 1785.784 9703.950256 1373.68 7464.57712 1030.26 5598.43284 0 0

Vertical Loads (P) and their Moments (ML) along L-L Axis For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
COMB 1 COMB 2 Rare Frequent QP
Volume Unit Wt.
S No Description P (MT) eL (m) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m)
(Cu.m) (T/cu.m)
1 Sup DL. - - 2868.75 0 0 3872.813 0.000 2868.750 0.000 2868.750 0.000 2868.750 0.000 2868.750 0.000
2 SUP SIDL - - 154.375 0 0 270.156 0.000 154.375 0.000 185.250 0.000 185.250 0.000 185.250 0.000
3 LL Reaction
(i) Max. LL - - 1373.68 0 0 2060.520 0.000 1785.784 0.000 1373.680 0.000 1030.260 0.000 0.000 0.000
4 Abutment Cap 0.000 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
5 Dirt Wall 0.000 2.500 0.000 -0.900 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
6 Abutment Shaft (Above GL) 141.699 2.500 354.246 0.077 27.134 478.233 36.631 354.246 27.134 354.246 27.134 354.246 27.134 354.246 27.134
7 Abutment Shaft (Below GL) 3.100 2.500 7.750 0.077 0.594 10.463 0.801 7.750 0.594 7.750 0.594 7.750 0.594 7.750 0.594
8 Backfill (Above GL) 0.000 1.800 0.000 -3.725 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
9 Backfill (Below GL) 62.366 1.800 112.259 -3.725 -418.165 151.550 -564.523 112.259 -418.165 112.259 -418.165 112.259 -418.165 112.259 -418.165
10 Return Wall (Above GL) 0.000 2.500 0.000 -3.175 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
11 Return Wall (Below GL) 0.000 2.500 0.000 -3.175 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
12 Filling @ front of abutment 0.000 1.800 0.000 2.465 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Loads and moments @ Pier shaft bottom 4871.060 -390.437625 6843.733 -527.091 5283.164 -390.438 4901.935 -390.438 4558.515 -390.438 3528.255 -390.438
13 Well Cap 331.831 2.500 829.577 0.000 0.000 1119.929 0.000 829.577 0.000 829.577 0.000 829.577 0.000 829.577 0.000
14 Top Plug 25.133 1.500 37.699 0.000 0.000 50.894 0.000 37.699 0.000 37.699 0.000 37.699 0.000 37.699 0.000
15 Intermediate Plug 25.133 2.500 62.832 0.000 0.000 84.823 0.000 62.832 0.000 62.832 0.000 62.832 0.000 62.832 0.000
16 Well Steining (Above MSL) 1773.036 2.500 4432.591 0.000 0.000 5983.998 0.000 4432.591 0.000 4432.591 0.000 4432.591 0.000 4432.591 0.000
 17 Well Steining (Below MSL) 989.602 1.500 1484.403 0.000 0.000 3202.024353 0.000 2333.258055 0.000 2333.258055 0.000 2333.258055 0.000 2333.258055 0.000
18 Well Kerb 196.732 1.500 295.098 0.000 0.000
19 Sump in bottom plug 426.967 1.500 640.451 0.000 0.000
20 Water Fill 1658.761 1.000 1658.761 0.000 0.000 2151.244132 0.000 1569.979339 0.000 1569.979339 0.000 1569.979339 0.000 1569.979339 0.000
21 Earth on Well Kerb 110.906 0.800 88.725 0.000 0.000 264.2353253 0.000 194.2874427 0.000 194.2874427 0.000 194.2874427 0.000 194.2874427 0.000
Loads and moments @ Founding Level/RL of Z 14401.20 -390.44 19700.88 -527.09 14743.39 -390.44 14362.16 -390.44 14018.74 -390.44 12988.48 -390.44

Loads and moments at pier shaft Bottom For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 4871.06 MT P = 6843.733 5283.164 4901.935 4558.515 3528.255
Longitudinal Moment, ML = -390.44 T-m + 329.41 T-m
= -61.03 T-m ML = -32.982 37.79 T-m -61.032 -143.383 -390.438
Transverse Moment, MT = 1734.27 T-m MT = 2601.407 2254.552 1734.271 1300.703 0.000

Loads and moments at Founding Level For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 14401.2 MT P = 19700.880 14743.388 14362.159 14018.739 12988.479
Longitudinal Moment, ML = -390.44 T-m + 1335.46 T-m
= 945.02 T-m ML = 1326.683 1216.167 845.412 536.449 -390.438
Transverse Moment, MT = 1734.27 T-m MT = 2601.407 2254.552 1734.271 1300.703 0.000

1.1 c Normal LWL Max longitudinal moment case (Min. LL)

For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Moments dure to horizontal Force (At Pier Base) RL of Z = 68.844 Comb 1 Comb 2 Rare Frequent QP
Load Moment Load Moment Load Moment Load Moment Load Moment
From Left Span = 170.31 MT x 13.10 m = 2230.57 T-m 255.466875 3345.849662 221.404625 2899.736374 170.31125 2230.566441 127.7334375 1672.924831 0 0

Moments due to horizontal force (AT founding level)

From Left Span = 170.31 MT x 53.10 m = 9043.02 T-m 255.467 12557.633 221.405 10883.282 170.311 8371.755 127.733 6278.817 0.000 0.000

Moments due to transverse live load Eccentricity

Max. LL = 0.00 MT x 2.53 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0

Min. LL = 0.00 MT x 5.43 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0

Vertical Loads (P) and their Moments (ML) along L-L Axis For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
COMB 1 COMB 2 Rare Frequent QP
Volume Unit Wt.
S No Description P (MT) eL (m) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m)
(Cu.m) (T/cu.m)
1 Sup DL. - - 2868.75 0 0 3872.813 0.000 2868.750 0.000 2868.750 0.000 2868.750 0.000 2868.750 0.000
2 SUP SIDL - - 154.375 0 0 270.156 0.000 154.375 0.000 185.250 0.000 185.250 0.000 185.250 0.000
3 LL Reaction
(i) Min. LL - - 0 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
4 Abutment Cap 0.000 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
5 Dirt Wall 0.000 2.500 0.000 -0.900 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
6 Abutment Shaft (Above GL) 141.699 2.500 354.246 0.077 27.134 478.233 36.631 354.246 27.134 354.246 27.134 354.246 27.134 354.246 27.134
7 Abutment Shaft (Below GL) 3.100 2.500 7.750 0.077 0.594 10.463 0.801 7.750 0.594 7.750 0.594 7.750 0.594 7.750 0.594
8 Backfill (Above GL) 0.000 1.800 0.000 -3.725 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
9 Backfill (Below GL) 62.366 1.800 112.259 -3.725 -418.165 151.550 -564.523 112.259 -418.165 112.259 -418.165 112.259 -418.165 112.259 -418.165
10 Return Wall (Above GL) 0.000 2.500 0.000 -3.175 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
 11 Return Wall (Below GL) 0.000 2.500 0.000 -3.175 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
12 Filling @ front of abutment 0.000 1.800 0.000 2.465 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Loads and moments @ Pier shaft bottom 3497.380 -390.437625 4783.213 -527.091 3497.380 -390.438 3528.255 -390.438 3528.255 -390.438 3528.255 -390.438
13 Well Cap 331.831 2.500 829.577 0.000 0.000 1119.929 0.000 829.577 0.000 829.577 0.000 829.577 0.000 829.577 0.000
14 Top Plug 25.133 1.500 37.699 0.000 0.000 50.894 0.000 37.699 0.000 37.699 0.000 37.699 0.000 37.699 0.000
15 Intermediate Plug 25.133 2.500 62.832 0.000 0.000 84.823 0.000 62.832 0.000 62.832 0.000 62.832 0.000 62.832 0.000
16 Well Steining (Above MSL) 1773.036 2.500 4432.591 0.000 0.000 5983.998 0.000 4432.591 0.000 4432.591 0.000 4432.591 0.000 4432.591 0.000
17 Well Steining (Below MSL) 989.602 1.500 1484.403 0.000 0.000 3207.056221 0.000 2336.924688 0.000 2336.924688 0.000 2336.924688 0.000 2336.924688 0.000
18 Well Kerb 196.732 1.500 295.098 0.000 0.000
19 Sump in bottom plug 426.967 1.500 640.451 0.000 0.000
20 Water Fill 1658.761 1.000 1658.761 0.000 0.000 2152.385358 0.000 1570.787707 0.000 1570.787707 0.000 1570.787707 0.000 1570.787707 0.000
21 Earth on Well Kerb 110.906 0.800 88.725 0.000 0.000 264.3682201 0.000 194.3836166 0.000 194.3836166 0.000 194.3836166 0.000 194.3836166 0.000
Loads and moments @ Founding Level/RL of Z 13027.52 -390.44 17646.67 -527.09 12962.18 -390.44 12993.05 -390.44 12993.05 -390.44 12993.05 -390.44

Loads and moments at pier shaft Bottom For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 3497.38 MT P = 4783.213 3497.380 3528.255 3528.255 3528.255
Longitudinal Moment, ML = -390.44 T-m + 2230.57 T-m
= 1840.13 T-m ML = 2818.759 2509.30 T-m 1840.129 1282.487 -390.438
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000

Loads and moments at Founding Level For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 13027.5 MT P = 17646.666 12962.175 12993.050 12993.050 12993.050
Longitudinal Moment, ML = -390.44 T-m + 9043.02 T-m
= 8652.6 T-m ML = 12030.542 10492.844 7981.318 5888.379 -390.438
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000

1.1 d Normal LWL Max transverse moment case (Min. LL)

For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Moments dure to horizontal Force (At Pier Base) RL of Z = 68.874 Comb 1 Comb 2 Rare Frequent QP
Load Moment Load Moment Load Moment Load Moment Load Moment
From Left Span = 273.34 MT x 13.10 m = 3579.90 T-m 410.005875 5369.846945 355.338425 4653.867352 273.33725 3579.897963 205.0029375 2684.923472 0 0

Moments due to horizontal force (AT founding level)

From Left Span = 273.34 MT x 53.10 m = 14513.39 T-m 410.006 20141.771 355.338 17456.202 273.337 13427.847 205.003 10070.886 0.000 0.000

Moments due to transverse live load Eccentricity

Max. LL = 686.84 MT x 2.53 m = 1734.27 T-m 1030.26 2601.4065 892.892 2254.5523 686.84 1734.271 515.13 1300.70325 0 0
Min. LL = 1373.68 MT x 5.43 m = 7464.58 T-m 2060.52 11196.86568 1785.784 9703.950256 1373.68 7464.57712 1030.26 5598.43284 0 0

Vertical Loads (P) and their Moments (ML) along L-L Axis For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
COMB 1 COMB 2 Rare Frequent QP
Volume Unit Wt.
S No Description P (MT) eL (m) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m)
(Cu.m) (T/cu.m)
1 Sup DL. - - 2868.75 0 0 3872.813 0.000 2868.750 0.000 2868.750 0.000 2868.750 0.000 2868.750 0.000
2 SUP SIDL - - 154.375 0 0 270.156 0.000 154.375 0.000 185.250 0.000 185.250 0.000 185.250 0.000
3 LL Reaction
(i) Min. LL - - 2060.52 0 0 3090.780 0.000 2678.676 0.000 2060.520 0.000 1545.390 0.000 0.000 0.000
 4 Abutment Cap 0.000 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
5 Dirt Wall 0.000 2.500 0.000 -0.900 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
6 Abutment Shaft (Above GL) 141.699 2.500 354.246 0.077 27.134 478.233 36.631 354.246 27.134 354.246 27.134 354.246 27.134 354.246 27.134
7 Abutment Shaft (Below GL) 3.100 2.500 7.750 0.077 0.594 10.463 0.801 7.750 0.594 7.750 0.594 7.750 0.594 7.750 0.594
8 Backfill (Above GL) 0.000 1.800 0.000 -3.725 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
9 Backfill (Below GL) 62.366 1.800 112.259 -3.725 -418.165 151.550 -564.523 112.259 -418.165 112.259 -418.165 112.259 -418.165 112.259 -418.165
10 Return Wall (Above GL) 0.000 2.500 0.000 -3.175 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
11 Return Wall (Below GL) 0.000 2.500 0.000 -3.175 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
12 Filling @ front of abutment 0.000 1.800 0.000 2.465 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Loads and moments @ Pier shaft bottom 5557.900 -390.437625 7873.993 -527.091 6176.056 -390.438 5588.775 -390.438 5073.645 -390.438 3528.255 -390.438
13 Well Cap 331.831 2.500 829.577 0.000 0.000 1119.929 0.000 829.577 0.000 829.577 0.000 829.577 0.000 829.577 0.000
14 Top Plug 25.133 1.500 37.699 0.000 0.000 50.894 0.000 37.699 0.000 37.699 0.000 37.699 0.000 37.699 0.000
15 Intermediate Plug 25.133 2.500 62.832 0.000 0.000 84.823 0.000 62.832 0.000 62.832 0.000 62.832 0.000 62.832 0.000
16 Well Steining (Above MSL) 1773.036 2.500 4432.591 0.000 0.000 5983.998 0.000 4432.591 0.000 4432.591 0.000 4432.591 0.000 4432.591 0.000
17 Well Steining (Below MSL) 989.602 1.500 1484.403 0.000 0.000 3199.063079 0.000 2331.100228 0.000 2331.100228 0.000 2331.100228 0.000 2331.100228 0.000
18 Well Kerb 196.732 1.500 295.098 0.000 0.000
19 Sump in bottom plug 426.967 1.500 640.451 0.000 0.000
20 Water Fill 1658.761 1.000 1658.761 0.000 0.000 2150.572517 0.000 1569.503611 0.000 1569.503611 0.000 1569.503611 0.000 1569.503611 0.000
21 Earth on Well Kerb 110.906 0.800 88.725 0.000 0.000 264.1571162 0.000 194.230844 0.000 194.230844 0.000 194.230844 0.000 194.230844 0.000
Loads and moments @ Founding Level/RL of Z 15088.035 -390.438 20727.429 -527.091 15633.590 -390.438 15046.309 -390.438 14531.179 -390.438 12985.789 -390.438

Loads and moments at pier shaft Bottom For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 5557.90 MT P = 7873.993 6176.056 5588.775 5073.645 3528.255
Longitudinal Moment, ML = -390.44 T-m + 3579.90 T-m
= 3189.46 T-m ML = 4842.756 4263.43 T-m 3189.460 2294.486 -390.438
Transverse Moment, MT = 7464.58 T-m MT = 11196.866 9703.950 7464.577 5598.433 0.000

Loads and moments at Founding Level For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 15088.0 MT P = 20727.429 15633.590 15046.309 14531.179 12985.789
Longitudinal Moment, ML = -390.44 T-m + 14513.39 T-m
= 14123.0 T-m ML = 19614.680 17065.764 13037.410 9680.448 -390.438
Transverse Moment, MT = 7464.58 T-m MT = 11196.866 9703.950 7464.577 5598.433 0.000

1.1 e Normal LWL No LL Case

For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Moments dure to horizontal Force (At Pier Base) RL of Z = 69.088 Comb 1 Comb 2 Rare Frequent QP
Load Moment Load Moment Load Moment Load Moment Load Moment
From Left Span = 151.16 MT x 13.10 m = 1979.69 T-m 226.734375 2969.540109 196.503125 2573.601428 151.15625 1979.693406 113.3671875 1484.770055 0 0

Moments due to horizontal force (AT founding level)

From Left Span = 151.16 MT x 53.10 m = 8025.94 T-m 226.734 11089.977 196.503 9611.314 151.156 7393.318 113.367 5544.989 0.000 0.000

Moments due to transverse live load Eccentricity

Max. LL = 0.00 MT x 0.00 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0

Min. LL = 0.00 MT x 0.00 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0
Vertical Loads (P) and their Moments (ML) along L-L Axis For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
COMB 1 COMB 2 Rare Frequent QP
Volume Unit Wt.
S No Description P (MT) eL (m) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m)
(Cu.m) (T/cu.m)
1 Sup DL. - - 2868.75 0 0 3872.813 0.000 2868.750 0.000 2868.750 0.000 2868.750 0.000 2868.750 0.000
2 SUP SIDL - - 154.375 0 0 270.156 0.000 154.375 0.000 185.250 0.000 185.250 0.000 185.250 0.000
3 LL Reaction
(i) - - - 0 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
4 Abutment Cap 0.000 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
5 Dirt Wall 0.000 2.500 0.000 -0.900 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
6 Abutment Shaft (Above GL) 141.699 2.500 354.246 0.077 27.134 478.233 36.631 354.246 27.134 354.246 27.134 354.246 27.134 354.246 27.134
7 Abutment Shaft (Below GL) 3.100 2.500 7.750 0.077 0.594 10.463 0.801 7.750 0.594 7.750 0.594 7.750 0.594 7.750 0.594
8 Backfill (Above GL) 0.000 1.800 0.000 -3.725 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
9 Backfill (Below GL) 62.366 1.800 112.259 -3.725 -418.165 151.550 -564.523 112.259 -418.165 112.259 -418.165 112.259 -418.165 112.259 -418.165
10 Return Wall (Above GL) 0.000 2.500 0.000 -3.175 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
11 Return Wall (Below GL) 0.000 2.500 0.000 -3.175 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
12 Filling @ front of abutment 0.000 1.800 0.000 2.465 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Loads and moments @ Pier shaft bottom 3497.380 -390.437625 4783.213 -527.091 3497.380 -390.438 3528.255 -390.438 3528.255 -390.438 3528.255 -390.438
13 Well Cap 331.831 2.500 829.577 0.000 0.000 1119.929 0.000 829.577 0.000 829.577 0.000 829.577 0.000 829.577 0.000
14 Top Plug 25.133 1.500 37.699 0.000 0.000 50.894 0.000 37.699 0.000 37.699 0.000 37.699 0.000 37.699 0.000
15 Intermediate Plug 25.133 2.500 62.832 0.000 0.000 84.823 0.000 62.832 0.000 62.832 0.000 62.832 0.000 62.832 0.000
16 Well Steining (Above MSL) 1773.036 2.500 4432.591 0.000 0.000 5983.998 0.000 4432.591 0.000 4432.591 0.000 4432.591 0.000 4432.591 0.000
17 Well Steining (Below MSL) 989.602 1.500 1484.403 0.000 0.000 3142.199815 0.000 2289.664982 0.000 2289.664982 0.000 2289.664982 0.000 2289.664982 0.000
18 Well Kerb 196.732 1.500 295.098 0.000 0.000
19 Sump in bottom plug 426.967 1.500 640.451 0.000 0.000
20 Water Fill 1658.761 1.000 1658.761 0.000 0.000 2137.675954 0.000 1560.368546 0.000 1560.368546 0.000 1560.368546 0.000 1560.368546 0.000
21 Earth on Well Kerb 110.906 0.800 88.725 0.000 0.000 262.6553215 0.000 193.1440189 0.000 193.1440189 0.000 193.1440189 0.000 193.1440189 0.000
Loads and moments @ Founding Level/RL of Z 13027.515 -390.437625 17565.388 -527.091 12903.257 -390.438 12934.132 -390.438 12934.132 -390.438 12934.132 -390.438

Loads and moments at pier shaft Bottom For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 3497.38 MT P = 4783.213 3497.380 3528.255 3528.255 3528.255
Longitudinal Moment, ML = -390.44 T-m + 1979.69 T-m
= 1589.26 T-m ML = 2442.449 2183.16 T-m 1589.256 1094.332 -390.438
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000

Loads and moments at Founding Level For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 13027.5 MT P = 17565.388 12903.257 12934.132 12934.132 12934.132
Longitudinal Moment, ML = -390.44 T-m + 8025.94 T-m
= 7635.51 T-m ML = 10562.887 9220.876 7002.881 5154.551 -390.438
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000

1.1 f Normal LWL Span Disloged

For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Moments dure to horizontal Force (At Pier Base) RL of Z = 69.518 Comb 1 Comb 2 Rare Frequent QP
Load Moment Load Moment Load Moment Load Moment Load Moment
From Left Span = 0.00 MT x 0.00 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0
Moments due to horizontal force (AT founding level)

From Left Span = 0.00 MT x 0.00 m = 0.00 T-m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Moments due to transverse live load Eccentricity

Max. LL = 0.00 MT x 0.00 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0

Min. LL = 0.00 MT x 0.00 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0

Vertical Loads (P) and their Moments (ML) along L-L Axis For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
COMB 1 COMB 2 Rare Frequent QP
Volume Unit Wt.
S No Description P (MT) eL (m) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m)
(Cu.m) (T/cu.m)
1 Sup DL. - - 0 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
2 SUP SIDL - - 0 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
3 LL Reaction
(i) - - - 0 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
4 Abutment Cap 0.000 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
5 Dirt Wall 0.000 2.500 0.000 -0.900 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
6 Abutment Shaft (Above GL) 141.699 2.500 354.246 0.077 27.134 478.233 36.631 354.246 27.134 354.246 27.134 354.246 27.134 354.246 27.134
7 Abutment Shaft (Below GL) 3.100 2.500 7.750 0.077 0.594 10.463 0.801 7.750 0.594 7.750 0.594 7.750 0.594 7.750 0.594
8 Backfill (Above GL) 0.000 1.800 0.000 -3.725 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
9 Backfill (Below GL) 62.366 1.800 112.259 -3.725 -418.165 151.550 -564.523 112.259 -418.165 112.259 -418.165 112.259 -418.165 112.259 -418.165
10 Return Wall (Above GL) 0.000 2.500 0.000 -3.175 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
11 Return Wall (Below GL) 0.000 2.500 0.000 -3.175 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
12 Filling @ front of abutment 0.000 1.800 0.000 2.465 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Loads and moments @ Pier shaft bottom 474.255 -390.437625 640.245 -527.091 474.255 -390.438 474.255 -390.438 474.255 -390.438 474.255 -390.438
13 Well Cap 331.831 2.500 829.577 0.000 0.000 1119.929 0.000 829.577 0.000 829.577 0.000 829.577 0.000 829.577 0.000
14 Top Plug 25.133 1.500 37.699 0.000 0.000 50.894 0.000 37.699 0.000 37.699 0.000 37.699 0.000 37.699 0.000
15 Intermediate Plug 25.133 2.500 62.832 0.000 0.000 84.823 0.000 62.832 0.000 62.832 0.000 62.832 0.000 62.832 0.000
16 Well Steining (Above MSL) 1773.036 2.500 4432.591 0.000 0.000 5983.998 0.000 4432.591 0.000 4432.591 0.000 4432.591 0.000 4432.591 0.000
17 Well Steining (Below MSL) 989.602 1.500 1484.403 0.000 0.000 3028.00985 0.000 2206.45679 0.000 2206.45679 0.000 2206.45679 0.000 2206.45679 0.000
18 Well Kerb 196.732 1.500 295.098 0.000 0.000
19 Sump in bottom plug 426.967 1.500 640.451 0.000 0.000
20 Water Fill 1658.761 1.000 1658.761 0.000 0.000 2111.77772 0.000 1542.023964 0.000 1542.023964 0.000 1542.023964 0.000 1542.023964 0.000
21 Earth on Well Kerb 110.906 0.800 88.725 0.000 0.000 259.6394925 0.000 190.9615111 0.000 190.9615111 0.000 190.9615111 0.000 190.9615111 0.000
Loads and moments @ Founding Level/RL of Z 10004.390 -390.437625 13279.315 -527.091 9776.396 -390.438 9776.396 -390.438 9776.396 -390.438 9776.396 -390.438

Loads and moments at pier shaft Bottom For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 474.26 MT P = 640.245 474.255 474.255 474.255 474.255
Longitudinal Moment, ML = -390.44 T-m + 0.00 T-m
= -390.44 T-m ML = -527.091 -390.438 -390.438 -390.438 -390.438
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000

Loads and moments at Founding Level For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 10004.4 MT P = 13279.315 9776.396 9776.396 9776.396 9776.396
Longitudinal Moment, ML = -390.44 T-m + 0.00 T-m
= -390.44 T-m ML = -527.091 -390.438 -390.438 -390.438 -390.438
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000
 Computation of design loads

1.0 Normal case

1.2 Normal HFL

1.2 a Normal HFL Max longitudinal moment case (Max. LL)

For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Moments dure to horizontal Force (At Pier Base) RL of Z = 70.067 Comb 1 Comb 2 Rare Frequent QP
Load Moment Load Moment Load Moment Load Moment Load Moment
From Left Span = 196.86 MT x 13.10 m = 2578.29 T-m 295.292 3867.438 255.920 3351.779 196.861 2578.292 147.646 1933.719 0.000 0.000

Moments due to horizontal force (AT founding level)

From Left Span = 196.86 MT x 53.10 m = 10452.74 T-m 295.292 14154.160 255.920 12266.938 196.861 9436.106 147.646 7077.080 0.000 0.000

Moments due to transverse live load Eccentricity

Max. LL = 0.00 MT x 2.15 m = 0.00 T-m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Min. LL = 0.00 MT x 1.20 m = 0.00 T-m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Vertical Loads (P) and their Moments (ML) along L-L Axis For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
COMB 1 COMB 2 Rare Frequent QP
Volume Unit Wt.
S No Description P (MT) eL (m) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m)
(Cu.m) (T/cu.m)
1 Sup DL. - - 2868.75 0 0 3872.813 0 2868.75 0 2868.75 0 2868.75 0 2868.75 0
2 SUP SIDL - - 154.375 0 0 270.1563 0 154.375 0 185.25 0 185.25 0 185.25 0
3 LL Reaction
(i) Max. LL - - 0 0 0 0 0 0 0 0 0 0 0 0 0
4 Abutment Cap 0.000 2.500 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0
5 Dirt Wall 0.000 2.500 0.000 -0.900 0.000 0 0 0 0 0 0 0 0 0 0
6 Abutment Shaft (Above HFL) 111.600 2.500 279.000 0.077 21.370 376.65 28.84979 279 21.37021277 279 21.37021 279 21.37021 279 21.37021
7 Abutment Shaft (Below HFL) 267.840 1.500 401.760 0.077 30.773 863.784 66.16218 629.424 48.2112 629.424 48.2112 629.424 48.2112 629.424 48.2112
8 Backfill (Above HFL) 311.831 1.800 561.295 -3.725 -2090.825 757.7487 -2822.61 561.2953033 -2090.825005 561.2953 -2090.83 561.2953 -2090.83 561.2953 -2090.83
9 Backfill (Below HFL) 692.077 0.800 553.662 -3.725 -2062.390 1577.936 -5877.81 1141.92723 -4253.678931 1141.927 -4253.68 1141.927 -4253.68 1141.927 -4253.68
10 Return Wall (Above HFL) 5.760 2.500 14.400 -3.175 -45.720 19.44 -61.722 14.4 -45.72 14.4 -45.72 14.4 -45.72 14.4 -45.72
11 Return Wall (Below HFL) 0.000 1.500 0.000 -3.175 0.000 0 0 0 0 0 0 0 0 0 0
12 Filling @ front of abutment 0.000 0.800 0.000 2.465 0.000 0 0 0 0 0 0 0 0 0 0
Loads and moments @ Pier shaft bottom 4833.242 -4146.79147 7738.527 -8667.13 5649.171533 -6320.642523 5680.047 -6320.64 5680.047 -6320.64 5680.047 -6320.64
13 Well Cap 331.831 1.500 497.746 0.000 0.000 1070.154 0 779.8022015 0 779.8022 0 779.8022 0 779.8022 0
14 Top Plug 25.133 1.500 37.699 0.000 0.000 50.8938 0 37.69911184 0 37.69911 0 37.69911 0 37.69911 0
15 Intermediate Plug 25.133 1.500 37.699 0.000 0.000 50.8938 0 37.69911184 0 37.69911 0 37.69911 0 37.69911 0
16 Well Steining (Above MSL) 1773.036 1.500 2659.555 0.000 0.000 5718.042 0 4166.635432 0 4166.635 0 4166.635 0 4166.635 0
17 Well Steining (Below MSL) 989.602 1.500 1484.403 0.000 0.000 2881.834 0 2099.941038 0 2099.941 0 2099.941 0 2099.941 0
18 Well Kerb 196.732 1.500 295.098 0.000 0.000
19 Sump in bottom plug 426.967 1.500 640.451 0.000 0.000
20 Water Fill 1658.761 1.000 1658.761 0.000 0.000 1990.513 0 1409.946783 0 1409.947 0 1409.947 0 1409.947 0
21 Earth on Well Kerb 110.906 0.800 88.725 0.000 0.000 255.7789 0 188.1676579 0 188.1677 0 188.1677 0 188.1677 0
Loads and moments @ Founding Level 12233.377 -4146.79147 19756.64 -8667.13 14369.06287 -6320.642523 14399.94 -6320.64 14399.94 -6320.64 14399.94 -6320.64
 Loads and moments at pier shaft Bottom For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 4833.24 MT P = 7738.527 5649.172 5680.047 5680.047 5680.047
Longitudinal Moment, ML = -4146.79 T-m + 2578.29 T-m
= -1568.50 T-m ML = -4799.697 -2968.86 T-m -3742.351 -4386.924 -6320.643
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000

Loads and moments at Founding Level For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 12233.38 MT P = 19756.637 14369.063 14399.938 14399.938 14399.938
Longitudinal Moment, ML = -4146.79 T-m + 10452.74 T-m
= 6305.95 T-m ML = 5487.025 5946.296 3115.464 756.437 -6320.643
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000

1.2 b Normal HFL Max transverse moment case (Max. LL)

For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Moments dure to horizontal Force (At Pier Base) RL of Z = 70.033 Comb 1 Comb 2 Rare Frequent QP
Load Moment Load Moment Load Moment Load Moment Load Moment
From Left Span = 25.15 MT x 13.10 m = 329.41 T-m 37.726875 494.1088819 32.696625 428.2276976 25.15125 329.4059 18.86344 247.0544 0 0

Moments due to horizontal force (AT founding level)

From Left Span = 25.15 MT x 53.10 m = 1335.46 T-m 37.727 1809.655 32.697 1568.368 25.151 1206.437 18.863 904.828 0.000 0.000

Moments due to transverse live load Eccentricity

Max. LL = 686.84 MT x 2.15 m = 1476.71 T-m 1030.26 2215.059 892.892 1919.7178 686.84 1476.706 515.13 1107.53 0 0
Min. LL = 1373.68 MT x 1.20 m = 1648.42 T-m 2060.52 2472.624 1785.784 2142.9408 1373.68 1648.416 1030.26 1236.312 0 0

Vertical Loads (P) and their Moments (ML) along L-L Axis For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
COMB 1 COMB 2 Rare Frequent QP
Volume Unit Wt.
S No Description P (MT) eL (m) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m)
(Cu.m) (T/cu.m)
1 Sup DL. - - 2868.75 0 0 3872.813 0 2868.75 0 2868.75 0 2868.75 0 2868.75 0
2 SUP SIDL - - 154.375 0 0 270.1563 0 154.375 0 185.25 0 185.25 0 185.25 0
3 LL Reaction
(i) Max. LL - - 1373.68 0 0 2060.52 0 1785.784 0 1373.68 0 1030.26 0 0 0
4 Abutment Cap 0.000 2.500 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0
5 Dirt Wall 0.000 2.500 0.000 -0.900 0.000 0 0 0 0 0 0 0 0 0 0
6 Abutment Shaft (Above HFL) 111.600 2.500 279.000 0.077 21.370 376.65 28.84979 279 21.37021277 279 21.37021 279 21.37021 279 21.37021
7 Abutment Shaft (Below HFL) 267.840 1.500 401.760 0.077 30.773 863.784 66.16218 629.424 48.2112 629.424 48.2112 629.424 48.2112 629.424 48.2112
8 Backfill (Above HFL) 311.831 1.800 561.295 -3.725 -2090.825 757.7487 -2822.61 561.2953033 -2090.825005 561.2953 -2090.83 561.2953 -2090.83 561.2953 -2090.83
9 Backfill (Below HFL) 692.077 0.800 553.662 -3.725 -2062.390 1577.936 -5877.81 1141.92723 -4253.678931 1141.927 -4253.68 1141.927 -4253.68 1141.927 -4253.68
10 Return Wall (Above HFL) 5.760 2.500 14.400 -3.175 -45.720 19.44 -61.722 14.4 -45.72 14.4 -45.72 14.4 -45.72 14.4 -45.72
11 Return Wall (Below HFL) 0.000 1.500 0.000 -3.175 0.000 0 0 0 0 0 0 0 0 0 0
12 Filling @ front of abutment 0.000 0.800 0.000 2.465 0.000 0 0 0 0 0 0 0 0 0 0
Loads and moments @ Pier shaft bottom 6206.922 -4146.79147 9799.047 -8667.13 7434.955533 -6320.642523 7053.727 -6320.64 6710.307 -6320.64 5680.047 -6320.64
13 Well Cap 331.831 1.500 497.746 0.000 0.000 1070.154 0 779.8022015 0 779.8022 0 779.8022 0 779.8022 0
14 Top Plug 25.133 1.500 37.699 0.000 0.000 50.8938 0 37.69911184 0 37.69911 0 37.69911 0 37.69911 0
15 Intermediate Plug 25.133 1.500 37.699 0.000 0.000 50.8938 0 37.69911184 0 37.69911 0 37.69911 0 37.69911 0
16 Well Steining (Above MSL) 1773.036 1.500 2659.555 0.000 0.000 5718.042 0 4166.635432 0 4166.635 0 4166.635 0 4166.635 0
 17 Well Steining (Below MSL) 989.602 1.500 1484.403 0.000 0.000 2891.007 0 2106.625512 0 2106.626 0 2106.626 0 2106.626 0
18 Well Kerb 196.732 1.500 295.098 0.000 0.000
19 Sump in bottom plug 426.967 1.500 640.451 0.000 0.000
20 Water Fill 1658.761 1.000 1658.761 0.000 0.000 1990.513 0 1409.946783 0 1409.947 0 1409.947 0 1409.947 0
21 Earth on Well Kerb 110.906 0.800 88.725 0.000 0.000 256.0212 0 188.3429882 0 188.343 0 188.343 0 188.343 0
Loads and moments @ Founding Level 13607.057 -4146.79147 21826.57 -8667.13 16161.70667 -6320.642523 15780.48 -6320.64 15437.06 -6320.64 14406.8 -6320.64

Loads and moments at pier shaft Bottom For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 6206.92 MT P = 9799.047 7434.956 7053.727 6710.307 5680.047
Longitudinal Moment, ML = -4146.79 T-m + 329.41 T-m
= -3817.39 T-m ML = -8173.026 -5892.41 T-m -5991.237 -6073.588 -6320.643
Transverse Moment, MT = 1476.71 T-m MT = 2215.059 1919.718 1476.706 1107.530 0.000

Loads and moments at Founding Level For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 13607.06 MT P = 21826.573 16161.707 15780.478 15437.058 14406.798
Longitudinal Moment, ML = -4146.79 T-m + 1335.46 T-m
= -2811.34 T-m ML = -6857.480 -4752.275 -5114.206 -5415.815 -6320.643
Transverse Moment, MT = 1476.71 T-m MT = 2215.059 1919.718 1476.706 1107.530 0.000

1.2 c Normal HFL Max longitudinal moment case (Min. LL)

For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Moments dure to horizontal Force (At Pier Base) RL of Z = 70.012 Comb 1 Comb 2 Rare Frequent QP
Load Moment Load Moment Load Moment Load Moment Load Moment
From Left Span = 170.31 MT x 13.10 m = 2230.57 T-m 255.466875 3345.849662 221.404625 2899.736374 170.3113 2230.566 127.7334 1672.925 0 0

Moments due to horizontal force (AT founding level)

From Left Span = 170.31 MT x 53.10 m = 9043.02 T-m 255.467 12259.332 221.405 10624.754 170.311 8172.888 127.733 6129.666 0.000 0.000

Moments due to transverse live load Eccentricity

Max. LL = 0.00 MT x 2.15 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0

Min. LL = 0.00 MT x 1.20 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0

Vertical Loads (P) and their Moments (ML) along L-L Axis For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
COMB 1 COMB 2 Rare Frequent QP
Volume Unit Wt.
S No Description P (MT) eL (m) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m)
(Cu.m) (T/cu.m)
1 Sup DL. - - 2868.75 0 0 3872.813 0 2868.75 0 2868.75 0 2868.75 0 2868.75 0
2 SUP SIDL - - 154.375 0 0 270.1563 0 154.375 0 185.25 0 185.25 0 185.25 0
3 LL Reaction
(i) Min. LL - - 0 0 0 0 0 0 0 0 0 0 0 0 0
4 Abutment Cap 0.000 2.500 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0
5 Dirt Wall 0.000 2.500 0.000 -0.900 0.000 0 0 0 0 0 0 0 0 0 0
6 Abutment Shaft (Above HFL) 111.600 2.500 279.000 0.077 21.370 376.65 28.84979 279 21.37021277 279 21.37021 279 21.37021 279 21.37021
7 Abutment Shaft (Below HFL) 267.840 1.500 401.760 0.077 30.773 863.784 66.16218 629.424 48.2112 629.424 48.2112 629.424 48.2112 629.424 48.2112
8 Backfill (Above HFL) 311.831 1.800 561.295 -3.725 -2090.825 757.7487 -2822.61 561.2953033 -2090.825005 561.2953 -2090.83 561.2953 -2090.83 561.2953 -2090.83
9 Backfill (Below HFL) 692.077 0.800 553.662 -3.725 -2062.390 1577.936 -5877.81 1141.92723 -4253.678931 1141.927 -4253.68 1141.927 -4253.68 1141.927 -4253.68
10 Return Wall (Above HFL) 5.760 2.500 14.400 -3.175 -45.720 19.44 -61.722 14.4 -45.72 14.4 -45.72 14.4 -45.72 14.4 -45.72
 11 Return Wall (Below HFL) 0.000 1.500 0.000 -3.175 0.000 0 0 0 0 0 0 0 0 0 0
12 Filling @ front of abutment 0.000 0.800 0.000 2.465 0.000 0 0 0 0 0 0 0 0 0 0
Loads and moments @ Pier shaft bottom 4833.242 -4146.79147 7738.527 -8667.13 5649.171533 -6320.642523 5680.047 -6320.64 5680.047 -6320.64 5680.047 -6320.64
13 Well Cap 331.831 1.500 497.746 0.000 0.000 1070.154 0 779.8022015 0 779.8022 0 779.8022 0 779.8022 0
14 Top Plug 25.133 1.500 37.699 0.000 0.000 50.8938 0 37.69911184 0 37.69911 0 37.69911 0 37.69911 0
15 Intermediate Plug 25.133 1.500 37.699 0.000 0.000 50.8938 0 37.69911184 0 37.69911 0 37.69911 0 37.69911 0
16 Well Steining (Above MSL) 1773.036 1.500 2659.555 0.000 0.000 5718.042 0 4166.635432 0 4166.635 0 4166.635 0 4166.635 0
17 Well Steining (Below MSL) 989.602 1.500 1484.403 0.000 0.000 2896.508 0 2110.63341 0 2110.633 0 2110.633 0 2110.633 0
18 Well Kerb 196.732 1.500 295.098 0.000 0.000
19 Sump in bottom plug 426.967 1.500 640.451 0.000 0.000
20 Water Fill 1658.761 1.000 1658.761 0.000 0.000 1990.513 0 1409.946783 0 1409.947 0 1409.947 0 1409.947 0
21 Earth on Well Kerb 110.906 0.800 88.725 0.000 0.000 256.1664 0 188.4481133 0 188.4481 0 188.4481 0 188.4481 0
Loads and moments @ Founding Level 12233.377 -4146.79147 19771.7 -8667.13 14380.0357 -6320.642523 14410.91 -6320.64 14410.91 -6320.64 14410.91 -6320.64

Loads and moments at pier shaft Bottom For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 4833.24 MT P = 7738.527 5649.172 5680.047 5680.047 5680.047
Longitudinal Moment, ML = -4146.79 T-m + 2230.57 T-m
= -1916.23 T-m ML = -5321.285 -3420.91 T-m -4090.076 -4647.718 -6320.643
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000

Loads and moments at Founding Level For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 12233.38 MT P = 19771.698 14380.036 14410.911 14410.911 14410.911
Longitudinal Moment, ML = -4146.79 T-m + 9043.02 T-m
= 4896.22 T-m ML = 3592.197 4304.112 1852.245 -190.977 -6320.643
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000

1.2 d Normal HFL Max transverse moment case (Min. LL)

For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Moments dure to horizontal Force (At Pier Base) RL of Z = 70.045 Comb 1 Comb 2 Rare Frequent QP
Load Moment Load Moment Load Moment Load Moment Load Moment
From Left Span = 273.34 MT x 13.10 m = 3579.90 T-m 410.005875 5369.846945 355.338425 4653.867352 273.3373 3579.898 205.0029 2684.923 0 0

Moments due to horizontal force (AT founding level)

From Left Span = 273.34 MT x 53.10 m = 14513.39 T-m 410.006 19661.871 355.338 17040.288 273.337 13107.914 205.003 9830.935 0.000 0.000

Moments due to transverse live load Eccentricity

Max. LL = 686.84 MT x 2.15 m = 1476.71 T-m 1030.26 2215.059 892.892 1919.7178 686.84 1476.706 515.13 1107.53 0 0
Min. LL = 1373.68 MT x 1.20 m = 1648.42 T-m 2060.52 2472.624 1785.784 2142.9408 1373.68 1648.416 1030.26 1236.312 0 0

Vertical Loads (P) and their Moments (ML) along L-L Axis For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
COMB 1 COMB 2 Rare Frequent QP
Volume Unit Wt.
S No Description P (MT) eL (m) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m)
(Cu.m) (T/cu.m)
1 Sup DL. - - 2868.75 0 0 3872.813 0 2868.75 0 2868.75 0 2868.75 0 2868.75 0
2 SUP SIDL - - 154.375 0 0 270.1563 0 154.375 0 185.25 0 185.25 0 185.25 0
3 LL Reaction
(i) Min. LL - - 2060.52 0 0 3090.78 0 2678.676 0 2060.52 0 1545.39 0 0 0
 4 Abutment Cap 0.000 2.500 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0
5 Dirt Wall 0.000 2.500 0.000 -0.900 0.000 0 0 0 0 0 0 0 0 0 0
6 Abutment Shaft (Above HFL) 111.600 2.500 279.000 0.077 21.370 376.65 28.84979 279 21.37021277 279 21.37021 279 21.37021 279 21.37021
7 Abutment Shaft (Below HFL) 267.840 1.500 401.760 0.077 30.773 863.784 66.16218 629.424 48.2112 629.424 48.2112 629.424 48.2112 629.424 48.2112
8 Backfill (Above HFL) 311.831 1.800 561.295 -3.725 -2090.825 757.7487 -2822.61 561.2953033 -2090.825005 561.2953 -2090.83 561.2953 -2090.83 561.2953 -2090.83
9 Backfill (Below HFL) 692.077 0.800 553.662 -3.725 -2062.390 1577.936 -5877.81 1141.92723 -4253.678931 1141.927 -4253.68 1141.927 -4253.68 1141.927 -4253.68
10 Return Wall (Above HFL) 5.760 2.500 14.400 -3.175 -45.720 19.44 -61.722 14.4 -45.72 14.4 -45.72 14.4 -45.72 14.4 -45.72
11 Return Wall (Below HFL) 0.000 1.500 0.000 -3.175 0.000 0 0 0 0 0 0 0 0 0 0
12 Filling @ front of abutment 0.000 0.800 0.000 2.465 0.000 0 0 0 0 0 0 0 0 0 0
Loads and moments @ Pier shaft bottom 6893.762 -4146.79147 10829.31 -8667.13 8327.847533 -6320.642523 7740.567 -6320.64 7225.437 -6320.64 5680.047 -6320.64
13 Well Cap 331.831 1.500 497.746 0.000 0.000 1070.154 0 779.8022015 0 779.8022 0 779.8022 0 779.8022 0
14 Top Plug 25.133 1.500 37.699 0.000 0.000 50.8938 0 37.69911184 0 37.69911 0 37.69911 0 37.69911 0
15 Intermediate Plug 25.133 1.500 37.699 0.000 0.000 50.8938 0 37.69911184 0 37.69911 0 37.69911 0 37.69911 0
16 Well Steining (Above MSL) 1773.036 1.500 2659.555 0.000 0.000 5718.042 0 4166.635432 0 4166.635 0 4166.635 0 4166.635 0
17 Well Steining (Below MSL) 989.602 1.500 1484.403 0.000 0.000 2887.77 0 2104.266345 0 2104.266 0 2104.266 0 2104.266 0
18 Well Kerb 196.732 1.500 295.098 0.000 0.000
19 Sump in bottom plug 426.967 1.500 640.451 0.000 0.000
20 Water Fill 1658.761 1.000 1658.761 0.000 0.000 1990.513 0 1409.946783 0 1409.947 0 1409.947 0 1409.947 0
21 Earth on Well Kerb 110.906 0.800 88.725 0.000 0.000 255.9357 0 188.2811085 0 188.2811 0 188.2811 0 188.2811 0
Loads and moments @ Founding Level 14293.897 -4146.79147 22853.51 -8667.13 17052.17763 -6320.642523 16464.9 -6320.64 15949.77 -6320.64 14404.38 -6320.64

Loads and moments at pier shaft Bottom For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 6893.76 MT P = 10829.307 8327.848 7740.567 7225.437 5680.047
Longitudinal Moment, ML = -4146.79 T-m + 3579.90 T-m
= -566.89 T-m ML = -3297.288 -1666.78 T-m -2740.745 -3635.719 -6320.643
Transverse Moment, MT = 1648.42 T-m MT = 2472.624 2142.941 1648.416 1236.312 0.000

Loads and moments at Founding Level For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 14293.90 MT P = 22853.510 17052.178 16464.897 15949.767 14404.377
Longitudinal Moment, ML = -4146.79 T-m + 14513.39 T-m
= 10366.60 T-m ML = 10994.736 10719.646 6787.271 3510.293 -6320.643
Transverse Moment, MT = 1648.42 T-m MT = 2472.624 2142.941 1648.416 1236.312 0.000

1.2 e Normal HFL No LL Case

For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Moments dure to horizontal Force (At Pier Base) RL of Z = 70.279 Comb 1 Comb 2 Rare Frequent QP
Load Moment Load Moment Load Moment Load Moment Load Moment
From Left Span = 151.16 MT x 13.10 m = 1979.69 T-m 226.734375 2969.540109 196.503125 2573.601428 151.1563 1979.693 113.3672 1484.77 0 0

Moments due to horizontal force (AT founding level)

From Left Span = 151.16 MT x 53.10 m = 8025.94 T-m 226.734 10819.981 196.503 9377.317 151.156 7213.321 113.367 5409.991 0.000 0.000

Moments due to transverse live load Eccentricity

Max. LL = 0.00 MT x 2.15 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0

Min. LL = 0.00 MT x 1.20 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0
Vertical Loads (P) and their Moments (ML) along L-L Axis For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
COMB 1 COMB 2 Rare Frequent QP
Volume Unit Wt.
S No Description P (MT) eL (m) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m)
(Cu.m) (T/cu.m)
1 Sup DL. - - 2868.75 0 0 3872.813 0 2868.75 0 2868.75 0 2868.75 0 2868.75 0
2 SUP SIDL - - 154.375 0 0 270.1563 0 154.375 0 185.25 0 185.25 0 185.25 0
3 LL Reaction
(i) - - - 0 0 0 0 0 0 0 0 0 0 0 0 0
4 Abutment Cap 0.000 2.500 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0
5 Dirt Wall 0.000 2.500 0.000 -0.900 0.000 0 0 0 0 0 0 0 0 0 0
6 Abutment Shaft (Above HFL) 111.600 2.500 279.000 0.077 21.370 376.65 28.84979 279 21.37021277 279 21.37021 279 21.37021 279 21.37021
7 Abutment Shaft (Below HFL) 267.840 1.500 401.760 0.077 30.773 863.784 66.16218 629.424 48.2112 629.424 48.2112 629.424 48.2112 629.424 48.2112
8 Backfill (Above HFL) 0.000 1.800 0.000 -3.725 0.000 0 0 0 0 0 0 0 0 0 0
9 Backfill (Below HFL) 0.000 0.800 0.000 -3.725 0.000 0 0 0 0 0 0 0 0 0 0
10 Return Wall (Above HFL) 0.000 2.500 0.000 -3.175 0.000 0 0 0 0 0 0 0 0 0 0
11 Return Wall (Below HFL) 0.000 1.500 0.000 -3.175 0.000 0 0 0 0 0 0 0 0 0 0
12 Filling @ front of abutment 0.000 0.800 0.000 2.465 0.000 0 0 0 0 0 0 0 0 0 0
Loads and moments @ Pier shaft bottom 3703.885 52.14331915 5383.403 95.01197 3931.549 69.58141277 3962.424 69.58141 3962.424 69.58141 3962.424 69.58141
13 Well Cap 331.831 1.500 497.746 0.000 0.000 1070.154 0 779.8022015 0 779.8022 0 779.8022 0 779.8022 0
14 Top Plug 25.133 1.500 37.699 0.000 0.000 50.8938 0 37.69911184 0 37.69911 0 37.69911 0 37.69911 0
15 Intermediate Plug 25.133 1.500 37.699 0.000 0.000 50.8938 0 37.69911184 0 37.69911 0 37.69911 0 37.69911 0
16 Well Steining (Above MSL) 1773.036 1.500 2659.555 0.000 0.000 5718.042 0 4166.635432 0 4166.635 0 4166.635 0 4166.635 0
17 Well Steining (Below MSL) 989.602 1.500 1484.403 0.000 0.000 2825.499 0 2058.890896 0 2058.891 0 2058.891 0 2058.891 0
18 Well Kerb 196.732 1.500 295.098 0.000 0.000
19 Sump in bottom plug 426.967 1.500 640.451 0.000 0.000
20 Water Fill 1658.761 1.000 1658.761 0.000 0.000 1990.513 0 1409.946783 0 1409.947 0 1409.947 0 1409.947 0
21 Earth on Well Kerb 110.906 0.800 88.725 0.000 0.000 254.2911 0 187.0909339 0 187.0909 0 187.0909 0 187.0909 0
Loads and moments @ Founding Level 11104.020 52.14331915 17343.69 95.01197 12609.31347 69.58141277 12640.19 69.58141 12640.19 69.58141 12640.19 69.58141

Loads and moments at pier shaft Bottom For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 3703.89 MT P = 5383.403 3931.549 3962.424 3962.424 3962.424
Longitudinal Moment, ML = 52.14 T-m + 1979.69 T-m
= 2031.84 T-m ML = 3064.552 2643.18 T-m 2049.275 1554.351 69.581
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000

Loads and moments at Founding Level For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 11104.02 MT P = 17343.690 12609.313 12640.188 12640.188 12640.188
Longitudinal Moment, ML = 52.14 T-m + 8025.94 T-m
= 8078.09 T-m ML = 10914.993 9446.899 7282.902 5479.572 69.581
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000
 1.2 f Normal HFL Span Disloged
For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Moments dure to horizontal Force (At Pier Base) RL of Z = 70.752 Comb 1 Comb 2 Rare Frequent QP
Load Moment Load Moment Load Moment Load Moment Load Moment
From Left Span = 0.00 MT x 13.10 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0

Moments due to horizontal force (AT founding level)

From Left Span = 0.00 MT x 53.10 m = 0.00 T-m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Moments due to transverse live load Eccentricity

Max. LL = 0.00 MT x 2.15 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0

Min. LL = 0.00 MT x 1.20 m = 0.00 T-m 0 0 0 0 0 0 0 0 0 0

Vertical Loads (P) and their Moments (ML) along L-L Axis For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
COMB 1 COMB 2 Rare Frequent QP
Volume Unit Wt.
S No Description P (MT) eL (m) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m) P (MT) ML (T-m)
(Cu.m) (T/cu.m)
1 Sup DL. - - 0 0 0 0 0 0 0 0 0 0 0 0 0
2 SUP SIDL - - 0 0 0 0 0 0 0 0 0 0 0 0 0
3 LL Reaction
(i) - - - 0 0 0 0 0 0 0 0 0 0 0 0 0
4 Abutment Cap 0.000 2.500 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0
5 Dirt Wall 0.000 2.500 0.000 -0.900 0.000 0 0 0 0 0 0 0 0 0 0
6 Abutment Shaft (Above HFL) 111.600 2.500 279.000 0.077 21.370 376.65 28.84979 279 21.37021277 279 21.37021 279 21.37021 279 21.37021
7 Abutment Shaft (Below HFL) 267.840 1.500 401.760 0.077 30.773 863.784 66.16218 629.424 48.2112 629.424 48.2112 629.424 48.2112 629.424 48.2112
8 Backfill (Above HFL) 311.831 1.800 561.295 -3.725 -2090.825 757.7487 -2822.61 561.2953033 -2090.825005 561.2953 -2090.83 561.2953 -2090.83 561.2953 -2090.83
9 Backfill (Below HFL) 692.077 0.800 553.662 -3.725 -2062.390 1577.936 -5877.81 1141.92723 -4253.678931 1141.927 -4253.68 1141.927 -4253.68 1141.927 -4253.68
10 Return Wall (Above HFL) 5.760 2.500 14.400 -3.175 -45.720 19.44 -61.722 14.4 -45.72 14.4 -45.72 14.4 -45.72 14.4 -45.72
11 Return Wall (Below HFL) 0.000 1.500 0.000 -3.175 0.000 0 0 0 0 0 0 0 0 0 0
12 Filling @ front of abutment 0.000 0.800 0.000 2.465 0.000 0 0 0 0 0 0 0 0 0 0
Loads and moments @ Pier shaft bottom 1810.117 -4146.79147 3595.558 -8667.13 2626.046533 -6320.642523 2626.047 -6320.64 2626.047 -6320.64 2626.047 -6320.64
13 Well Cap 331.831 1.500 497.746 0.000 0.000 1070.154 0 779.8022015 0 779.8022 0 779.8022 0 779.8022 0
14 Top Plug 25.133 1.500 37.699 0.000 0.000 50.8938 0 37.69911184 0 37.69911 0 37.69911 0 37.69911 0
15 Intermediate Plug 25.133 1.500 37.699 0.000 0.000 50.8938 0 37.69911184 0 37.69911 0 37.69911 0 37.69911 0
16 Well Steining (Above MSL) 1773.036 1.500 2659.555 0.000 0.000 5718.042 0 4166.635432 0 4166.635 0 4166.635 0 4166.635 0
17 Well Steining (Below MSL) 989.602 1.500 1484.403 0.000 0.000 2699.832 0 1967.319443 0 1967.319 0 1967.319 0 1967.319 0
18 Well Kerb 196.732 1.500 295.098 0.000 0.000
19 Sump in bottom plug 426.967 1.500 640.451 0.000 0.000
20 Water Fill 1658.761 1.000 1658.761 0.000 0.000 1990.513 0 1409.946783 0 1409.947 0 1409.947 0 1409.947 0
21 Earth on Well Kerb 110.906 0.800 88.725 0.000 0.000 250.9721 0 184.689062 0 184.6891 0 184.6891 0 184.6891 0
Loads and moments @ Founding Level 9210.252 -4146.79147 15426.86 -8667.13 11209.83768 -6320.642523 11209.84 -6320.64 11209.84 -6320.64 11209.84 -6320.64

Loads and moments at pier shaft Bottom For Foundation Design (ULS Case) For Foundation Design (SLS Case)
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 1810.12 MT P = 3595.558 2626.047 2626.047 2626.047 2626.047
Longitudinal Moment, ML = -4146.79 T-m + 0.00 T-m
= -4146.79 T-m ML = -8667.135 -6320.64 T-m -6320.643 -6320.643 -6320.643
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000
 Loads and moments at Founding Level For Foundation Design (ULS Case) @ RL of Z For Foundation Design (SLS Case) @ RL of Z
Comb 1 Comb 2 Rare Frequent QP
Vertical Load, P = 9210.25 MT P = 15426.860 11209.838 11209.838 11209.838 11209.838
Longitudinal Moment, ML = -4146.79 T-m + 0.00 T-m
= -4146.79 T-m ML = -8667.135 -6320.643 -6320.643 -6320.643 -6320.643
Transverse Moment, MT = 0.00 T-m MT = 0.000 0.000 0.000 0.000 0.000
 Moments due to tilt and shift

Calculation of Moments due to Tilt and Shift@ Founding Level

Mts (T-m)
P (MT) P (MT) Tilt and
Tilt and Moment due
S No. Load Case (Till well cap (Below well Shift
Shift Factor to tilt and
Top) cap Top) Factor
shift
1.0 Normal Case
1.1 Normal LWL
1.1 a Normal LWL Max longitudinal moment case (Max. LL) 3497.380 0.650 9555.268 0.250 4662.114
1.1 b Normal LWL Max transverse moment case (Max. LL) 4871.060 0.650 9530.135 0.250 5548.723
1.1 c Normal LWL Max longitudinal moment case (Min. LL) 3497.380 0.650 9530.135 0.250 4655.831
1.1 d Normal LWL Max transverse moment case (Min. LL) 5557.900 0.650 9530.135 0.250 5995.169
1.1 e Normal LWL No LL Case 3497.380 0.650 9530.135 0.250 4655.831
1.1 f Normal LWL Span Disloged Case 474.255 0.650 9530.135 0.250 2690.800
1.2 Normal HFL
1.2 a Normal HFL Max longitudinal moment case (Max. LL) 4833.242 0.650 7400.135 0.250 4991.641
1.2 b Normal HFL Max transverse moment case (Max. LL) 6206.922 0.650 7400.135 0.250 5884.533
1.2 c Normal HFL Max longitudinal moment case (Min. LL) 4833.242 0.650 7400.135 0.250 4991.641
1.2 d Normal HFL Max transverse moment case (Min. LL) 6893.762 0.650 7400.135 0.250 6330.979
1.2 e Normal HFL No LL Case 3703.885 0.650 7400.135 0.250 4257.559
1.2 f Normal HFL Span Disloged Case 1810.117 0.650 7400.135 0.250 3026.610
 Calculation of Moments due to Tilt and Shift@ RL of Z

Mts (T-m)
P (MT) P (MT) Tilt and
Tilt and Moment due
S No. Load Case (Till well cap (Below well Shift
Shift Factor to tilt and
Top) cap Top) Factor
shift
1.0 Normal Case
1.1 Normal LWL
1.1 a Normal LWL Max longitudinal moment case (Max. LL) 4783.213 0.600 12880.56 0.225 5769.199
1.1 b Normal LWL Max transverse moment case (Max. LL) 6843.733 0.600 12857.15 0.225 7005.685
1.1 c Normal LWL Max longitudinal moment case (Min. LL) 4783.213 0.601 12863.45 0.225 5772.423
1.1 d Normal LWL Max transverse moment case (Min. LL) 7873.993 0.600 12853.44 0.225 7621.526
1.1 e Normal LWL No LL Case 4783.213 0.598 12782.17 0.224 5720.043
1.1 f Normal LWL One Span Disloged Case 640.245 0.592 12639.07 0.221 3174.469
1.2 Normal HFL
1.2 a Normal HFL Max longitudinal moment case (Max. LL) 7738.527 0.585 12018.11 0.218 7147.125
1.2 b Normal HFL Max transverse moment case (Max. LL) 9799.047 0.586 12027.53 0.218 8362.319
1.2 c Normal HFL Max longitudinal moment case (Min. LL) 7738.527 0.586 12033.17 0.218 7159.891
1.2 d Normal HFL Max transverse moment case (Min. LL) 10829.307 0.586 12024.20 0.218 8962.639
1.2 e Normal HFL No LL Case 5383.403 0.583 11960.29 0.216 5725.647
1.2 f Normal HFL One Span Disloged Case 3595.558 0.577 11831.30 0.213 4599.603
 Stability checks for well

Water Current forces @ Founding Level Normal case Moment due to Active Earth Pressure Mpa 0.00 T-m Area @ base of well 136 m2
Dry case 0.00 T-m (LWL) Moment due to Passive Earth Pressure Mpp 0.00 T-m Section Modulus @ base of Well 223 m4
Longitudinal Moment
HFL Case 0.00 T-m Normal case Moment due to Active Earth Pressure Mpa 0.00 T-m SBC 476.00 t/m2
Dry case 0.00 T-m (HFL) Moment due to Passive Earth Pressure Mpp 0.00 T-m SBC (Seismic) 595.00 t/m2
Transverse Moment
HFL Case 0.00 T-m Moment due to Active Earth Pressure Mpa 0.00 T-m
Seismic (LWL)
Moment due to Passive Earth Pressure Mpp 0.00 T-m
Moment due to Active Earth Pressure Mpa 0.00 T-m
Seismic (HFL)
Moment due to Passive Earth Pressure Mpp 0.00 T-m

Summery of Forces at Founding Level

Moment
Resultant P Max. P Min.
S No Load Case P (MT) ML (T-m) MT (T-m) MR + Mts (T-m) MR + Mts + Mpa (T-m) Check Transferred to Check for SBC Check for Uplift
MR (T-m) (P/A + M/Z) (P/A - M/Z)
Base
1.0 Normal Case
1.1 Normal LWL
1.1 a Normal LWL Max longitudinal moment case (Max. LL) 13052.65 10062.30 0.00 10062.304 14724.418 14724.418 Moment Transfer to Base 14724.418 162.065 OK 30.150 OK

Normal LWL Max transverse moment case

1.1 b 14401.20 945.02 1734.27 1975.033 7523.756 7523.756 Moment Transfer to Base 7523.756 139.739 OK 72.335 OK
(Max. LL)
Normal LWL Max longitudinal moment case
1.1 c 13027.52 8652.58 0.00 8652.579 13308.410 13308.410 Moment Transfer to Base 13308.410 155.537 OK 36.308 OK
(Min. LL)
Normal LWL Max transverse moment case
1.1 d 15088.04 14122.95 7464.58 15974.281 21969.450 21969.450 Moment Transfer to Base 21969.450 209.505 OK 12.684 OK
(Min. LL)
1.1 e Normal LWL No LL Case 13027.52 7635.51 0.00 7635.506 12291.337 12291.337 Moment Transfer to Base 12291.337 150.981 OK 40.864 OK

1.1 f Normal LWL Span Disloged Case 10004.39 -390.44 0.00 390.438 3081.237 3081.237 Moment Transfer to Base 3081.237 87.465 OK 59.861 OK
1.2 Normal HFL
Normal HFL Max longitudinal moment case
1.2 a 12233.38 6305.95 0.00 6305.950 11297.591 11297.591 Moment Transfer to Base 11297.591 140.682 OK 39.468 OK
(Max. LL)
Normal HFL Max transverse moment case
1.2 b 13607.06 -2811.34 1476.71 3175.574 9060.107 9060.107 Moment Transfer to Base 9060.107 140.774 OK 59.606 OK
(Max. LL)
Normal HFL Max longitudinal moment case
1.2 c 12233.38 4896.22 0.00 4896.225 9887.866 9887.866 Moment Transfer to Base 9887.866 134.367 OK 45.783 OK
(Min. LL)
Normal HFL Max transverse moment case
1.2 d 14293.90 10366.60 1648.42 10496.838 16827.817 16827.817 Moment Transfer to Base 16827.817 180.626 OK 29.868 OK
(Min. LL)
1.2 e Normal HFL No LL Case 11104.02 8078.09 0.00 8078.087 12335.646 12335.646 Moment Transfer to Base 12335.646 137.016 OK 26.503 OK

1.2 f Normal HFL Span Disloged Case 9210.25 -4146.79 0.00 4146.791 7173.401 7173.401 Moment Transfer to Base 7173.401 99.948 OK 35.683 OK