Abutment & Pile FDN MCW FOR MNB 43+790 - Fixed 03.09.2020 PDF

DESIGN OF SUBSTRUCTURE & PILE
FOUNDATION FOR MINOR BRIDGE AT

CH 43+790
(FOR MAIN CARRIAGEWAY)
( For Abutment A1 & A2)
Document No. :
Job No.
B&S ENGINEERING CONSULTANTS PVT. LTD. BSEC/1922/MNB-
43+790/DN-02 1922
Project: Prepared Checked Date:SEP'

Gorakhpur Link Expressway Package -1 (KM 0+000 to KM 45+000) By- By- 20
Structure: Rev:
Monica H Singh
Design of Pile foundation for Minor Bridge at Ch: 43+790 Km R0
INDEX
1. INTRODUCTION
2. BASIC DESIGN DATA
3. LOAD CALCULATION
4. LOAD COMBINATION FOR PILE REACTION CHECK
5. LOAD COMBINATION FOR DESIGN OF PILE AND PILECAP
6. DESIGN OF PILE
Document No. :
Job No.
43+790/DN-02 1922

Structure: Rev:
Monica H Singh
Design of Pile foundation
1.0 Introduction
The Uttar Pradesh Expressways Industrial development Authority has decided to Construct 4 Lane Access
Controlled Gorakhpur Link Expressways (Green Field) Project From Jaitpur (Dist. Gorakhpur) To Fulwariya
(Dist. Ambedkar Nagar) in the state of Uttar Pradesh. M/s APCO Infratech Private Limited is the contractor
for this project. The contractor has engaged M/s B&S Engineering Consultants Pvt. Ltd. as design
consultant for detailed design of structures between design Chainage of Km.0+817 to Km.47+500. The
Project involves construction of Major & Minor Bridge, Flyovers, Gail pipeline structures, VUP's, PUP's, and
LVUP's.
This design note deals with the design of pile foundation and structural design of pile for Minor Bridge. The
length of pile and capacity of pile has been considered as per Geotech Report corresponding to BH-03 &
BH-04. Soil properties has been considered as per Geotech Report.
Pile data considered for design of pile foundation are as follows

Vertical Pile Capacity 360.0 T
Horizontal Pile Capacity 54.0 T
Reference Codes
1 IRC : 6 2016
2 IRC : 112 2014
3 IRC : 78 2014
4 IS : 2911(Part -1/Sec-2) 2010
3
BASIC DESIGN DATA
4
Document No. :
Job No.
43+790/DN-02
1922

Structure: Rev:
Monica H Singh
BASIC DATA OF ABUTMENT
DESIGN DATA:
Formation Level 10.400 m

Bearing Level 7.788 m
Abutment Cap Top Level 7.288 m
Abutment Base Level 2.250 m
Founding Level/Pile Cap Bottom Level 0.000 m
Ground Level 2.568 m
HFL 4.550 m
Scour Level 0.450 m
Seismic Scour Level -3.562 m
Skew Angle 0.0 Degree
RL at which DL seismic force along trans. direction acts 9.420 m

RL at which SIDL seismic force along trans. direction acts 10.900 m
RL at which Trans. Force due to Live Load 11.900 m
RL at which Centrifugal Force due to Live Load 11.600 m
Length of Dirt Wall 17.500 m

Thickness of Dirt Wall 0.350 m
Thickness of Approach Slab 0.350 m
Length of Approach Slab 3.500 m
Length of Abutment Cap 17.500 m
Dirt wall face to c/l of Bearing 0.925 m
c/l of Bearing to abutment cap end 0.800 m
Thickness of Abutment Cap 0.800 m
Thickness of Return Wall (Cantilever Bracket) 0.000 m
Length of Return Wall (Cantilever Bracket) 0.000 m
Thickness of Return Wall (Avg) 0.400 m
Thickness of Stem/Column at top 0.800 m
Thickness of Stem/Column at Base 0.800 m
Length of Column 17.500 m
No. Of Columns 1 no.s
C/l of Brg to C/l of Stem (bottom) 0.000 m
C/l of Brg to C/l of foundation (bottom) -0.235 m
Length of pedestal (by taking 4 nos 0.9m width) 3.600 m

Width of pedestal 0.800 m
Ht. of pedestal 0.400 m
Length of Trans. Seismic Arrester 1.000 m

Width of Trans. Seismic Arrester 0.600 m
Ht. of Trans. Seismic Arrester 0.733 m
No. of Trans. Seismic Arrester 0
Length of Long. Seismic Arrester 0.850 m

Width of Long. Seismic Arrester 0.820 m
Ht. of Long. Seismic Arrester 0.800 m
No. of Long. Seismic Arrester 0
5
Document No. :
Job No.
43+790/DN-02
1922

Structure: Rev:
Monica H Singh
Length of Foundation 17.500 m

Width of Toe 4.180 m
Thickness of Toe at end 2.250 m
Thickness of Toe at junction 2.250 m
Width of Heel 3.710 m
Thickness of Heel at end 2.250 m
Thickness of Heel at junction 2.250 m
Density of concrete 2.500 t/m3

Dry Density of soil 2.000 t/m3
Saturated Density of soil 2.000 t/m3
Density of water 1.000 t/m3
Properties of Soil : (For Dirt wall, Cap / Screen Wall)

 0 degree
 0 degree
 32 degree
 21.3 degree
Coefficient of active earth pressure (Ka) 0.256
Coefficient of passive earth pressure (Kp) 6.831
Seismic active earth pressure (as per IS:1893 Cl:8.1.1) - For Zone IV & V only
 =tan-1(ah/(1+av)) 4.3 degree

 =tan-1(ah/(1-av)) 4.8 degree
Ca (Taking +av) 0.341
Ca (Taking -av) 0.312
Ca (By taking maximum of above) 0.341
Properties of Soil : (For Inclined Stem)

 0.00 degree
 0.000 degree
 32 degree
 21.3 degree
Coefficient of active earth pressure (Ka) 0.256
Coefficient of passive earth pressure (Kp) 6.831
Seismic active earth pressure (as per IS:1893 Cl:8.1.1) - For Zone IV & V only
 =tan-1(ah/(1+av)) 4.3 degree

 =tan-1(ah/(1-av)) 4.8 degree
Ca (Taking +av) 0.341
Ca (Taking -av) 0.312
Ca (By taking maximum of above) 0.341
6
Document No. :
Job No.
43+790/DN-02
1922

Structure: Rev:
Monica H Singh
DESIGN COEFFICIENTS:
Steel grade Fe 550

Grade of concrete M35
SEISMIC COEFFICIENTS:
Zone Factor (Z) 0.16

Imporatnce Factor (I) 1.2
Average response acceleration coefficient (Sa/g) 2.5
Horizontal Seismic coefficient (Ah) 0.24
7
Document No. :
B&S ENGINEERING Job No.
BSEC/1922/MNB-
CONSULTANTS PVT. LTD. 43+790/DN-02 1922
Project:
Prepared Checked Date:SEP'
Gorakhpur Link Expressway Package -1 (KM 0+000 to
By- By- 20
KM 45+000)
Structure:
Rev:
Design of Pile foundation for Minor Bridge at Ch: Monica H Singh
R0
43+790 Km
Input Data :
Width of Toe = 4.180 m

Depth of Toe at edge = 2.250 m
Depth of Toe at junction = 2.250 m
Width of Heel = 3.710 m
Depth of Heel at edge = 2.250 m
Depth of Heel at junction = 2.250 m
Thickness of Stem = 0.800 m
Base Width = 8.690 m
Abutment Width = 0.800 m
8
Document No. :
Job No.
43+790/DN-02
1922
Project: Prepared Checked

Date:SEP' 20
Gorakhpur Link Expressway Package -1 (KM 0+000 to KM 45+000) By- By-
Structure: Rev:
Monica H Singh
SKETCH OF ABUTMENT
2.080
0.0 2.835 0.35
C/l Brg. 10.4 FRL
0.5 0.35 0.3
0.3 0.925 0.800 2.61

0.500
1.5 0.3
1 1 7.788 BRG
2.835 0.50 7.288 ACTL
0.80
0.000 0.000
2.830 0.88 0.800
2 1.938
3 5
4 0.800 4.55 HFL 10.4

0.000
8 10 11
2.0
6 0.800 2.57 FGL

7
0.00
12 13
0.3
0.8 2.25 FDN TOP

0 9 14 0
2.25 2.25
2.25 2.25 0
3.71 0.8 4.18
8.69
*All dimensions and levels are in Metre.
9
LOAD CALCULATIONS
10
Document No. :
Job No.
1922
43+790/DN-02

Structure: Rev:
Monica H Singh
DEAD LOAD & SIDL CALCULATION
Superstructure
Span of PSC Beam Superstructure = 23.2 m (Center to Center of Bearing)
Width of PSC Beam Superstructure = 17.5 m
0.240 m
0.525 m 3.60 m 3.60 m 3.60 m 3.60 m 0.525 m

1.800 m
0.825 m
0.125 m 0.511 m
Cross Sectional Area at Mid-Span
(Girders shown in the sketch are indicative only)
LOAD OF LONGITUDINAL GIRDER :
2
C/S at mid-span = 0.628 m
C/S at varying portion = 0.711 m2
2
C/S at end = 0.794 m
Length of Mid Section = 14.2 m
Length of Varying Section = 7.0 m
Length of End Section = 1.6 m
Wt of One Girder = {(0.628*14.2)+(0.711*7)+(0.794*1.6)}*2.5
= 38 t
No of Girder = 5
Total Wt. Of Girder = 190 t
LOAD OF Parmanenet Shuttering:
Thicknes of permanent shuttering = 0.075 m

Width Of Shuttering = 11.0 m
Wt of Shuttering = (0.075*11*(23.2-'0.7)*2.5)
= 46.406 t
11
Document No. :
Job No.
1922
43+790/DN-02

Structure: Rev:
Monica H Singh
LOAD OF DECK SLAB AT MID SPAN:
Thick. of deck slab at mid span = 0.240 m
Width Of Deck Slab = 17.5 m
Wt of Deck Slab at mid span = (0.24*17.5*23.2*2.5)
= 244 t
C/l of Bearing C/l of Symmetry
0.000m
0.80m 3.50m 14.20m
PLAN
LOAD OF DECK SLAB AT CANTILEVER PORTION (ABUTMENT ONE SIDE):

C/l of Bearing
Length of Cantilever = 0.90m 0.90m
Thickness of Deck Slab = 0.50m

0.50m
Width of Deck Slab = 17.5 m
Wt of Deck Slab = (0.5*17.5*0.9*2.5)
= 19.7 t
LOAD OF DECK SLAB AT CANTILEVER PORTION (ABUTMENT OTHER SIDE):

C/l of Bearing
Length of Cantilever = 0.90m 0.90m
Thickness of Deck Slab = 0.50m

0.50m
Width of Deck Slab = 17.5 m
Wt of Deck Slab = (0.5*17.5*0.9*2.5)
= 19.7 t
Total Wt. Of Deck Slab = (243.6+19.7+19.7)
= 283 t
LOAD OF INTERMEDIATE CROSS GIRDER:
No. of Int. Cross Girder = 1
Depth of Int. Cross Girder = 0.800 m
Thick. of Int. Cross Girder = 0.3 m
Length of Int. Cross Girder = 14.40 m
Wt of Int. Cross Girder = ((1*(0.8*0.3*14.40)-(0.628-(0.825*0.51125))*0.3*5))*2.5
= 7.9 t
12
Document No. :
Job No.
1922
43+790/DN-02

Structure: Rev:
Monica H Singh

LOAD OF END CROSS GIRDER:
No. of End Cross Girder = 2
Depth of End Cross Girder = 2.118 m
Thick. of End Cross Girder = 0.7 m
Length of End Cross Girder = 15.45 m
Wt of End Cross Girder = 2*(((2.118125*0.7*15.45)-(0.794-(0.825*0.825))*0.7*5))*2.5
= 112.6 t
Total Dead Load of PSC Beam = (189.6+283.0+7.9+112.6)
= 639 t CG from Bottom = 1.256
SUPERIMPOSED DEAD LOAD CALCULATION :
Span = 25.00 m Width of the Carraige-way= 16.5 m Trans. Ecc.(m)
Superimposed dead load from Crash-Barrier= (0.85*25*2) = 42.5 t 0

0
Superimposed dead load from Railing = (0.6*25*1) = 0.0 t 0
Superimposed dead load from Wearing Coat = (0.2*16.5*25) = 82.5 t 0
Superimposed dead load from Footpath = (1.5*0.3*2.5*25) = 0.0 t 0
Superimposed dead load from Filling = 0.00 t 0
Total SIDL = 125.0 t
Total Dead Load = 671 t 0
Total SIDL = 125 t 0.00
Common Factor of SIDL in ULS 1.61

Common Factor of SIDL in SLS 1.13
FOOTPATH LIVE LOAD CALCULATION :
Span = 25 m Width of the Footpath = 0.0 m Trans. Ecc.(m)

Footpath Live Load intensity = 0.4 t/m2
Footpath Live Load = (0.5*0.000001*25) = 0.0 t 0
13
Document No. :
Job No.
1922
43+790/DN-02

Structure: Rev:
Monica H Singh
CALCULATION OF LIVE LOAD REACTION FOR ABUTMENT :
Live load calculations has been done for the following cases:
1 Two lane of - 70R
2 Four Lane of class - A
3 One lane of Class 70R + Two lane of class - A
4 Single Lane SV Loading
Total DL+SIDL Reaction (Rg) = 398.2 Coefficient of Friction (m)= 0.05 (For Elastomeric Bearing)
c/l of Abutment
DL+SIDL= 398.2
0.925 m 23.20 m
0.35 m 0.3m
Depth of Superstructure = 2.040 m

Thickness of Wearing Coat = 0.050 m
Impact Factor for Class A = 1.15

Impact Factor for 70R Wheeled = 1.15
Total Span = 25.0 m
One lane of class 70-R(W)
5.12 Cg of 100 t .
0.900 m m 23.20 m 0.900 m m

Ra Rb
Ra = = 81.8 t
Rb = = 18.2 t
Total Braking Force (Fh) = = 20 t
Reaction due to braking force = 20.0*(2.04+0.05+1.2)/23.2 = 2.84 t
Reaction at the Fixed end due to live load+FPLL (Ra) = 18.19 t
(Rg+Ra) = 0.05*(398.2+18.2) = 20.82 t
Fh-(Rg+Ra) = 20-0.05*(416.39) = -0.82 t
Max of Fh/2+(Rg+Ra) = 10+0.05*(416.39) = 30.82 t
Horizontal Force at Abutment end (F) = 30.81948 t
CL of 70-R CL of c/w
3.095m 5.655m
17.50
Transverse eccentricity = 5.655 m
Transverse moment = 5.655*81.8 = 462.6 t.m
Case 1 : Two lane of class 70-R(W)

Ra = 2*81.8 = 163.6 t
Rb = 2*18.2 = 36.4 t
Total Braking Force (Fh) = = 25.0 t
(Rg+Ra) = 0.05*(398.2+36.4) = 21.73 t
Fh-(Rg+Ra) = 25-0.05*(434.58) = 3.27 t
Max of Fh/2+(Rg+Ra) = 12.5+0.05*(434.58) = 34.23 t
CLA (2L) CL of c/w
6.12 2.63
17.5 m
Transverse moment = 2.63*163.6 14 = 430.3 t.m
Document No. :
Job No.
1922
43+790/DN-02

Structure: Rev:
Monica H Singh
One lane of class-A
5.71 Cg of 50 t
0.9 m 23.20 m 0.9 m

Ra Rb
Ra = = 39.6 t
Rb = = 10.4 t
Fh-(Rg+Ra) = 10-0.05*(408.57) = -10.43 t
Max of Fh/2+(Rg+Ra) = 5+0.05*(408.57) = 25.43 t

CL class A(1L) CL of c/w

1.80 6.95
17.50 m
Case 2 : Four lane Class-A
Ra = 4*39.6 = 158.5 t
Rb = 4*10.4 = 41.5 t
Fh-(Rg+Ra) = 15-0.05*(439.68) = -6.98 t
Max of Fh/2+(Rg+Ra) = 7.5+0.05*(439.68) = 29.48 t

CLA (2L) CL of c/w

7.05 1.7
17.5 m
15
Document No. :
Job No.
1922
43+790/DN-02

Structure: Rev:
Monica H Singh

Case 3 : CLA (2L)+70R(1L)
Ra = 79.26 + 81.8 = 161.1 t

Rb = 20.74 + 18.2 = 38.9 t
Fh-(Rg+Ra) = 25-0.05*(437.13) = 3.14 t
Max of Fh/2+(Rg+Ra) = 12.5+0.05*(437.13) = 34.36 t
CL class A(1L) +70R (1L) Combined CG CL of c/w

5.03 3.72
17.5 m
Transverse eccentricity = 2.59 m 1.68
Case 4 : Single Lane SV Loading
12.00 Cg of 306 t
0.900 m m 23.20 m 0.9 m

Ra Rb
Ra = = 159.6 t
Rb = = 146.4 t
Reaction due to braking force = 0.0*(2.04+0.05+1.2)/23.2 = 0 t
Fh-(Rg+Ra) = 0-0.05*(544.61) = -27.23 t
Max of Fh/2+(Rg+Ra) = 0+0.05*(544.61) = 27.23 t
CL of SV CL of c/w
0.300m
17.50
Transverse Moment
Load case Max. vertical reaction (t) Long. force (t) Trans Force
(t.m)
One lane of class 70-R(W) 82 30.8 462.6 0.0
Two lane of class 70-R(W) 164 34.2 430.3 0.0
Four lane Class-A 159 29.5 269.5 0.0
CLA (2L)+70R(1L) 161 34.4 417.7 0.0
Single Lane SV Loading 160 27.2 47.9 0.0
16
Document No. :
B&S ENGINEERING CONSULTANTS Job No.
BSEC/1922/MNB-
PVT. LTD. 43+790/DN-02 1922
Project:
Prepared Checked Date:SEP'
Gorakhpur Link Expressway Package -1 (KM 0+000 to KM
By- By- 20
45+000)
Structure:
Rev:
Design of Pile foundation for Minor Bridge at Ch: 43+790 Monica H Singh
R0
Km
SUPPORT REACTIONS OF SPAN 1
DL REACTIONS
Total Load = 335.7 t

Total Long. Moment = 0.0 t-m
Total Trans Moment = 0.00 t-m
Long. Eccentricity = -0.235 m
Trans. Eccentricity = 0.000 m
SIDL REACTIONS
Total Load = 62.5 t

FPLL REACTIONS
Total Load = 0.00 t
CWLL REACTIONS
CWLL REACTIONS (SV LOADING)

17
Document No. :
Job No.
43+790/DN-02 1922

Structure: Rev:
Monica H Singh
EARTH PRESSURE CALCULATION

Width of Dirt Wall = 17.500 m Factor For Dynamic Earth Pressure 0
Width of Abutment Cap = 17.500 m
Width of Abutment = 17.500 m
Soil Data for Backfill behind Abutment (for Dirt Wall, Abutment Cap Portion):

Cohesion , C = 0.0 t./m2 H
Angle of earth face of wall with vertical ,  = 0.0 o 0 rad
Slope of earth fill,  = 0.0 o 0 rad

Angle of Internal Friction,  = 32.0 o 0.559 rad
Angle of Wall Friction,  = 21.3 o 0.372 rad
3
Unit Weight of dry soil = 2.0 t/m
3
Unit Weight of saturated soil = 2.0 t/m
3
Unit weight of submerged soil = 1.0 t/m
Coefficient of active earth pressure (Ka) Kah = 0.256

Coefficient of passive earth pressure (Kp) Kph = 6.831
Zone Factor,Z = 0.16

Horizontal Seismic Coefficient, Ah = 0.08
Vertical Seismic Coefficient, Av = 0.05
 (for dry) (Taking +av) = 0.076 rad

 (for dry) (Taking -av) = 0.084 rad
s (for submerged) (Taking +av) = 0.151 rad

s (for submerged) (Taking -av) = 0.167 rad
Coefficient of Dynamic Active Earth Pressure, Ca (Taking +av) = 0.317

Coefficient of Dynamic Active Earth Pressure, Ca (Taking -av) = 0.291
Coefficient of Dynamic Active Earth Pressure, Ca' (Taking +av) Submerged = 0.397 Ca-Ka = 0.061
Coefficient of Dynamic Active Earth Pressure, Ca' (Taking -av) Submerged = 0.370 Kp-Cp = 0.849
Ca'-Ka' = 0.118
Coefficient of Active Earth Pressure, Ka' (Taking +av) Submerged = 0.279 Kp'-Cp' = 3.025
Coefficient of Active Earth Pressure, Ka' (Taking -av) Submerged = 0.256
Coefficient of Dynamic Passive Earth Pressure, Cp (Taking +av) = 6.711

Coefficient of Dynamic Passive Earth Pressure, Cp (Taking -av) = 5.982
Coefficient of Dynamic Passive Earth Pressure, Cp' (Taking +av) Submerged = 4.299
Coefficient of Dynamic Passive Earth Pressure, Cp' (Taking -av) Submerged = 3.806
Coefficient of Passive Earth Pressure, Kp' (Taking +av) Submerged = 6.831

Coefficient of Passive Earth Pressure, Kp' (Taking -av) Submerged = 6.831
Factor of safety in pass. press. for Normal Case = 2.0 (IRC:78-2014)

Factor of safety in pass. Press. for Seismic/Wind/Accidental Case = 1.6 (IRC:78-2014)
18
Document No. :
Job No.
43+790/DN-02 1922

Structure: Rev:
Monica H Singh
Soil Data for Backfill behind Abutment (Abutment Stem Portion) :
Cohesion , C = 0.0 t./m2

Angle of earth face of wall with vertical ,  = 0.00 o 0.0000 rad
Angle of Internal Friction,  = 32 o 0.559 rad
Angle of Wall Friction,  = 21 o 0.372 rad
3
Unit Weight of dry soil = 2.0 t./m
3
Unit Weight of saturated soil = 2.0 t./m
3
Unit weight of submerged soil = 1.0 t./m


 (for dry) (Taking +av) = 0.076

 (for dry) (Taking -av) = 0.084
s (for submerged) (Taking +av) = 0.151

s (for submerged) (Taking -av) = 0.167

Ca'-Ka' = 0.141

Coefficient of Dynamic Passive Earth Pressure, Cp' (Taking +av) Submerged = 4.299
Coefficient of Dynamic Passive Earth Pressure, Cp' (Taking -av) Submerged = 3.806
Coefficient of Passive Earth Pressure, Kp' (Taking +av) Submerged = 6.831

Coefficient of Passive Earth Pressure, Kp' (Taking -av) Submerged = 6.831
Factor of safety in pass. press. for Normal Case = 2.0

Factor of safety in pass. Press. for Seismic/Wind/Accidental Case = 1.6
19
Document No. :
Job No.
43+790/DN-02 1922

Structure: Rev:
Monica H Singh
Soil Data for Pile Foundation:
Cohesion , C = 0.0 t./m2

Angle of earth face of wall with vertical ,  = 0.0 o 0 rad
Angle of Internal Friction,  = 32.0 o 0.559 rad
Angle of Wall Friction,  = 21.3 o 0.372 rad
3
Unit Weight of dry soil = 2.0 t./m
3
Unit Weight of saturated soil = 2.0 t./m
3
Unit weight of submerged soil = 1.0 t./m


 (for dry) (Taking +av) = 0.076

 (for dry) (Taking -av) = 0.084
s (for submerged) (Taking +av) = 0.151

s (for submerged) (Taking -av) = 0.167

Ca'-Ka' = 0.141

Coefficient of Dynamic Active Earth Pressure, Cp' (Taking +av) Submerged = 4.299
Coefficient of Dynamic Active Earth Pressure, Cp' (Taking -av) Submerged = 3.806
Coefficient of Active Earth Pressure, Kp' (Taking +av) Submerged = 6.831

Coefficient of Active Earth Pressure, Kp' (Taking -av) Submerged = 6.831
Factor of safety in pass. press. for Normal Case = 2.0

Factor of safety in pass. Press. for Seismic/Wind/Accidental Case = 1.6
20
Document No. :
Job No.
43+790/DN-02 1922

Structure: Rev:
Monica H Singh
Calculation of Active Earth Pressure & Passive Resistance for Normal Case - HFL Case
FRL 10.40 m.
p1 s1
Abutment cap Top level 7.288 m.
p2 s2
Abutment cap Bottom level 6.49 m.
p3 s3
HFL 4.55 m.
p4 s4
Foundation Top Level 2.25 m.
p5 s5
Foundation Bottom level 0.00 m.

p6 s6
Scour Level 2.30 m.

p7 s7
f3
f1
Bottom of Foundation 0.0 m.
f4 p8 s8
f2
Foundation 0.0 m.
Level
Passive Pressure Diagram Active Pressure Diagram
Net Earth Pressure due to earth = 2*C*(Kp0.5+Ka0.5) +Z**(Kp-Ka)
Calculation of Forces & Moments due to Live Load Surcharge :
L.A from L.A from Top

L.A from
Items H (m)  (t/m3) H(t/m2) Ka KaH(t/m2) Width (m) Factor Force (t) Bottom of of
Scour Level
Foundation Foundation
Force due to L.L.S, s1 3.11 2.00 2.40 0.256 0.615 17.5 1.0 33.5 8.8 6.5 6.6
Force due to L.L.S, s2 0.80 2.00 2.40 0.256 0.615 17.5 1.0 8.6 6.9 4.6 4.6
Force due to L.L.S, s3 1.94 2.00 2.40 0.256 0.615 17.5 1.0 20.9 5.5 3.2 3.3
Force due to L.L.S, s4 2.30 2.00 2.40 0.256 0.615 17.5 1.0 24.7 3.4 1.1 1.2
Force due to L.L.S, s5 2.25 2.00 2.40 0.256 0.615 17.5 1.0 0.0 1.1 0.0 0.0
Total Force at Bottom of Foundation = 87.69 t Total Force at Top Level of Foundation = 87.7 t
Total Moment at Bottom of Foundation = 554.64 t-m Total Moment at Top Level of Foundation = 357.3 t-m
Combined CG from base of Foundation = 6.33 m Combined CG from base of Foundation = 4.08 m
21
Document No. :
Job No.
43+790/DN-02 1922

Structure: Rev:
Monica H Singh
Calculation of Forces & Moments due to Active Earth Pressure :
L.A from L.A from L.A from L.A from Top

Bottom of Bottom of Top of of
3 2 2 Constant Varrying L.A from
Items H (m)  (t/m ) Ka KaH(t/m ) KaH(t/m ) Width (m) Factor Foundation Foundation Foundation Foundation
Force (t) Force (t) Scour Level
for constant for varying for constant for varying
part part part part
Force due to A.E.P, p1 3.11 2.00 0.256 0.00 1.59 17.5 1.0 0.00 43.42 0.000 8.595 6.3 0.0 6.3
Force due to A.E.P, p2 0.80 2.00 0.256 1.59 2.00 17.5 1.0 22.32 2.87 6.888 6.824 4.5 4.6 4.6
Force due to A.E.P, p3 1.94 2.00 0.256 2.00 3.00 17.5 1.0 67.98 16.84 5.519 5.364 3.1 3.3 3.1
Force due to A.E.P, p4 2.30 2.00 0.256 3.00 4.18 17.5 1.0 120.64 23.72 3.400 3.216 0.9 1.2 1.0
Force due to A.E.P, p5 2.25 2.00 0.256 4.18 5.33 17.5 1.0 164.42 22.70 1.1 0.9 0.0 0.0 0.0
Total Force at Bottom of Foundation = 485 t Total Force at Top Level of Foundation = 298 t
Total Moment at Bottom of Foundation = 1705 t-m Total Moment at Top Level of Foundation = 828 t-m
Calculation of Active Earth Pressure & Passive Resistance for Normal Case - LWL Case
FRL 10.40 m.
p1 s1
Abutcment cap Top level 7.288 m.
p2 s2
Abutcment cap Bottom level 6.49 m.
p3 s3
HFL 4.55 m.
p4 s4
Foundation Top Level 2.25 m.
p5 s5
Foundation Bottom Level 0.00 m.

p6 s6
f4
f1
Scour Level 2.30 m.
p7 s7
f5
f2
f6 p8 s8
f3
Foundation 0.0 m.
Level
22
Document No. :
Job No.
43+790/DN-02 1922

Structure: Rev:
Monica H Singh
L.A from L.A from Top

L.A from
Items H (m)  (t/m3) H(t/m2) Ka KaH(t/m2) Width (m) Factor Force (t) Bottom of of
Scour Level
Foundation Foundation
Force due to L.L.S, s1 3.1 2.00 2.40 0.256 0.615 17.5 1.0 33.5 8.8 6.5 6.6
Force due to L.L.S, s2 0.8 2.00 2.40 0.256 0.615 17.5 1.0 8.6 6.9 4.6 4.6
Force due to L.L.S, s3 1.9 2.00 2.40 0.256 0.615 17.5 1.0 20.9 5.5 3.2 3.3
Force due to L.L.S, s4 2.3 2.00 2.40 0.256 0.615 17.5 1.0 24.7 3.4 1.1 1.2
Force due to L.L.S, s5 2.3 2.00 2.40 0.256 0.615 17.5 1.0 0.0 1.1 0.0 0.0
Total Force at Bottom of Foundation = 87.69 t Total Force at Top Level of Foundation = 87.69 t
Total Moment at Bottom of Foundation = 554.64 t-m Total Moment at Top Level of Foundation = 357.34 t-m
Combined CG from base of Foundation = 6.33 m Combined CG from top of Foundation = 4.08 m
Total Force at LWL = 88 t Total Force at Bottom Level of Foundation = 88 t

Total Moment at LWL = 555 t-m Total Moment at Bottom Level of foundation = 555 t-m
Calculation of Forces & Moments due to Active Earth Pressure :
L.A from L.A from L.A from L.A from Top

Bottom of Bottom of Top of of
Constant Varrying L.A from
Items H (m)  (t/m3) Ka KaH(t/m2) KaH(t/m2) Width (m) Factor Foundation Foundation Foundation Foundation
Force (t) Force (t) Scour Level
for constant for varying for constant for varying
part part part part
Force due to A.E.P, p1 3.1 2.00 0.256 0.00 1.59 17.5 1.0 0.00 43.42 0.000 8.595 6.3 0.0 6.3
Force due to A.E.P, p2 0.8 2.00 0.256 1.59 2.00 17.5 1.0 22.32 2.87 6.888 6.824 4.5 4.6 4.6
Force due to A.E.P, p3 1.9 2.00 0.256 2.00 3.00 17.5 1.0 67.98 16.84 5.519 5.364 3.1 3.3 3.1
Force due to A.E.P, p4 2.3 2.00 0.256 3.00 4.18 17.5 1.0 120.64 23.72 3.400 3.216 0.9 1.2 1.0
Force due to A.E.P, p5 2.3 2.00 0.256 4.18 5.33 17.5 1.0 164.42 22.70 1.1 0.9 0.0 0.0 0.0
Total Force at Bottom of Foundation = 485 t 627 Total Force at Top Level of Foundation = 298 t 484
Total Moment at Bottom of Foundation = 1705 t-m 3002 Total Moment at Top Level of Foundation = 828 t-m 2034
Total Force at LWL = 485 t Total Force at Bottom Level of Foundation = 485 t 484
Total Moment at LWL = 1705 t-m Total Moment at Bottom Level of foundation = 1705 t-m 3002
23
Document No. :
Job No.
43+790/DN-02 1922

Structure: Rev:
Monica H Singh
Calculation of Active Earth Pressure & Passive Resistance for Seismic Case - HFL Case
FRL 10.40 m. 0.122 0.184

p1 s1
Abutment cap Top level 7.288 m. 0.076 0.114
p2 s2
Abutment cap Bottom level 6.49 m. 0.064 0.096
p3 s3
HFL 4.55 m. 0.035 0.067 0.052 0.100
p4 s4
Foundation Top Level 2.25 m. 0.00 0.00
p5 s5
Distribution Factor Distribution Factor
Foundation Bottom level 0.00 m. (Live Load Surcharge) (Active Earth Pressure)
p6 s6
Scour Level 2.30 m.

p7 s7
f3
f1
f4 p8 s8
f2
Foundation 0.00 m.
Level
L.A from L.A from Top Av. of L.A from L.A from
Static L.A from (Ca-Ka)H Dynamic L.A from
Items H (m) Width (m) Factor  (t/m3) H(t/m2) Ka/Ka' KaH(t/m2) Bottom of of (Ca-Ka) Bottom of top of
Force (t) Scour Level (t/m2) Force (t) Scour Level
Foundation Foundation /(Ca'-Ka/) Foundation Foundation
Force due to L.L.S, s1 3.1 17.5 1.0 2.00 2.40 0.256 0.615 33.5 8.8 6.5 6.6 0.099 0.238 0.0 9.3 7.0 7.1
Force due to L.L.S, s2 0.8 17.5 1.0 2.00 2.40 0.256 0.615 8.6 6.9 4.6 4.6 0.070 0.167 0.0 7.0 4.7 4.8
Force due to L.L.S, s3 1.9 17.5 1.0 2.00 2.40 0.256 0.615 20.9 5.5 3.2 3.3 0.049 0.118 0.0 5.8 3.5 3.6
Force due to L.L.S, s4 2.3 17.5 1.0 2.00 2.40 0.256 0.615 24.7 3.4 1.1 1.2 0.033 0.080 0.0 3.8 1.5 1.5
Force due to L.L.S, s5 2.3 17.5 1.0 2.00 2.40 0.256 0.615 0.0 1.1 0.0 0.0 0.000 0.000 0.0 1.5 0.0 0.0
Total Force at Bottom of Foundation = 87.7 t 0 t Total Force at top of Foundation = 88 t 0 t

Total Moment at Bottom of Foundation = 554.6 t-m 0 t-m Total Moment at Top of Foundation = 357 t-m 0 t-m
Combined CG from base of Foundation = 6.3 m 0.0 m Combined CG from top of Foundation = 4.1 m 0.0 m
24
Document No. :
Job No.
43+790/DN-02 1922

Structure: Rev:
Monica H Singh
Calculation of Forces & Moments due to Active Earth Pressure (Static Force):
L.A from L.A from L.A from L.A from Top L.A from
L.A from
Bottom of Bottom of Scour of Top of
3 2 2Constant Varrying Scour Level
Items H (m) Width (m) Factor  (t/m ) Ka/Ka' KaH(t/m ) KaH(t/m ) Foundation Foundation Level for Foundation Foundation
Force (t) Force (t) for varying
for constant for varying constant for constant for varying
part
part part part part part
Force due to A.E.P, p1 3.1 17.5 1.0 2.00 0.256 0.00 1.59 0.00 43.42 0.000 8.595 0.0 6.3 0.0 6.3
Force due to A.E.P, p2 0.8 17.5 1.0 2.00 0.256 1.59 2.00 22.32 2.87 6.888 6.824 4.6 4.5 4.6 4.6
Force due to A.E.P, p3 1.9 17.5 1.0 2.00 0.256 2.00 3.00 67.98 16.84 5.519 5.364 3.2 3.1 3.3 3.1
Force due to A.E.P, p4 2.3 17.5 1.0 2.00 0.256 3.00 4.18 120.64 23.72 3.400 3.216 1.1 0.9 1.2 1.0
Force due to A.E.P, p5 2.3 17.5 1.0 2.00 0.256 4.18 5.33 164.42 22.70 1.1 0.9 0.0 0.0 0.0 0.0
Calculation of Forces & Moments due to Active Earth Pressure (Dynamic Increment):
(Ca- L.A from L.A from

(Ca-Ka) (Ca-Ka) (Ca-Ka)H Dynamic L.A from
Items H (m) Width (m) Factor  (t/m3) Ka)H Bottom of top of
/(Ca'-Ka/) /(Ca'-Ka/) (t/m2) Force (t) Scour Level
(t/m2) Foundation foundation
Force due to A.E.P, p1 3.1 17.5 1.0 2.00 0.184 0.114 0.00 0.71 0.0 8.8 6.5 6.6
Force due to A.E.P, p2 0.80 17.5 1.0 2.00 0.114 0.096 0.71 0.75 0.0 7.1 4.8 4.8
Force due to A.E.P, p3 1.94 17.5 1.0 2.00 0.096 0.052 0.75 0.61 0.0 6.1 3.8 3.8
Force due to A.E.P, p4 2.3 17.5 1.0 2.00 0.100 0.000 1.17 0.00 0.0 4.5 2.2 2.3
Force due to A.E.P, p5 2.3 17.5 1.0 2.00 0.000 0.000 0.00 0.00 0 1.6 0.0 0.0
Total Force at Bottom of Foundation = 485 t 0 t Total Force at top of foundation = 298 t 0 t
Total Moment at Bottom of Foundation = 1705 t-m 0 t-m Total Moment at top of foundation = 828 t-m 0 t-m
25
Document No. :
Job No.
43+790/DN-02 1922

Structure: Rev:
Monica H Singh
Calculation of Active Earth Pressure & Passive Resistance for Seismic Case - LWL Case
FRL 10.40 m. 0.122 0.184

p1 s1
Abutcment cap Top level 7.288 m. 0.076 0.114
p2 s2
Abutcment cap Bottom level 6.49 m. 0.064 0.096
p3 s3
HFL 4.55 m. 0.035 0.035 0.052 0.052
p4 s4
Foundation Top Level 2.25 m. 0.00 0.00
p5 s5
Distribution Factor Distribution Factor
Foundation Bottom Level 0.00 m. (Live Load Surcharge) (Active Earth Pressure)
p6 s6
f1 f4
Scour Level 2.30 m.
p7 s7
f5
f2
p8 s8
f3 f6
Foundation 0.0 m.
Level
26
Document No. :
Job No.
43+790/DN-02 1922

Structure: Rev:
Monica H Singh
L.A from L.A from Av. of L.A from L.A from

Static L.A from (Ca-Ka)H Dynamic L.A from
Items H (m) Width (m) Factor  (t/m3) H(t/m2) Ka/Ka' KaH(t/m2) Bottom of Foundation (Ca-Ka) Bottom of top of
Force (t) Scour Level (t/m2) Force (t) Scour Level
Foundation Top /(Ca'-Ka/) Foundation Foundation
Force due to L.L.S, s1 3.1 17.5 1.0 2.00 2.40 0.256 0.615 33.5 8.8 6.5 6.6 0.099 0.238 0.0 9.3 7.0 7.1
Force due to L.L.S, s2 0.8 17.5 1.0 2.00 2.40 0.256 0.615 8.6 6.9 4.6 4.6 0.070 0.167 0.0 7.0 4.7 4.8
Force due to L.L.S, s3 1.9 17.5 1.0 2.00 2.40 0.256 0.615 20.9 5.5 3.2 3.3 0.049 0.118 0.0 5.8 3.5 3.6
Force due to L.L.S, s4 2.3 17.5 1.0 2.00 2.40 0.256 0.615 24.7 3.4 1.1 1.2 0.017 0.041 0.0 3.8 1.5 1.5
Force due to L.L.S, s5 2.3 17.5 1.0 2.00 2.40 0.256 0.615 0.0 1.1 0.0 0.0 0.000 0.000 0.0 1.5 0.0 0.0
Total Force at Bottom of Foundation = 88 t 0.0 t Total Force at foundation top = 88 t 0.0 t
Total Moment at Bottom of Foundation = 555 t-m 0 t-m Total Moment at foundation top = 357 t-m 0 t-m
Total Force at LWL = 88 t 0 t Total Force at foundation bottom = 88 t 0 t

Total Moment at LWL = 555 t-m 0 t-m Total Moment at foundation bottom = 555 t-m 0 t-m
Calculation of Forces & Moments due to Active Earth Pressure (Static Force):
L.A from L.A from L.A from L.A from Top L.A from
L.A from
Bottom of Bottom of Scour of Top of
Constant Varrying Scour Level
Items H (m) Width (m) Factor  (t/m3) Ka/Ka' KaH(t/m2) KaH(t/m2) Foundation Foundation Level for Foundation Foundation
Force (t) Force (t) for varying
for constant for varying constant for constant for varying
part
part part part part part
Force due to A.E.P, p1 3.1 17.5 1.0 2.00 0.256 0.00 1.59 0.00 43.42 0.000 8.595 0.0 6.3 0.0 6.3
Force due to A.E.P, p2 0.8 17.5 1.0 2.00 0.256 1.59 2.00 22.32 2.87 6.888 6.824 4.6 4.5 4.6 4.6
Force due to A.E.P, p3 1.9 17.5 1.0 2.00 0.256 2.00 3.00 67.98 16.84 5.519 5.364 3.2 3.1 3.3 3.1
Force due to A.E.P, p4 2.3 17.5 1.0 2.00 0.256 3.00 4.18 120.64 23.72 3.400 3.216 1.1 0.9 1.2 1.0
Force due to A.E.P, p5 2.3 17.5 1.0 2.00 0.256 4.18 5.33 164.42 22.70 1.1 0.9 0.0 0.0 0.0 0.0
Calculation of Forces & Moments due to Active Earth Pressure (Dynamic Increment):
L.A from
(Ca- L.A from
(Ca-Ka) (Ca-Ka) (Ca-Ka)H Dynamic L.A from Well Cap
Items H (m) Width (m) Factor  (t/m3) Ka)H Bottom of
/(Ca'-Ka/) /(Ca'-Ka/) (t/m2) Force (t) Scour Level Top Level
(t/m2) Foundation
Level
Force due to A.E.P, p1 3.11 17.5 1.0 2.00 0.184 0.114 0.00 0.71 0.0 8.8 6.5 6.6
Force due to A.E.P, p2 0.80 17.5 1.0 2.00 0.114 0.096 0.71 0.75 0.0 7.1 4.8 4.8
Force due to A.E.P, p3 1.94 17.5 1.0 2.00 0.096 0.052 0.75 0.61 0.0 6.1 3.8 3.8
Force due to A.E.P, p4 2.30 17.5 1.0 2.00 0.052 0.000 0.61 0.00 0.0 4.5 2.2 2.3
Force due to A.E.P, p5 2.25 17.5 1.0 2.00 0.000 0.000 0.00 0.00 0 1.6 0.0 0.0
Total Force at Bottom of Foundation = 485 t 0 t Total Force at top of foundation = 298 t 0 t
Total Moment at Bottom of Foundation = 1705 t-m 0 t-m Total Moment at top of foundation = 828 t-m 0 t-m
Total Force at LWL = 485 t 0 t Total Force at Well Cap Bottom Level = 485 t 0 t
Total Moment at LWL = 1705 t-m 0 t-m Total Moment at Well Cap Bottom Level = 1705 t-m 0 t-m
27
Document No. :
Job No.
43+790/DN-02 1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
SUBSTRUCTURE LOAD CALCULATION FOR ABUTMENT
Summary of Vertical Loads and Moments :
Cg from Moment
Moment
Load Cg from c/l of abt. c/l
Item Details of Force Load (t) abt. Toe
Factor Toe (m) stem of stem
(t-m)
(m) (t-m)
Approach Slab 2.835*0.35*17.5*2.5 1.0 = 43.41 7.27 315.7 -2.69 -116.9

Dirt Wall (1) 2.61*0.35*17.5*2.5 1.0 = 47.62 5.68 270.5 -1.10 -52.4
Dirt Wall (2) 0.3*0.3*17.5*2.5 1.0 = 3.94 6.01 23.6 -1.43 -5.6
Dirt Wall (3) 0.5*0.3*0.3*17.5*2.5 1.0 = 1.97 5.96 11.7 -1.375 -2.7
Pedestal 3.6*0.8*0.4*2.5 1.0 = 2.88 4.58 13.2 0.00 0.0
Long. Seismic Arrester 0*0.85*0.82*0.8*2.5 1.0 = 0.00 4.58 0.0 0.00 0.0
Trans. Seismic Arrester 0*1*0.6*0.7325*2.5 1.0 = 0.00 4.58 0.0 0.00 0.0
Abutment Cap 2.08*0.8*17.5*2.5 1.0 = 72.80 4.82 350.9 -0.240 -17.5
Abutment Stem (1) 0.8*4.238*17.5*2.5 1.0 = 148.33 4.58 679.4 0.00 0.0
Abutment Stem (2) 0.5*0*4.238*17.5*2.5 1.0 = 0.00 4.98 0.0 -0.400 0.0
Abutment Stem (3) 0.5*0*4.238*17.5*2.5*0 1.0 = 0.00 4.98 0.0 -0.400 0.0
Foundation (Toe Side) 0.5*4.500*4.180*17.5*2.5 1.0 = 411.47 2.09 860.0 0.0
Foundation (below Stem) 0.5*4.500*0.800*17.5*2.5 1.0 = 78.75 4.58 360.7 0.0
Foundation (Heel Side) 0.5*4.500*3.710*17.5*2.5 1.0 = 365.20 6.84 2496.2 0.0
Earth Weight (1) 2.835*3.9*16.7*2 1.0 = 370.25 7.27 2692.6 0.0
Earth Weight (2) 2.83*1.9*16.7*2 1.0 = 183.18 7.28 1332.7 0.0
Earth Weight (3) 0.88*1.9*16.7*2 1.0 = 56.96 5.42 308.7 0.0
Earth Weight (4) 0.000*1.9*16.7*2 1.0 = 0.00 4.98 0.0 -0.40 0.0
Earth Weight (5) 0.5*0.000*1.9*16.7*2 1.0 = 0.00 4.98 0.0 -0.40 0.0
Earth Weight (6) 2.83*2.3*16.7*2 1.0 = 217.40 7.28 1581.6 0.0
Earth Weight (7) 0.88*2.3*16.7*2 1.0 = 67.60 5.42 366.4 0.0
Earth Weight (8) 0.5*0.000*2.3*16.7*2 1.0 = 0.00 4.98 0.0 -0.40 0.0
Earth Weight (9) 0.5*0.000*3.7*16.7*2 1.0 = 0.00 9.93 0.0 0.0
Water Weight (10) 0.5*0.000*2.0*17.5*1*0 1.0 = 0.00 4.18 0.0 0.0
Water Weight (11) 4.180*2.0*17.5*1*0 1.0 = 144.98 2.09 303.0 0.0
Earth Weight (12) 0.5*0.000*0.32*17.5*2 1.0 = 0.00 4.18 0.0 0.0
Earth Weight (13) 4.180*0.3*17.5*2 1.0 = 23.26 2.09 48.6 0.0
Earth Weight (14) 0.5*0.000*4.18*17.5*2 1.0 = 0.00 1.39 0.0 0.0
Return Wall 1*(2.835*3.9+2.83*4.2)*0.4*2.5 1.0 = 0.00 7.27 0.0 0.0
Return Wall 1*0.88*4.2*0.4*2.5 1.0 = 0.00 4.98 0.0 0.0
Cantilever Bracket 1*0.5*0.0*0*2.5 1.0 = 0.00 8.69 0.0 0.0
Buoyancy -8.690*4.6*17.5*1 1.0 = -691.9 4.345 -3006.5 -32.20 0.00 0.0
DL 335.67 1.0 = 335.7 4.580 1537.4 0.00 0.0
SIDL 62.5 1.0 = 62.5 4.580 286.3 0.00 0.0
Footpath Live Load 0.00 1.0 = 0.0 4.580 0.0 0.00 0.0
C.way Live Load 163.6 1.0 = 163.6 4.580 749.4 0.00 0.0
Secondary effects 0 1.0 = 0.0 4.580 0.0 0.00 0.0
Support Settlement 0 1.0 = 0.0 4.580 0.0 0.00 0.0
Vertical Wind 18.11 1.0 = 18.1 4.580 82.9 0.00 0.0
Total in HFL Case (at base of Foundation) 2,109.9 11,582.0
Total in HFL Case (at base of Stem) 877.9 -195.1
Normal
Total in LWL Case (at base of Foundation) 2,656.8 14,285.4

Case
Total in LWL Case (at base of Stem) 882.7 -195.1
20% Live load has been considered in seismic Case

Total in HFL Case (at base of Foundation) 1978.9 10982
Total in HFL Case (at base of Stem) 765.1 -195.1
Seismic
Total in LWL Case (at base of Foundation) 2525.9 13686

Case
Total in LWL Case (at base of Stem) 769.9 -195.1
28
Document No. :
Job No.
43+790/DN-02 1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
Summary of Seismic Forces and Moments :

Horizontal Seismic
Cg from
Load Cg from Moment
Sl. No. Item Details of Force Stem Moment
Factor Toe abt. Base
Base
1 Approach Slab 0.24*43.4 1.0 = 10.42 10.22 106.5 10.42 7.97 83.1
2 Dirt Wall (1) 0.24*47.6 1.0 = 11.43 9.09 103.9 11.43 6.84 78.2
3 Dirt Wall (2) 0.24*3.9 1.0 = 0.95 9.90 9.4 0.95 7.65 7.2
4 Dirt Wall (3) 0.24*2.0 1.0 = 0.47 9.65 4.6 0.47 7.40 3.5
5 Pedestal 0.24*2.9 1.0 = 0.69 7.54 5.2 0.69 5.29 3.7
6 Long. Seismic Arrester 0.24*0.0 1.0 = 0.00 7.69 0.0 0.00 5.44 0.0
7 Trans. Seismic Arrester 0.24*0.0 1.0 = 0.00 7.65 0.0 0.00 5.40 0.0
8 Abutment Cap 0.24*72.8 1.0 = 17.47 7.79 136.1 17.47 5.54 96.8
9 Abutment Stem (1) 0.24*137.2+0.23*11.1 1.0 = 35.49 4.53 160.7 35.49 2.28 80.8
10 Abutment Stem (2) 0.24*0.0+0.23*0.0 1.0 = 0.00 3.87 0.0 0.00 1.62 0.0
11 Abutment Stem (3) 0.24*0.0 1.0 = 0.00 3.87 0.0 0.00 1.62 0.0
12 Return Wall 0.24*0.0+0.23*0.0 1.0 = 0.00 6.483 0.0 4.23 0.0
13 Return Wall 0.24*0.0+0.23*0.0 1.0 = 0.00 6.483 0.0 4.23 0.0
14 Cantilever Bracket 0.24*0.0 1.0 = 0.00 10.15 0.0 7.90 0.0
15 Earth Weight (1) 0.24*370.2 1.0 = 88.86 8.44 750.2 88.86 6.19 550.3
16 Earth Weight (2) 0.24*183.2 1.0 = 43.96 5.52 242.6 43.96 3.27 143.7
17 Earth Weight (3) 0.24*57.0 1.0 = 13.67 5.52 75.4 13.67 3.27 44.7
18 Earth Weight (4) 0.24*0.0 1.0 = 0.00 5.52 0.0 0.00 3.27 0.0
19 Earth Weight (5) 0.24*0.0 1.0 = 0.00 5.84 0.0 0.00 3.59 0.0
20 Earth Weight (6) 0.24*187.3+0.23*30.1 1.0 = 51.88 3.40 176.4 51.88 1.15 59.7
21 Earth Weight (7) 0.24*58.3+0.23*9.3 1.0 = 16.13 3.40 54.8 16.13 1.15 18.6
22 Earth Weight (8) 0.24*0.0+0.23*0.0 1.0 = 0.00 3.78 0.0 0.00 1.53 0.0
23 Earth Weight (9) 0.23*0.0 1.0 = 0.00 2.25 0.0 0.00 0.0
HFL Case
24 Foundation (Toe Side) 0.23*411.5 1.00 = 94.64 1.13 106.5
25 Foundation (below Stem) 0.23*78.8 1.00 = 18.11 1.13 20.4
26 Foundation (Heel Side) 0.23*365.2 1.00 = 84.00 1.13 94.5
LWL Case
28 Foundation (Toe Side) 0.23*411.5 0.00 = 0.00 1.13 0.0
29 Foundation (below Stem) 0.23*78.8 0.00 = 0.00 1.13 0.0
30 Foundation (Heel Side) 0.23*365.2 0.00 = 0.00 1.13 0.0
Total in HFL Case 488.2 2,047.2 291.42 1,170.2
Total in LWL Case 291.4 1825.9 291.42 1,170.2
Cg of Seismic Forces from Founding Level in HFL Case 4.193 m

Cg of Seismic Forces from Stem Bottom in HFL Case 4.016 m
Cg of Seismic Forces from Founding Level in LWL Case 6.266 m

Cg of Seismic Forces from Stem Bottom in LWL Case 4.016 m
COMPUTATION OF COMBINED C.G. OF FORCES FROM PILECAP BOT LEVEL FOR SEISMIC ANALYSIS:
Combined CG of horizontal forces due to substructure from base = 6.8
Combined CG of horizontal forces due to backfill from base = 6.1
Combined CG of horizontal forces due to foundation from base = 1.13 (HFL Case)
Combined CG of horizontal forces due to foundation from base = 1.13 (LWL Case)
RL at which DL seismic force along trans. direction acts (Span1) = 9.420 m

RL at which SIDL seismic force along trans. direction acts = 10.900 m
RL at which Trans. Force due to Live Load = 11.900 m
RL at which Trans. Force due Centrifugal Force = 11.600 m
29
Document No. :
Job No.
43+790/DN-02 1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
Vertical Seismic
Cg from
Load Cg from Moment
Sl. No. Item Details of Force Stem Moment
Factor Toe abt. Base
Base
1 Approach Slab 2/3*10.4 1.0 = 6.95 7.27 50.5 6.95 -2.69 -18.7
2 Dirt Wall (1) 2/3*11.4 1.0 = 7.62 5.68 43.3 7.62 -1.10 -8.4
3 Dirt Wall (2) 2/3*0.9 1.0 = 0.63 6.01 3.8 0.63 -1.43 -0.9
4 Dirt Wall (3) 2/3*0.5 1.0 = 0.32 5.96 1.9 0.32 -1.38 -0.4
5 Pedestal 2/3*0.7 1.0 = 0.46 4.58 2.1 0.46 0.00 0.0
6 Long. Seismic Arrester 2/3*0.0 1.0 = 0.00 4.58 0.0 0.00 0.00 0.0
7 Trans. Seismic Arrester 2/3*0.0 1.0 = 0.00 4.58 0.0 0.00 0.00 0.0
8 Abutment Cap 2/3*17.5 1.0 = 11.65 4.82 56.1 11.65 -0.24 -2.8
9 Abutment Stem (1) 2/3*35.5 1.0 = 23.66 4.58 108.4 23.66 0.00 0.0
10 Abutment Stem (2) 2/3*0.0 1.0 = 0.00 4.98 0.0 0.00 -0.40 0.0
11 Abutment Stem (3) 2/3*0.0 1.0 = 0.00 4.98 0.0 0.00 -0.40 0.0
12 Return Wall 2/3*0.0 1.0 = 0.00 7.27 0.0 0.0
13 Return Wall 2/3*0.0 1.0 = 0.00 4.98 0.0 0.0
14 Cantilever Bracket 2/3*0.0 1.0 = 0.00 8.69 0.0 0.0
15 Earth Weight (1) 2/3*88.9 1.0 = 59.24 7.27 430.8 59.24 0.00 0.0
16 Earth Weight (2) 2/3*44.0 1.0 = 29.31 7.28 213.2 29.31 0.00 0.0
17 Earth Weight (3) 2/3*13.7 1.0 = 9.11 5.42 49.4 9.11 0.00 0.0
18 Earth Weight (4) 2/3*0.0 1.0 = 0.00 4.98 0.0 0.00 -0.40 0.0
19 Earth Weight (5) 2/3*0.0 1.0 = 0.00 4.98 0.0 0.00 -0.40 0.0
20 Earth Weight (6) 2/3*51.9 1.0 = 34.58 7.28 251.6 34.58 0.00 0.0
21 Earth Weight (7) 2/3*16.1 1.0 = 10.75 5.42 58.3 10.75 0.00 0.0
22 Earth Weight (8) 2/3*0.0 1.0 = 0.00 4.98 0.0 0.00 -0.40 0.0
23 Earth Weight (9) 2/3*0.0 1.0 = 0.00 9.93 0.0 0.00 0.0
HFL Case
24 Foundation (Toe Side) 2/3*94.6 1.00 = 63.09 2.09 131.9
25 Foundation (below Stem) 2/3*18.1 1.00 = 12.08 4.58 55.3
26 Foundation (Heel Side) 2/3*84.0 1.00 = 56.00 6.84 382.7
LWL Case
28 Foundation (Toe Side) 2/3*0.0 0.00 = 0.00 2.09 0.0
29 Foundation (below Stem) 2/3*0.0 0.00 = 0.00 4.58 0.0
30 Foundation (Heel Side) 2/3*0.0 0.00 = 0.00 6.84 0.0
Total in HFL Case 325.4 1,839.3 194.28 -31.2
Total in LWL Case 194.3 1269.4 194.28 -31.2
Combined Cg of Vertical Seismic Forces from Toe for fdn in HFL Case 5.652 m
Combined Cg of Vertical Seismic Forces from Toe for stem in HFL Case 4.741 m
Combined Cg of Vertical Seismic Forces from Toe for fdn in LWL Case 6.533 m
Combined Cg of Vertical Seismic Forces from Toe for stem in LWL Case 4.741 m
30
Document No. : Job No.
B&S ENGINEERING CONSULTANTS PVT. LTD. BSEC/1922/MNB-43+790/DN-02 1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
WIND LOAD CALCULATION

Basic Wind Speed (for which Table 4 is valid) 33 m/s
Basic Wind Speed of the Location 36 m/s
Factor 1.19
Bed Level to Foundation Bottom Level 2.57 m
Wind Load Calculation For Span 1
Overall Span 25.00 m

Width of Superstructure 17.50
Depth of Superstructure d 2.04 m
Width of Single Beam b 0.40 m
C/C of Beam 3.6 m
Height of Crash Barrier/Railing above Superstructure 1.1 m
Gust Factor G 2.0
b/d ratio (For Single beam) b/d 0.2 <2
b/d ratio (For more than one) b/d 1.8 <7
Drag Coefficient CD 2.25
Lift Coefficient CL 0.75
Height of Superstructure Top from Bed Level H1 7.832 m

Height of Superstructure bottom from Bed Level H2 5.792 m
Height of Crash Barrier/Railing Top from Bed Level H3 8.932 m
2
Horizontal Wind Pressure Pz at H1 (for basic wind speed 33m/s) 463.7 N/m
Horizontal Wind Pressure Pz at H2 (for basic wind speed 33m/s) 463.7 N/m2
Horizontal Wind Pressure Pz at H3 (for basic wind speed 33m/s) 463.7 N/m2
Transverse Wind Force on Superstructure 6.33 t

CG of Load acting on the Superstructure above bed level 6.81 m
CG of Load acting on the Superstructure from Foundation Bottom Level 9.380 m
Transverse Wind Force on Crash Barrier/Railing 3.41 t
CG of Load acting on the Crash Barrier/Railing above bed level 8.382 m
CG of Load acting on the Crash Barrier/Railing from Foundation Bottom Level 10.950 m
Total Transverse Wind Force on Superstructure/CB/Railing 9.75 t

CG of Load acting on the Superstructure/CB/Railing from Foundation Bottom Level 9.93 m
Total Longitudinal Wind Force on Superstructure/CB/Railing 2.44 t

CG of Load acting on the Superstructure/CB/Railing from Foundation Bottom Level 7.79 m
Upward/Downward Wind Load (for Half Span) 18.1 t
No. of Bearing 4
Upward/Downward Wind Load per bearing 4.5 t
31

Date:SEP' 20
Structure: Rev:
Monica H Singh
Wind Load Calculation For Live Load
Length of Vehicle 12.5 m

Gust Factor G 2.0
Drag Coefficient for Live Load CD 1.20
Height of Superstructure Top from Bed Level H1 7.832 m

Height of Vehicle Top from Bed Level H2 10.832 m
2
2
Transverse Wind Force on Live Load 3.17 t

CG of Load acting on Live Load above bed level 9.33 m
CG of Load acting on Live Load from Foundation Bottom Level 11.90 m
Total Longitudinal Wind Force on Live Load 0.79 t

CG of Load acting on Live Load from Foundation Bottom Level 11.90 m
32
Document No. :
Job No.
43+790/DN-02
1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
SEISMIC LOAD CALCULATION
r1 = Resultant force due to full design seismic along longitudinal direction

r2 = Resultant force due to full design seismic along transverse direction
r3 = Resultant force due to full design seismic along vertical direction
Zone Factor 0.16

Importance Factor 1.2
Sa/g (for Long. Seismic) 2.5

Long. Seismic Co-efficient (Z/2)*(I)*(Sa/g) 0.240
Sa/g (for Trans. Seismic) 2.5

Trans. Seismic Co-efficient (Z/2)*(I)*(Sa/g) 0.240
Vertical Seismic Coefficient 0.000
Live Load Componet in Seismic Combination 0.2
LWL Case :
Embedment Lvl = 2.57 m

Foundation Top Lvl = 2.25 m
Foundation Bottom Lvl = 0.00 m
Fixity Level = -15.01 m
Long. Seismic Co-efficient For Foundation
Long. Seismic co-effcient at Embedment Lvl. 0.00 m = 0.240

Long. Seismic co-effcient at depth below Embedment Lvl. 30.0 m = 0.120
Long. Seismic co-efficient for foundation = 0.234
Long. Seismic co-efficient for pile above embedment level = 0.000
Long. Seismic co-efficient for pile below embedment level = 0.200
Trans. Seismic Co-efficient For Foundation
Trans. Seismic co-effcient at Embedment Lvl. 0.00 m = 0.240

Trans. Seismic co-effcient at depth below Embedment Lvl. 30.0 m = 0.12
Trans. Seismic co-efficient for foundation = 0.23
Trans. Seismic co-efficient for pile above embedment level = 0.000
Trans. Seismic co-efficient for pile below embedment level = 0.200
HFL Case :
Embedment Lvl = 2.57 m

Foundation Top Lvl = 2.25 m
Foundation Bottom Lvl = 0.00 m
Fixity Level = -15.01 m
Long. Seismic Co-efficient For Foundation
Long. Seismic co-effcient at Embedment Lvl. 0.00 m = 0.240

Long. Seismic co-effcient at depth below Embedment Lvl. 30.0 m = 0.12
Long. Seismic co-efficient for foundation = 0.23
Long. Seismic co-efficient for pile above embedment level = 0.000
Long. Seismic co-efficient for pile below embedment level = 0.200
Trans. Seismic Co-efficient For Foundation
Trans. Seismic co-effcient at Embedment Lvl. 0.00 m = 0.240

Trans. Seismic co-effcient at depth below Embedment Lvl. 30.0 m = 0.12
Trans. Seismic co-efficient for foundation = 0.23
Trans. Seismic co-efficient for pile above embedment level = 0.000
Trans. Seismic co-efficient for pile below embedment level = 0.200
33
Document No. :
Job No.
43+790/DN-02
1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
Long. Seismic Load Calculation For Span 1 (r1)
Seismic Force 191.1 t

Component of Long. Seismic Force in Long direction = 191.12 t (MxX)-1
Component of Long. Seismic Force in Trans direction = 0.00 t
Component of Trans. Seismic Force in Long direction = 0 (MxZ)-1
Long. Seismic Load Calculation For Substructure (r1)
Wt. of Substructure above FGL = 309.8 t

Seismic Force = 74.4 t
Wt. of Substructure beow FGL = 11.1 t
Total Seismic Force due to substructure = 77.0 t
Long. Seismic Load Calculation For Backfill (r1)
Wt. of backfill above FGL = 860.4 t

Wt. of backfill beow FGL = 34.9 t
Total Seismic Force due to backfill = 214.7 t
Long. Seismic Load Calculation For Foundation (r1)
Wt. of fdn above FGL = 0.0 t

Wt. of fdn beow FGL = 855.4 t
Wt. of Foundation = 855.4 t

Seismic Force in LWL Case = 200.4 t
Seismic Force in HFL Case = 200.4 t
34
Document No. :
Job No.
43+790/DN-02
1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
Trans. Seismic Load Calculation For Span 1 (r2)
DL of Superstructure = 335.7 t
Component of Trans. Seismic Force in Long. direction = 0.00 t
Component of Trans. Seismic Force in Trans. direction = 80.56 t
Seismic Force components in trans direction. = 80.56 t (MzZ)-1
SIDL except surfacing = 62.5 t

SIDL surfacing = 0.0 t

FPLL = 0.00 t
CWLL = 32.72 t
Trans. Seismic Load Calculation For Substructure (r2)
Wt. of Substructure above FGL 309.8 t

Wt. of Substructure beow FGL 11.1 t
Seismic Force 2.6 t
Trans. Seismic Load Calculation For Backfill (r2)
Wt. of backfill above FGL 860.4 t

Wt. of backfill beow FGL 34.9 t
Seismic Force 8.2 t
Trans. Seismic Load Calculation For Foundation (r2)
Wt. of fdn above FGL 0.0 t

Wt. of fdn beow FGL 855.4 t
Wt. of Foundation 855.4 t

Seismic Force in LwL Case 200.4 t
Seismic Force in HFL Case 200.4
35
Document No. :
Job No.
43+790/DN-02
1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
For Foundation Design

cg from
LWL Case Force Toe Moment
Vertical Seismic Load from superstructure 0.0 4.58 0.00365
Vertical Seismic Load from substructure 0.0 6.533 0.01339
0.0 0.0
Vertical Seismic Load in LWL Case 0.0 t

Cg of load from cg of base area -1.642 m
Cg of load from cg of stem -1.846 m
cg from
HFL Case Force Toe Moment
0.0 0.0
Vertical Seismic Load in HFL Case 0.0 t

Cg of load from cg of base area -1.007 m
For Abutment Stem Design

cg from
LWL Case Force Toe Moment
194.3 921.0
Vertical Seismic Load in LWL Case 194.3 t

Cg of load from cg of Stem -0.161 m
cg from
HFL Case Force Toe Moment
194.3 921.0
Vertical Seismic Load in HFL Case 194.3 t

Cg of load from cg of stem -0.161 m
36
LOAD COMBINATION FOR PILE
REACTION CHECK
37
Document No. :
Job No.
43+790/DN-02
1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
Load Combination for Base Pressure Check - Non-Seismic Case

Summary of Vertical Loads of Span 1
Dead Load
Long. Moment = 0.000 tm
Trans. Moment = 0.000 tm
SIDL OF SURFACING
Total Load = 62.5 t
FPLL
Total Load = 0.0 t
CWLL
CWLL (SV Loading)

Summary of Horizontal Loads
Normal Wheel Loading

Skew angle = 0.00 deg Special Vehicle Loading
Skew angle = 0.00 deg
Frictional/Shear Rating of Span 1 = 21.73 t
Component in Long direction = 21.73 t Frictional/Shear Rating of Span 1 = 27.23 t
Component in Trans direction = 0.00 t Component in Long direction = 27.23 t
Component in Trans direction = 0.00 t
Braking of Span 1 = 12.50 t
Component in Long direction = 12.50 t Braking of Span 1 = 0.00 t
Centrifugal force of Span 1 = 0.0 t
Component in Long direction = 0.00 t Centrifugal force of Span 1 = 0.0 t
Load of Substructure
Dead Load of Substructure

38
Document No. :
Job No.
43+790/DN-02
1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
Load of Foundation + Soil

Pile Group eccentricity (XL) with Pile cap = 0.0
Selfweight of Foundation
Long. Eccentricity = 0.000 m
Soil Weight Heel Side

Soil Weight Toe Side

Total Load = 23.3 t
Water Weight Toe Side

Vertical Earth Pressure weight

Total Load = 0.0 t
Buoyancy
Total Load = -691.9 t
Long. Moment = -3006.5 tm
39
Document No. :
Job No.
43+790/DN-02
1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
Summary of Loads at Bottom of Foundation :
Summary of Vertical Load
Accomp. Factored Load (t) Leading Load Accomp. Load

Load Items Load (t) Leading L.F. eL (m) eT (m)
L.F. Leading Accomp. ML (t-m) MT (t-m) ML (t-m) MT (t-m)
DL of superstructure (span1) 335.7 1.00 -0.235 0.000 335.7 -78.9 0.0

SIDL (span1) 62.5 1.00 -0.235 0.000 62.5 -14.7 0.0
FPLL (span1) 0.0 1.00 1.00 -0.235 0.000 0.0 0.0 0.0 0.0 0.0 0.0
CWLL 163.6 1.00 1.00 -0.235 2.630 163.6 163.6 -38.5 430.3 -38.5 430.3
CWLL (Special Vehicle) 159.6 1.00 1.00 -0.235 0.300 159.6 159.6 -37.5 47.9 -37.5 47.9
Wt. of Substructure 321.0 1.00 -0.843 0.000 321.0 -270.5 0.0
Wt. of Foundation 855.4 1.00 0.000 0.000 855.4 0.0 0.0
Wt. of soil Heel Side 895.4 1.00 -2.686 0.000 895.4 -2405.0 0.0
Wt. of soil Toe Side 23.3 1.00 2.382 0.000 23.3 55.4 0.0
Wt. of soil for vertical Earth Pressure 0.0 1.00 -1.454 0.000 0.0 0.0 0.0
Wt. of water 145.0 1.00 2.382 0.000 145.0 345.4 0.0
Buoyancy -691.9 1.00 0.000 0.000 -691.9 0.0 0.0
Prestressing (Secondary Effect) 0.0 1.00 -0.235 0.000 0.0 0.0 0.0
Support Settlement ('+'/'-') 0.0 1.00 -0.235 0.000 0.0 0.0 0.0
Vertical wind force (FV) ('+'/'-') 18.1 1.00 1.00 -0.235 0.000 18.1 18.1 -4.3 0.0 -4.3 0.0
Summary of Horizontal Load
Leading Accomp. Lever Factored Load HL (t) Factored Load HT (t) Leading Load Accomp. Load
Load Items HL(t) HT(t)
L.F. L.F. Arm (m) Leading Accomp. Leading Accomp. ML (t-m) MT (t-m) ML (t-m) MT (t-m)
Frictional/Shear Rating (Long.) - Span 1 21.73 1.00 7.788 21.73 169.24
Frictional/Shear Rating (Trans.) - Span1 0.00 1.00 7.788 0.00 0.00
Braking (Long.) - Span 1 12.50 1.00 1.00 7.788 12.50 12.50 97.35 97.35
Braking (Trans.) - Span 1 0.00 1.00 1.00 7.788 0.00 0.00 0.00 0.00
Centrifugal Force (Long.) - Span 1 0.00 1.00 1.00 11.600 0.00 0.00 0.00 0.00
Centrifugal Force (Trans.) - Span 1 0.00 1.00 1.00 11.600 0.00 0.00 0.00 0.00
Frictional/Shear Rating (Long.) - SV 27.23 1.00 7.788 27.23 212.07
Frictional/Shear Rating (Trans.) - SV 0.00 1.00 7.788 0.00 0.00
Braking (Long.) - SV 0.00 1.00 1.00 7.788 0.00 0.00 0.00 0.00
Braking (Trans.) - SV 0.00 1.00 1.00 7.788 0.00 0.00 0.00 0.00
Centrifugal Force (Long.) - SV 0.00 1.00 1.00 11.6 0.00 0.00 0.00 0.00
Centrifugal Force (Trans.) - SV 0.00 1.00 1.00 11.6 0.00 0.00 0.00 0.00
WL on Superstructure (Long.) - Span 1 2.44 1.00 1.00 7.79 2.44 2.44 18.98 18.98
WL on Superstructure (Trans.) - Span 1 9.75 1.00 1.00 9.93 9.75 9.75 96.79 96.79
WL on Substructure (Long.) 0.00 1.00 1.00 5.49 0.00 0.00 0.00 0.00
WL on Substructure (Trans.) 0.00 1.00 1.00 5.49 0.00 0.00 0.00 0.00
WL on Live Load (Long.) 0.79 1.00 1.00 11.90 0.79 0.79 9.44 9.44
WL on Live Load (Trans.) 3.17 1.00 1.00 11.90 3.17 3.17 37.76 37.76
Surcharge Pressure (HFL Case) 87.69 1.00 6.33 87.69 554.64
Horizontal Earth Pressure (HFL Case) 484.89 1.00 3.52 484.89 1704.85
Surcharge Pressure (LWL Case) 87.69 1.00 6.33 87.69 554.64
Horizontal Earth Pressure (LWL Case) 484.89 1.00 3.52 484.89 1704.85
40
Document No. :
Job No.
43+790/DN-02
1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
Summary of Loads and Moments for Base Pressure Check - Non Seismic Case
Load Case ML MT MOT

Case V (t) HL (t) HT (t) HR (t)
No. (t-m) (t-m) (t-m)
1 HFL Case Temp Case 2110 119 430 607 0 607 2526
2 HFL Case Vertical Wind Downward 2128 143 565 610 13 610 2554
3 HFL Case Vertical Wind Upward 2092 152 565 610 13 610 2554
4 HFL Case Vertical Wind Downward 2128 143 565 610 13 610 2554
5 HFL Case Vertical Wind Upward 2092 152 565 610 13 610 2554
6 HFL Case Temp Case (SV) 2106 66 48 600 0 600 2472
11 LWL Case Temp Case 2657 -226 430 607 0 607 2526
12 LWL Case Vertical Wind Downward 2675 -202 565 610 13 610 2550
13 LWL Case Vertical Wind Upward 2639 -193 565 610 13 610 2554
14 LWL Case Vertical Wind Downward 2675 -202 565 610 13 610 2554
15 LWL Case Vertical Wind Upward 2639 -193 565 610 13 610 2554
16 LWL Case Temp Case(SV) 2653 -280 48 600 0 600 2472
41
Document No. :
Job No.
1922
43+790/DN-02
Date:SEP' 20
Structure: Rev:
Monica H Singh
Load Combination for Base Pressure Check - Seismic Case

Response Reduction Factor ( R ) = 3/1.35 = 2.22 (Long)

Response Reduction Factor ( R ) = 1 = 1.00 (Trans)
Response Reduction Factor ( R ) = 3/1.35 = 2.22 (for Found.)
Leading Accomp Factored Load (t) Leading Load Accomp. Load

Load Items Load (t) eL (m) eT (m)
L.F. . L.F. Leading Accomp. ML (t-m) MT (t-m) ML (t-m) MT (t-m)
SIDL except surfacing (span1) 0.0 1.00 0.000 0.000 0.0 0.0 0.0
SIDL surfacing (span1) 62.5 1.00 -0.235 0.000 62.5 -14.7 0.0
FPLL (span1) 0.0 0.00 0.20 -0.235 0.000 0.0 0.0 0.0 0.0
CWLL 163.6 0.00 0.20 -0.235 2.630 32.7 0.0 -7.7 86.1
Wt. of Foundation 855.4 1.00 0.000 0.000 855.4 0.0 0.0
Wt. of water 145.0 1.00 2.382 0.000 145.0 345.4 0.0
Buoyancy -691.9 1.00 0.000 0.000 -691.9 0.0 0.0
Vertical Seismic Force ('+'/'-') LWL CASE 0.0 1.00 0.00 -1.642 0.000 0.0 0.0 0.0 0.0 0.0 0.0
Leading Accomp. Lever Factored Load HL (t)Factored Load HT (t) Leading Load Accomp. Load
L.F. L.F. Arm (m) Leading Accomp. Leading Accomp. ML(t-m) MT(t-m) ML(t-m) MT(t-m)
SL on DL Superstructure (Long.) - Span1 86.00 1.00 0.00 7.788 86.00 669.81
Long. component of Trans. Seismic force - Span1 0 1 0 9.82304 0 0
SL on DL Superstructure (Trans.) - Span1 80.56 1.00 0.00 9.420 80.56 758.89

SL on SIDL except surfacing (Trans.) - Span1 15.00 1.00 0.00 10.900 15.00 163.50
SL on SIDL surfacing (Trans.) - Span1 0.00 1.00 0.00 10.900 0.00 0.00
SL on FPLL (Trans.) - Span1 0.00 1.00 0.00 11.900 0.00 0.00
SL on CWLL (Trans.) - Span1 (Normal) 7.85 1.00 0.00 11.900 7.85 93.42
Trans components for Long. Seicmic force - Span1 0 1 0 7.788 0 0
SL on Substructure (Long.) 34.63 1.00 0.00 6.843 34.63 236.99

SL on Substructure (Trans.) 76.96 1.00 0.00 6.843 76.96 526.65
SL on Backfill (Long.) 96.61 1.00 0.00 6.059 96.61 585.32
SL on Backfill (Trans.) 214.69 1.00 0.00 6.059 214.69 1300.72
SL on Foundation (Long.) HFL 90.2 1.00 0.00 1.13 90.16 101.43
SL on Foundation (Trans.) HFL 90.16 1.00 0.00 1.13 90.16 101.43
SL on Foundation (Long.) LWL 90.2 1.00 0.00 1.13 90.16 101.43
SL on Foundation (Trans.) LWL 90.16 1.00 0.00 1.13 90.16 101.43
42
Document No. :
Job No.
1922
43+790/DN-02
Date:SEP' 20
Structure: Rev:
Monica H Singh
Summary of Loads and Moments for Base Pressure Check - Seismic Case
Load Case V ML MT HL HT HR MOT

Case
No. (t) (t-m) (t-m) (t) (t) (t) (t-m)
21 HFL Case r1+0.3r2+0.3r3 1979 1072 969 815 146 828 3448
22 HFL Case r1+0.3r2-0.3r3 1979 1072 969 815 146 828 3448
23 HFL Case r1-0.3r2+0.3r3 1979 1072 -797 815 -146 828 3448
24 HFL Case r1-0.3r2-0.3r3 1979 1072 -797 815 -146 828 3448
25 HFL Case 0.3r1+r2+0.3r3 1979 -43 1629 600 271 658 2333
26 HFL Case 0.3r1+r2-0.3r3 1979 -43 1629 600 271 658 2333
27 HFL Case 0.3r1-r2+0.3r3 1979 -43 -1456 600 -271 658 2333
28 HFL Case 0.3r1-r2-0.3r3 1979 -43 -1456 600 -271 658 2333
29 HFL Case 0.3r1+0.3r2+r3 1979 -43 969 600 146 617 2333
30 HFL Case 0.3r1-0.3r2+r3 1979 -43 -797 600 -146 617 2333
31 HFL Case 0.3r1+0.3r2-r3 1979 -43 969 600 146 617 2333
32 HFL Case 0.3r1-0.3r2-r3 1979 -43 -797 600 -146 617 2333
33 LWL Case r1+0.3r2+0.3r3 2526 727 969 815 146 828 3448
34 LWL Case r1+0.3r2-0.3r3 2526 727 969 815 146 828 3448
35 LWL Case r1-0.3r2+0.3r3 2526 727 -797 815 -146 828 3448
36 LWL Case r1-0.3r2-0.3r3 2526 727 -797 815 -146 828 3448
37 LWL Case 0.3r1+r2+0.3r3 2526 -389 3031 600 485 771 2333
38 LWL Case 0.3r1+r2-0.3r3 2526 -389 3031 600 485 771 2333
39 LWL Case 0.3r1-r2+0.3r3 2526 -389 -2859 600 -485 771 2333
40 LWL Case 0.3r1-r2-0.3r3 2526 -389 -2859 600 -485 771 2333
41 LWL Case 0.3r1+0.3r2+r3 2526 -389 969 600 146 617 2333
42 LWL Case 0.3r1-0.3r2+r3 2526 -389 -797 600 -146 617 2333
43 LWL Case 0.3r1+0.3r2-r3 2526 -389 969 600 146 617 2333
44 LWL Case 0.3r1-0.3r2-r3 2526 -389 -797 600 -146 617 2333
43
LOAD COMBINATION FOR DESIGN
OF PILE AND PILE CAP
44
Document No. :
Job No.
1922
43+790/DN-02
Date:SEP' 20
Structure: Rev:
Monica H Singh
Load Combination for Design of Foundation - Ultimate Limit State (Non Seismic Combination)

SIDL (span1) 62.5 1.56 -0.235 0.000 97.5 -22.9 0.0
FPLL (span1) 0.0 1.50 1.15 -0.235 0.000 0.0 0.0 0.0 0.0 0.0 0.0
CWLL 163.6 1.50 1.15 -0.235 2.630 245.4 188.2 -57.7 645.5 -44.2 494.9
Wt. of Foundation 855.4 1.35 0.000 0.000 1154.8 0.0 0.0
Wt. of water 145.0 1.35 2.382 0.000 195.7 466.2 0.0
Buoyancy -691.9 0.15 0.000 0.000 -103.8 0.0 0.0

Lever
Leading Accom Arm Factored Load HL (t)
Factored Load HT (t) Leading Load Accomp. Load
L.F. p. L.F. (m) Leading Accomp. Leading Accomp. ML (t-m) MT (t-m) ML (t-m)MT (t-m)
Frictional/Shear Rating (Long.) - Span 1 21.73 0.90 0.90 7.788 19.56 19.56 152.31 152.31
Frictional/Shear Rating (Trans.) - Span1 0.00 0.90 0.90 7.788 0.00 0.00 0.00 0.00
Frictional/Shear Rating (Long.) - SV 27.23 0.90 0.90 7.788 24.51 24.51 190.86 190.86
Frictional/Shear Rating (Trans.) - SV 0.00 0.90 0.90 7.788 0.00 0.00 0.00 0.00
Braking (Long.) - SV 0.00 1.50 1.15 7.788 0.00 0.00 0.00 0.00
Braking (Trans.) - SV 0.00 1.50 1.15 7.788 0.00 0.00 0.00 0.00
45
Document No. :
Job No.
1922
43+790/DN-02
Date:SEP' 20
Structure: Rev:
Monica H Singh
Summary of Loads and Moments for Design of Foundation - ULS (Non Seismic Case )
Load ML MT
Case No. (t-m) (t-m)
101 HFL Case Temp Case 3716 263 645 871 0 871
102 HFL Case Vertical Wind Downward 3733 133 767 854 12 854
103 HFL Case Vertical Wind Upward 3700 140 767 854 12 854
106 HFL Case Temp Case (SV) 3654 170 55 857 0 857
111 LWL Case Temp Case 3624 -203 645 871 0 871
112 LWL Case Vertical Wind Downward 3641 -334 767 854 12 854
113 LWL Case Vertical Wind Upward 3608 -326 767 854 12 854
116 LWL Case Temp Case(SV) 3562 -296 55 857 0 857
46
Document No. :
Job No.
1922
43+790/DN-02
Date:SEP' 20
Structure: Rev:
Monica H Singh
Load Combination for Design of Foundation - Ultimate Limit State (Non Seismic Combination)

SIDL (span1) 62.5 1.00 -0.235 0.000 62.5 -14.7 0.0
FPLL (span1) 0.0 1.30 1.00 -0.235 0.000 0.0 0.0 0.0 0.0 0.0 0.0
CWLL 163.6 1.30 1.00 -0.235 2.630 212.7 163.6 -50.0 559.4 -38.5 430.3
Wt. of Foundation 855.4 1.00 0.000 0.000 855.4 0.0 0.0
Wt. of water 145.0 1.00 2.382 0.000 145.0 345.4 0.0
Buoyancy -691.9 0.15 0.000 0.000 -103.8 0.0 0.0
2961.4 0.000 0.00 3034.4 0.0 0.0
Lever
Leading Accom Arm Factored Load HL (t)
Factored Load HT (t) Leading Load Accomp. Load
L.F. p. L.F. (m) Leading Accomp. Leading Accomp. ML (t-m) MT (t-m) ML (t-m) MT (t-m)
Frictional/Shear Rating (Long.) - SV 27.23 0.80 0.80 7.788 21.78 21.78 169.66 169.66
Frictional/Shear Rating (Trans.) - SV 0.00 0.80 0.80 7.788 0.00 0.00 0.00 0.00
Braking (Long.) - SV 0.00 1.30 1.00 7.788 0.00 0.00 0.00 0.00
Braking (Trans.) - SV 0.00 1.30 1.00 7.788 0.00 0.00 0.00 0.00
Water Current 0.00 1.00 0.000 0.00 0.00
Water Current 0.00 1.00 0.000 0.00 0.00
Water Current 20 0.00 1.00 0.000 0.00 0.00
Water Current 20 0.00 1.00 0.000 0.00 0.00
47
Document No. :
Job No.
1922
43+790/DN-02
Date:SEP' 20
Structure: Rev:
Monica H Singh
Summary of Loads and Moments for Design of Foundation - ULS (Non Seismic Case )
Load ML MT
126 HFL Case Temp Case (SV) 2718 529 55 740 0 740
131 LWL Case Temp Case 2706 269 559 752 0 752
132 LWL Case Vertical Wind Downward 2722 154 667 737 10 737
133 LWL Case Vertical Wind Upward 2690 161 667 737 10 737
134 LWL Case Vertical Wind Downward 2680 149 605 735 17 735
135 LWL Case Vertical Wind Upward 2633 161 605 735 17 735
136 LWL Case Temp Case(SV) 2677 184 55 740 0 740
48
Document No. :
Job No.
1922
43+790/DN-02
Date:SEP' 20
Structure: Rev:
Monica H Singh
Load Combination for Design of Foundation - Ultimate Limit State (Seismic Combination)
Response Reduction Factor ( R ) = 1.0 = 1.00 (Long)

Response Reduction Factor ( R ) = 1 = 1.00 (Trans)
Response Reduction Factor ( R ) = 1.0 = 1.00 (for Found.)
Leadin Accom Factored Load (t) Leading Load (t) Accomp. Load
g L.F. p. L.F. Leading Accomp. ML (t-m) MT (t-m) ML (t-m) MT (t-m)
SIDL (span1) 62.5 1.56 -0.235 0.000 97.5 -22.9 0.0
FPLL (span1) 0.0 0.00 0.20 -0.235 0.000 0.0 0.0 0.0 0.0
CWLL 163.6 0.00 0.20 -0.235 2.630 32.7 0.0 -7.7 86.1
Wt. of Foundation 855.4 1.35 0.000 0.000 1154.8 0.0 0.0
Wt. of water 145.0 1.35 2.382 0.000 195.7 466.2 0.0
Buoyancy -691.9 0.15 0.000 0.000 -103.8 0.0 0.0
Vertical Seismic Force ('+'/'-') LWL CASE 0.0 1.50 0.00 -1.642 0.000 0.0 0.0 0.0 0.0 0.0 0.0
49
Document No. :
Job No.
1922
43+790/DN-02
Date:SEP' 20
Structure: Rev:
Monica H Singh
Leadin Accomp. Lever Factored Load HL (t)Factored Load HT (t) Leading Load Accomp. Load
g L.F. L.F. Arm (m) Leading Accomp. Leading Accomp. ML (t-m) MT (t-m) ML (t-m)MT (t-m)
SL on DL Superstructure (Long.) - Span1 191.12 1.50 7.788 286.68 2232.70
Long. component of Trans. Seismic force - Span1 0 1.5 9.823 0 0
SL on DL Superstructure (Trans.) - Span1 80.56 1.50 9.420 120.84 1138.33
SL on SIDL except surfacing (Trans.) - Span1 15.00 1.50 10.900 22.50 245.25
SL on SIDL surfacing (Trans.) - Span1 0.00 1.50 10.900 0.00 0.00
SL on FPLL (Trans.) - Span1 0.00 1.50 11.900 0.00 0.00
SL on CWLL (Trans.) - Span1 (Normal) 7.85 1.50 11.900 11.78 140.12
Trans components for Long. Seicmic force - Span1 0 1.5 7.7881 0 0
SL on DL Superstructure (Long.) - Span2 0.00 1.50 7.788 0.00 0.00
SL on DL Superstructure (Trans.) - Span2 0.00 1.50 9.420 0.00 0.00
SL on SIDL except surfacing (Trans.) - Span2 0.00 1.50 10.900 0.00 0.00
SL on SIDL surfacing (Trans.) - Span2 0.00 1.50 10.900 0.00 0.00
SL on FPLL (Trans.) - Span2 0.00 1.50 11.900 0.00 0.00
SL on Substructure (Long.) 76.96 1.50 6.843 115.45 789.98
SL on Substructure (Trans.) 76.96 1.50 6.843 115.45 789.98
SL on Backfill (Long.) 214.69 1.50 6.059 322.04 1951.07
SL on Backfill (Trans.) 214.69 1.50 6.059 322.04 1951.07
SL on Foundation (Long.)HFL 200.4 1.50 1.125 300.55 338.11
SL on Foundation (Trans.)
HFL 200.36 1.50 1.125 300.55 338.11
SL on Foundation (Long.)LWL 200.4 1.50 1.125 300.55 338.11
SL on Foundation (Trans.)
LWL 200.36 1.50 1.125 300.55 338.11
50
Document No. :
Job No.
1922
43+790/DN-02
Date:SEP' 20
Structure: Rev:
Monica H Singh
Summary of Loads and Moments for Design of Foundation - ULS (Seismic Case)
Load ML MT
141 HFL Case r1+0.3r2+0.3r3 3641 3671 1467 1541 268 1564
142 HFL Case r1+0.3r2-0.3r3 3641 3671 1467 1541 268 1564
143 HFL Case r1-0.3r2+0.3r3 3641 3671 -1295 1541 -268 1564
144 HFL Case r1-0.3r2-0.3r3 3641 3671 -1295 1541 -268 1564
145 HFL Case 0.3r1+r2+0.3r3 3641 -47 2400 823 571 1002
146 HFL Case 0.3r1+r2-0.3r3 3641 -47 2400 823 571 1002
147 HFL Case 0.3r1-r2+0.3r3 3641 -47 -2228 823 -571 1002
148 HFL Case 0.3r1-r2-0.3r3 3641 -47 -2228 823 -571 1002
149 HFL Case 0.3r1+0.3r2+r3 3641 -47 1467 823 268 866
150 HFL Case 0.3r1-0.3r2+r3 3641 -47 -1295 823 -268 866
151 HFL Case 0.3r1+0.3r2-r3 3641 -47 1467 823 268 866
152 HFL Case 0.3r1-0.3r2-r3 3641 -47 -1295 823 -268 866
153 LWL Case r1+0.3r2+0.3r3 3549 3205 1467 1541 268 1564
154 LWL Case r1+0.3r2-0.3r3 3549 3205 1467 1541 268 1564
155 LWL Case r1-0.3r2+0.3r3 3549 3205 -1295 1541 -268 1564
156 LWL Case r1-0.3r2-0.3r3 3549 3205 -1295 1541 -268 1564
157 LWL Case 0.3r1+r2+0.3r3 3549 -513 4689 823 893 1215
158 LWL Case 0.3r1+r2-0.3r3 3549 -513 4689 823 893 1215
159 LWL Case 0.3r1-r2+0.3r3 3549 -513 -4517 823 -893 1215
160 LWL Case 0.3r1-r2-0.3r3 3549 -513 -4517 823 -893 1215
161 LWL Case 0.3r1+0.3r2+r3 3549 -513 1467 823 268 866
162 LWL Case 0.3r1-0.3r2+r3 3549 -513 -1295 823 -268 866
163 LWL Case 0.3r1+0.3r2-r3 3549 -513 1467 823 268 866
164 LWL Case 0.3r1-0.3r2-r3 3549 -513 -1295 823 -268 866
51
Document No. :
Job No.
43+790/DN-02 1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
Load Combination for Design of Foundation - Serviceability Limit State (Rare Combination)
Leading Accom Factored Load (t) Leading Load Accomp. Load

L.F. p. L.F. Leading Accomp. ML (t-m) MT (t-m) ML (t-m) MT (t-m)
SIDL except surfacing (span1) 0.0 1.10 0.000 0.000 0.0 0.0 0.0
SIDL surfacing (span1) 62.5 1.10 -0.235 0.000 68.8 -16.2 0.0
FPLL (span1) 0.0 1.00 0.75 -0.235 0.000 0.0 0.0 0.0 0.0 0.0 0.0
CWLL 163.6 1.00 0.75 -0.235 2.630 163.6 122.7 -38.5 430.3 -28.8 322.7
Wt. of Foundation 855.4 1.00 0.000 0.000 855.4 0.0 0.0
Wt. of water 145.0 1.00 2.382 0.000 145.0 345.4 0.0
Buoyancy -691.9 0.15 0.000 0.000 -103.8 0.0 0.0
Leading Lever Factored Load HL (t) Factored Load HT (t) Leading Load Accomp. Load
Load Items HL(t) HT(t) Accomp. L.F.
L.F. Arm (m) Leading Accomp. Leading Accomp. ML (t-m) MT (t-m) ML (t-m) MT (t-m)
52
Document No. :
Job No.
43+790/DN-02 1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
Summary of Loads and Moments for Design of Foundation - SLS (Rare Combination )
Load ML MT (t-
Case No. (t-m) m)
202 HFL Case Vertical Wind Downward 2715 -148 511 569 8 570
203 HFL Case Vertical Wind Upward 2693 -143 511 569 8 570
204 HFL Case Vertical Wind Downward 2681 -153 457 568 13 568
205 HFL Case Vertical Wind Upward 2645 -144 457 568 13 568
206 HFL Case Temp Case (SV) 2700 -47 48 582 0 582
216 LWL Case Temp Case(SV) 2659 -392 48 582 0 582
53
Document No. :
Job No.
43+790/DN-02
1922

Date:SEP' 20
Structure: Rev:
Monica H Singh
Load Combination for Design of Foundation - Serviceability Limit State (Quasi Permanent Combination)
Summary of Loads at Bottom of Foundation : (For Crack width calculation)
Leading Accom Factored Load (t) Leading Load Accomp. Load

L.F. p. L.F. Leading Accomp. ML (t-m) MT (t-m) ML (t-m) MT (t-m)
DL of superstructure (span1) 335.7 1.00 -0.235 0.000 335.7 0.0
SIDL (span1) 62.5 1.10 -0.235 0.000 68.8 -16.2 0.0
FPLL (span1) 0.0 0.00 0.00 -0.235 0.000 0.0 0.0 0.0 0.0 0.0 0.0
CWLL 163.6 0.00 0.00 -0.235 2.630 0.0 0.0 0.0 0.0 0.0 0.0
CWLL (Special Vehicle) 159.6 0.00 0.00 -0.235 0.300 0.0 0.0 0.0 0.0 0.0 0.0
Wt. of Foundation 855.4 1.00 0.000 0.000 855.4 0.0 0.0
Wt. of water 145.0 1.00 2.382 0.000 145.0 345.4 0.0
Buoyancy -691.9 0.15 0.000 0.000 -103.8 0.0 0.0
Vertical wind force (FV) ('+'/'-') 18.1 0.00 0.00 -0.235 0.000 0.0 0.0 0.0 0.0 0.0 0.0
Leading Accom Lever Factored Load HL (t) Factored Load HT (t) Leading Load Accomp. Load
L.F. p. L.F. Arm Leading Accomp. Leading Accomp. ML (t-m) MT (t-m) ML (t-m)MT (t-m)
Frictional/Shear Rating (Long.) - Span 1 21.73 0.50 0.00 7.788 10.87 84.62
Frictional/Shear Rating (Trans.) - Span1 0.00 0.50 0.00 7.788 0.00 0.00
Summary of Loads and Moments for Design of Foundation - SLS (Quasi Permanent Combination )
Load ML MT
301 HFL Case Temp Case 2541 -501 0 496 0 496
54
Document No. :
Job No.
1922
43+790/DN-02

Date:SEP' 20
Structure: Rev:
Monica H Singh
SUMMARY OF LOAD ON PILES

Vertical Pile Capacity = 360.0t (Normal Case)
= 450.0t (Seismic Case)
Horizontal Pile Capacity = 54.0t (Normal Case)
Nos of Pile = 12
Pile No 1 2 3 4 5 6 1 2 3 4 5
∑xl2 = 116.755 xl(m) 3.360 3.360 3.360 3.360 3.360 -0.540 -0.540 -0.540 -0.540 -4.440 -4.440 -4.440
∑xt2 = 577.1 xt(m) 9.000 4.500 0.000 -4.500 -9.000 6.750 2.250 -2.250 -6.750 4.500 0.000 -4.500
10.000
3.360, 9.000
8.000
-0.540, 6.750
6.000
-4.440, 4.500 3.360, 4.500
4.000
2.000-0.540, 2.250
-4.440, 0.000 0.000 3.360, 0.000
-2.000-0.540, -2.250
-4.000
-4.440, -4.500 3.360, -4.500
-6.000
-0.540, -6.750
-8.000
3.360, -9.000
-10.000
PLAN OF PILE CAP
55
Document No. :
Job No.
1922
43+790/DN-02

Date:SEP' 20
Structure: Rev:
Monica H Singh
Summary of Pile Reactions (For Pile Capacity Check)
Maximum Minimum
Horz.
Load ML (t- MT Load on Load on
V (t) R1 (t) R2 (t) R3 (t) R4 (t) R5 (t) R6 (t) R0 (t) R1 (t) R2 (t) R3 (t) R4 (t) R5 (t) HR (t) Force/Pile
Case No. m) (t-m) Pile Pile
(t)
(t) (t)
1 2110 119 430 186 183 179 176 173 180 177 174 170 175 171 168 186 168 607 50.6
2 2128 143 565 190 186 181 177 173 183 179 174 170 176 172 167 190 167 610 50.8
3 2092 152 565 187 183 179 174 170 180 176 171 167 173 169 164 187 164 610 50.8
4 2128 143 565 190 186 181 177 173 183 179 174 170 176 172 167 190 167 610 50.8
5 2092 152 565 187 183 179 174 170 180 176 171 167 173 169 164 187 164 610 50.8
6 2106 66 48 178 178 177 177 177 176 175 175 175 173 173 173 178 173 600 50.0
11 2657 -226 430 222 218 215 212 208 227 224 221 217 233 230 227 233 208 607 50.6
12 2675 -202 565 226 222 217 213 208 230 226 222 217 235 231 226 235 208 610 50.8
13 2639 -193 565 223 219 214 210 206 227 223 219 214 232 227 223 232 206 610 50.8
14 2675 -202 565 226 222 217 213 208 230 226 222 217 235 231 226 235 208 610 50.8
15 2639 -193 565 223 219 214 210 206 227 223 219 214 232 227 223 232 206 610 50.8
16 2653 -280 48 214 213 213 213 212 223 223 222 222 232 232 231 232 212 600 50.0
21 1979 1072 969 211 203 196 188 181 171 164 156 149 132 124 117 211 117 828 69.0
22 1979 1072 969 211 203 196 188 181 171 164 156 149 132 124 117 211 117 828 69.0
23 1979 1072 -797 183 190 196 202 208 151 157 163 169 118 124 130 208 118 828 69.0
24 1979 1072 -797 183 190 196 202 208 151 157 163 169 118 124 130 208 118 828 69.0
25 1979 -43 1629 189 176 164 151 138 184 171 159 146 179 167 154 189 138 658 54.8
26 1979 -43 1629 189 176 164 151 138 184 171 159 146 179 167 154 189 138 658 54.8
27 1979 -43 -1456 141 152 164 175 186 148 159 171 182 155 167 178 186 141 658 54.8
28 1979 -43 -1456 141 152 164 175 186 148 159 171 182 155 167 178 186 141 658 54.8
29 1979 -43 969 179 171 164 156 149 176 169 161 154 174 167 159 179 149 617 51.4
30 1979 -43 -797 151 157 164 170 176 156 162 168 174 160 167 173 176 151 617 51.4
31 1979 -43 969 179 171 164 156 149 176 169 161 154 174 167 159 179 149 617 51.4
32 1979 -43 -797 151 157 164 170 176 156 162 168 174 160 167 173 176 151 617 51.4
33 2526 727 969 247 239 231 224 216 218 211 203 196 190 183 175 247 175 828 69.0
34 2526 727 969 247 239 231 224 216 218 211 203 196 190 183 175 247 175 828 69.0
35 2526 727 -797 219 225 231 238 244 198 204 210 216 177 183 189 244 177 828 69.0
36 2526 727 -797 219 225 231 238 244 198 204 210 216 177 183 189 244 177 828 69.0
37 2526 -389 3031 247 223 199 176 152 248 224 200 177 249 225 202 249 152 771 64.3
38 2526 -389 3031 247 223 199 176 152 248 224 200 177 249 225 202 249 152 771 64.3
39 2526 -389 -2859 155 177 199 222 244 179 201 223 246 203 225 248 248 155 771 64.3
40 2526 -389 -2859 155 177 199 222 244 179 201 223 246 203 225 248 248 155 771 64.3
41 2526 -389 969 214 207 199 192 184 224 216 209 201 233 225 218 233 184 617 51.4
42 2526 -389 -797 187 193 199 206 212 203 209 215 222 219 225 231 231 187 617 51.4
43 2526 -389 969 214 207 199 192 184 224 216 209 201 233 225 218 233 184 617 51.4
44 2526 -389 -797 187 193 199 206 212 203 209 215 222 219 225 231 231 187 617 51.4
56
Document No. :
Job No.
1922
43+790/DN-02

Date:SEP' 20
Structure: Rev:
Monica H Singh
Normal Case
Maximum Pile Reaction = 233.4 t

Minimum Pile Reaction = 167.9 t
Max Lateral Load on Pile = 50.6 t
Wind Case

Seismic Case

57
Document No. :
Job No.
1922
43+790/DN-02

Date:SEP' 20
Structure: Rev:
Monica H Singh
Summary of Pile Reactions (For Design of Foundation) - ULS Case
Maximum Minimum
Horz.
(t)
(t) (t)
101 3716 263 645 327 322 317 312 307 316 311 306 301 305 300 295 327 295 871 72.6
102 3733 133 767 327 321 315 309 303 319 313 307 301 312 306 300 327 300 854 71.2
103 3700 140 767 324 318 312 306 300 317 311 305 299 309 303 297 324 297 854 71.2
104 3686 127 697 322 316 311 305 300 315 309 304 298 308 302 297 322 297 852 71.0
105 3632 139 697 318 312 307 301 296 310 305 299 294 303 297 292 318 292 852 71.0
106 3654 170 55 310 310 309 309 309 304 304 304 303 298 298 298 310 298 857 71.4
111 3624 -203 645 306 301 296 291 286 311 305 300 295 315 310 305 315 286 871 72.6
112 3641 -334 767 306 300 294 288 282 314 308 302 296 322 316 310 322 282 854 71.2
113 3608 -326 767 303 297 291 285 279 311 305 299 293 319 313 307 319 279 854 71.2
114 3594 -340 697 301 295 290 284 279 309 304 298 293 318 312 307 318 279 852 71.0
115 3540 -327 697 296 291 286 280 275 305 299 294 288 313 307 302 313 275 852 71.0
116 3562 -296 55 289 289 288 288 287 299 298 298 298 309 308 308 309 287 857 71.4
121 2747 615 559 255 251 247 242 238 233 228 224 220 210 206 201 255 201 752 62.6
122 2763 499 667 255 250 245 239 234 236 231 225 220 217 211 206 255 206 737 61.4
123 2731 507 667 253 247 242 237 232 233 228 223 217 213 208 203 253 203 737 61.4
124 2722 495 605 250 246 241 236 232 232 227 222 217 213 208 203 250 203 735 61.3
125 2674 506 605 247 242 237 233 228 228 223 218 213 208 204 199 247 199 735 61.3
126 2718 529 55 243 242 242 241 241 225 224 224 223 207 206 206 243 206 740 61.7
131 2706 269 559 242 238 233 229 225 231 226 222 218 220 215 211 242 211 752 62.6
132 2722 154 667 242 236 231 226 221 234 229 224 218 226 221 216 242 216 737 61.4
133 2690 161 667 239 234 229 224 218 231 226 221 216 223 218 213 239 213 737 61.4
134 2680 149 605 237 232 228 223 218 230 225 220 216 222 218 213 237 213 735 61.3
135 2633 161 605 233 229 224 219 215 226 221 216 212 218 213 209 233 209 735 61.3
136 2677 184 55 229 229 228 228 227 223 222 222 222 217 216 216 229 216 740 61.7
141 3641 3671 1467 432 421 409 398 386 304 292 281 269 175 164 152 432 152 1564 130.3
142 3641 3671 1467 432 421 409 398 386 304 292 281 269 175 164 152 432 152 1564 130.3
143 3641 3671 -1295 389 399 409 419 429 271 281 292 302 154 164 174 429 154 1564 130.3
144 3641 3671 -1295 389 399 409 419 429 271 281 292 302 154 164 174 429 154 1564 130.3
145 3641 -47 2400 340 321 302 283 265 332 313 294 276 324 305 287 340 265 1002 83.5
146 3641 -47 2400 340 321 302 283 265 332 313 294 276 324 305 287 340 265 1002 83.5
147 3641 -47 -2228 267 285 302 319 337 278 295 312 330 288 305 323 337 267 1002 83.5
58
Document No. :
Job No.
1922
43+790/DN-02

Date:SEP' 20
Structure: Rev:
Monica H Singh
148 3641 -47 -2228 267 285 302 319 337 278 295 312 330 288 305 323 337 267 1002 83.5
149 3641 -47 1467 325 314 302 291 279 321 309 298 287 317 305 294 325 279 866 72.1
150 3641 -47 -1295 282 292 302 312 322 289 299 309 319 295 305 315 322 282 866 72.1
151 3641 -47 1467 325 314 302 291 279 321 309 298 287 317 305 294 325 279 866 72.1
152 3641 -47 -1295 282 292 302 312 322 289 299 309 319 295 305 315 322 282 866 72.1
153 3549 3205 1467 411 399 388 377 365 298 287 275 264 185 174 162 411 162 1564 130.3
154 3549 3205 1467 411 399 388 377 365 298 287 275 264 185 174 162 411 162 1564 130.3
155 3549 3205 -1295 368 378 388 398 408 266 276 286 296 164 174 184 408 164 1564 130.3
156 3549 3205 -1295 368 378 388 398 408 266 276 286 296 164 174 184 408 164 1564 130.3
157 3549 -513 4689 354 318 281 244 208 353 316 280 243 352 315 279 354 208 1215 101.2
158 3549 -513 4689 354 318 281 244 208 353 316 280 243 352 315 279 354 208 1215 101.2
159 3549 -513 -4517 211 246 281 316 351 245 281 316 351 280 315 351 351 211 1215 101.2
160 3549 -513 -4517 211 246 281 316 351 245 281 316 351 280 315 351 351 211 1215 101.2
161 3549 -513 1467 304 292 281 270 258 315 304 292 281 327 315 304 327 258 866 72.1
162 3549 -513 -1295 261 271 281 291 301 283 293 303 313 305 315 325 325 261 866 72.1
163 3549 -513 1467 304 292 281 270 258 315 304 292 281 327 315 304 327 258 866 72.1
164 3549 -513 -1295 261 271 281 291 301 283 293 303 313 305 315 325 325 261 866 72.1

59
Document No. :
Job No.
1922
43+790/DN-02

Date:SEP' 20
Structure: Rev:
Monica H Singh
Summary of Pile Reactions (For Design of Foundation) - SLS Case (Rare Combination)
Maximum Minimum
Horz.
(t)
(t) (t)
201 2704 7 430 232 229 226 222 219 230 227 224 220 228 225 222 232 219 589 49.1
202 2715 -148 511 230 226 222 218 214 233 229 225 221 236 232 228 236 214 570 47.5
203 2693 -143 511 228 224 220 216 212 231 227 223 219 234 230 226 234 212 570 47.5
204 2681 -153 457 226 223 219 215 212 230 226 222 219 233 229 226 233 212 568 47.3
205 2645 -144 457 223 220 216 213 209 226 223 219 216 229 226 222 229 209 568 47.3
206 2700 -47 48 224 224 224 223 223 226 225 225 225 227 227 226 227 223 582 48.5
211 2663 -338 430 219 216 212 209 205 229 225 222 218 238 235 231 238 205 589 49.1
212 2674 -493 511 217 213 209 205 201 231 227 223 219 246 242 238 246 201 570 47.5
213 2652 -488 511 215 211 207 203 199 229 225 221 217 244 240 236 244 199 570 47.5
214 2640 -498 457 213 209 206 202 199 228 224 221 217 243 239 235 243 199 568 47.3
215 2604 -490 457 210 206 203 199 196 225 221 217 214 239 236 232 239 196 568 47.3
216 2659 -392 48 211 211 210 210 210 224 224 223 223 237 236 236 237 210 582 48.5

Summary of Pile Reactions (For Design of Foundation) - SLS Case (Quasi Permanent Combination)
Maximum Minimum
Horz.
(t)
(t) (t)
301 2541 -501 0 197 197 197 197 197 214 214 214 214 231 231 231 231 197 496 41.3
302 2541 -501 0 197 197 197 197 197 214 214 214 214 231 231 231 231 197 496 41.3
303 2541 -501 0 197 197 197 197 197 214 214 214 214 231 231 231 231 197 496 41.3
304 2541 -501 0 197 197 197 197 197 214 214 214 214 231 231 231 231 197 496 41.3
305 2541 -501 0 197 197 197 197 197 214 214 214 214 231 231 231 231 197 496 41.3
311 2499 -847 0 184 184 184 184 184 212 212 212 212 240 240 240 240 184 496 41.3
312 2499 -847 0 184 184 184 184 184 212 212 212 212 240 240 240 240 184 496 41.3
313 2499 -847 0 184 184 184 184 184 212 212 212 212 240 240 240 240 184 496 41.3
314 2499 -847 0 184 184 184 184 184 212 212 212 212 240 240 240 240 184 496 41.3
315 2499 -847 0 184 184 184 184 184 212 212 212 212 240 240 240 240 184 496 41.3

60
DESIGN OF PILE
61
Document No. :
Job No.
1922
43+790/DN-02

Date:SEP' 20
Structure: Rev:
Monica H Singh R0
Design of Pile foundation for Minor Bridge at Ch: 43+790 Km
DESIGN OF PILE
CALCULATION OF DESIGN PARAMETERS
Grade of Concrete = 35
Grade of Steel = 550
Clear Cover to Outermost R.F = 75 mm
Characteristic Compressive Strength (f ck) = 35 MPa

Design Compressive Strength (f CD) = 15.63 MPa
Modulus of Rupture (f b) = 4.14 MPa
Tensile Strength (fctm) = 2.77 MPa
Yield Strength of Reinforcement (f yk) = 550 MPa
Partial Safety Factor(gs) = 1.15
Design Yield Strength of Reinforcement (f yd) = 478.3 MPa
Modulus of Elasticity (Ec) = 32000 MN/m2 = 3200000 t/m2
Modular Ratio = Es/Ec = 9.375
No. of Pile = 12
Pile diameter = 1.5 m
Calculation For Seismic Force on Pile

Depth of Pile considered = 1.00 m
Average Seismic Coefficient on Longitudinal Direction = 0.24
Average Seismic Coefficient on Transverse Direction = 0.07
Weight of Single Pile Upto Fixity Depth = 4.4 Ton
RRF for Pile = 1.00
So Resultant Seismic Force = 1.107 Ton
FOR ULS-NORMAL
Bending moment coefficient for 1.0 T horizontal load = 4.574
Bending moment due to backfill = 96.286 t-m
Load Factor for Backfill = 1.5
FOR ULS-SEISMIC
Bending moment due to seismic on pile = 17.597 t-m
Load Factor for Seismic = 1.5
FOR SLS
62
Document No. :
Job No.
1922
43+790/DN-02

Date:SEP' 20
Structure: Rev:
Monica H Singh R0
Main Reinforcement in Pile :
Cross Sectional area of pile = (3.14*1.5*1.5/4) = 1.767 m2
Minimum R.F in Pile = 0.40 %

Maximum R.F in Pile = 2.50 %
Clear Spacing between R.F = 100 mm
Diameter of Hoop R.F/Spiral R.F = 10 mm
For 1st Part

Minimum Ast = (0.004*1.77*1000000)/4 = 7069 mm2
Provide 24 nos 32 dia + 24 nos 32 dia In 1st Layer

Provide 0 nos 32 dia + 0 nos 25 dia In 2nd Layer
Diameter of Spacer Bar = 32 mm
Ast Provided = 38584 mm2 OK

% of Reinforcement = 2.18 % OK
Clear Spacing between R.F (for 1st layer) = 106 mm OK
Summary of Moment Capacity in Pile in ULS
Minimum
Horz. Fixed End
Load on
Load Case No. Force/Pile Moment
Pile
(t) (t-m)
(t)
101 294.7 72.6 476.4
102 300.0 71.2 470.1
103 297.0 71.2 470.1
104 296.9 71.0 469.2
105 291.9 71.0 469.2
106 297.6 71.4 471.1
111 286.1 72.6 476.4
112 281.8 71.2 470.1
113 279.3 71.2 470.1
114 278.9 71.0 469.2
115 274.7 71.0 469.2
116 287.5 71.4 471.1
141 152.4 130.3 817.5
142 152.4 130.3 817.5
143 153.7 130.3 817.5
144 153.7 130.3 817.5
145 264.7 83.5 578.9
146 264.7 83.5 578.9
147 267.4 83.5 578.9
148 267.4 83.5 578.9
149 279.2 72.1 521.0
150 281.9 72.1 521.0
151 279.2 72.1 521.0
152 281.9 72.1 521.0
153 162.5 130.3 817.5
154 162.5 130.3 817.5
155 163.8 130.3 817.5
156 163.8 130.3 817.5
157 207.9 101.2 669.3
158 207.9 101.2 669.3
159 210.6 101.2 669.3
160 210.6 101.2 669.3
161 258.1 72.1 521.0
162 260.8 72.1 521.0
163 258.1 72.1 521.0
164 260.8 72.1 521.0
63
Document No. :
Job No.
1922
43+790/DN-02

Date:SEP' 20
Structure: Rev:
Monica H Singh R0
Calculation of Transverse Reinforcement :
Minimum Dia. = 1/4* largest bar dia of longitudinal bars = 8 mm

say 10 mm
Spacing of Trans. = 12*dia. of smallest bar of main reinforcement = 384 mm

R/F Min. = the Least dimension of the column = 1500 mm
of (3) = 200mm = 150 mm
Design of Pile for Shear (ULS) at :
Net Shear Acts at critical section = 130.3 t
Dia. of section = 150 cm

Radius of section = 75 cm
Modular ratio = 10
Vertical Load = 0.00 t
Bending Moment = 817.53 tm
Effective Cover = 10.1 cm
2
Ast.provided = 385.84 cm
N.A.assumed = 47.64 cm 0.00
 = 137.15 deg
= 2.39 rad
Ar = 4819.87 cm2
C = 139.64 cm
c.g. = 47.07 cm
Ixx = 759157.09 cm4
Aeff. = 8292.46 cm2
e = 8.18E+09 (Min e=30)
e' = 27.36
e - e' = 8.18E+09
Ieff = 1.25E+07
Dist. Of N.A. = 0.00
27.36 27.36
Design Shear Stress at Critical Seaction = 1.571 N/mm2

o.k.
Permissible Shear Stress at =21.8 = 0.155*v1*fck N/mm2
= 2.888 N/mm2
v1 = 0.6(1-fck/310) = 0.53
64

Document No. :
Job No.
1922
43+790/DN-01

Date:SEP'
Gorakhpur Link Expressway Package -1 (KM 0+000 to KM By- By-
20
45+000)
Rev:
Structure:
Monica H Singh R0

OASYS OUTPUT FOR PILE DIA 1.5M
Key
2.18% reinf orcement
Analysis Case 1
Reference Point
Neutral Axis
C Compression Side
Governing Node or Bar
C
z
Se c tio n 1 - ULS Stre ng th R e s ults
Section 1 Details
2.18% reinforcement in section 1 (Section 1). Check this against code requirements.
ULS Cases Analysed

Name Section Loading Prestress
Factor
ULS Case 1 1 : L1 1.000
Section 1
ULS Case 2 1 : L2 1.000
Section 1
ULS Case 3 1 : L3 1.000
Section 1
65

Document No. :
Job No.
1922
43+790/DN-01

Date:SEP'
20
45+000)
Rev:
Structure:
Monica H Singh R0

Strength Analysis - Loads
Case N Myy Mzz M θ
[kN] [kNm] [kNm] [kNm] [°]
1 1524. 8175. 0.0 8175. 0.0
2 2079. 6693. 0.0 6693. 0.0
3 3000. 4701. 0.0 4701. 0.0
Strength Analysis - Summary

Governing conditions are defined as:
A - reinforcing steel tension strain limit
B - concrete compression strain limit
Effective centroid is reported relative to the reference point.
Case Eff. Eff. N M Mu M/Mu Governing Neutral Neutral

Centroid Centroid Condition Axis Axis
(y) (z) Angle Depth
[kN] [kNm] [kNm] [°] [mm]
1 3.020E-6 4.260E-6 1524. 8175. 9447. 0.8654 B: Node 1 0.0 523.7
2 3.014E-6 4.280E-6 2079. 6693. 9582. 0.6985 B: Node 1 0.0 539.0
3 3.006E-6 4.314E-6 3000. 4701. 9767. 0.4813 B: Node 1 0.0 562.7
Strength Analysis - Details

Case Moment Description N M Warning
Angle
[°] [kN] [kNm]
13.82 Max. compressive strain 42460. 356.0E-6
174.2 Max. tensile strain -18460. 479.6E-6
1 0.0 Axial strength at M 23960. 8175.

Initial yield 1525. 7235.
Balanced yield 13220. 10230.
Bending strength at N=0 0.0 9044.


Strain Planes at ULS Strength
66

Document No. :
Job No.
1922
43+790/DN-01

Date:SEP'
20
45+000)
Rev:
Structure:
Monica H Singh R0

Related to Reference Point
Case Strain Plane εax κyy κzz

[-] [/m] [/m]
1 Reinforcement -0.001521 0.006684 -9.605E-12
User Creep/Shrinkage 0.0 0.0 0.0
Total (Concrete) -0.001521 0.006684 -9.605E-12
2 Reinforcement -0.001378 0.006494 -13.49E-12

Total (Concrete) -0.001378 0.006494 -13.49E-12
3 Reinforcement -0.001173 0.006220 1.213E-12

Total (Concrete) -0.001173 0.006220 1.213E-12
Section Material Stresses/Strains at ULS Strength

Case Point Coordinates Notes
y z Strain Stress
[mm] [mm] [-] [N/mm²]
1 1 0.0 751.3 0.003500 15.63
1 2 106.9 743.6 0.003449 15.63
1 3 211.7 720.8 0.003297 15.63
1 4 312.1 683.4 0.003046 15.63
1 5 406.2 632.0 0.002703 15.63
1 6 492.0 567.8 0.002274 15.63
1 7 567.8 492.0 0.001767 15.42
1 8 632.0 406.2 0.001193 13.09
1 9 683.4 312.1 564.6E-6 7.581
1 10 720.8 211.7 -106.7E-6 0.0
1 11 743.6 106.9 -806.7E-6 0.0
1 12 751.3 -122.4E-6 -0.001521 0.0
1 13 743.6 -106.9 -0.002236 0.0
1 14 720.8 -211.7 -0.002936 0.0
1 15 683.4 -312.1 -0.003607 0.0
1 16 632.0 -406.2 -0.004236 0.0
1 17 567.8 -492.0 -0.004810 0.0
1 18 492.0 -567.8 -0.005316 0.0
1 19 406.2 -632.0 -0.005746 0.0
1 20 312.1 -683.4 -0.006089 0.0
1 21 211.7 -720.8 -0.006339 0.0
1 22 106.9 -743.6 -0.006492 0.0
1 23 -244.8E-6 -751.3 -0.006543 0.0
1 24 -106.9 -743.6 -0.006492 0.0
1 25 -211.7 -720.8 -0.006339 0.0
1 26 -312.1 -683.4 -0.006089 0.0
1 27 -406.2 -632.0 -0.005746 0.0
1 28 -492.0 -567.8 -0.005316 0.0
1 29 -567.8 -492.0 -0.004810 0.0
1 30 -632.0 -406.2 -0.004236 0.0
1 31 -683.4 -312.1 -0.003607 0.0
1 32 -720.8 -211.7 -0.002936 0.0
1 33 -743.6 -106.9 -0.002236 0.0
67

Document No. :
Job No.
1922
43+790/DN-01

Date:SEP'
20
45+000)
Rev:
Structure:
Monica H Singh R0

1 34 -751.3 367.2E-6 -0.001521 0.0
1 35 -743.6 106.9 -806.7E-6 0.0
1 36 -720.8 211.7 -106.7E-6 0.0
1 37 -683.4 312.1 564.6E-6 7.581
1 38 -632.0 406.2 0.001193 13.09
1 39 -567.8 492.0 0.001767 15.42
1 40 -492.0 567.8 0.002274 15.63
1 41 -406.2 632.0 0.002703 15.63
1 42 -312.1 683.4 0.003046 15.63
1 43 -211.7 720.8 0.003297 15.63
1 44 -106.9 743.6 0.003449 15.63
2 1 0.0 751.3 0.003500 15.63

2 2 106.9 743.6 0.003450 15.63
2 3 211.7 720.8 0.003302 15.63
2 4 312.1 683.4 0.003059 15.63
2 5 406.2 632.0 0.002726 15.63
2 6 492.0 567.8 0.002308 15.63
2 7 567.8 492.0 0.001816 15.50
2 8 632.0 406.2 0.001259 13.49
2 9 683.4 312.1 648.1E-6 8.491
2 10 720.8 211.7 -4.036E-6 0.0
2 11 743.6 106.9 -684.2E-6 0.0
2 12 751.3 -122.4E-6 -0.001378 0.0
2 13 743.6 -106.9 -0.002073 0.0
2 14 720.8 -211.7 -0.002753 0.0
2 15 683.4 -312.1 -0.003405 0.0
2 16 632.0 -406.2 -0.004016 0.0
2 17 567.8 -492.0 -0.004573 0.0
2 18 492.0 -567.8 -0.005065 0.0
2 19 406.2 -632.0 -0.005482 0.0
2 20 312.1 -683.4 -0.005816 0.0
2 21 211.7 -720.8 -0.006059 0.0
2 22 106.9 -743.6 -0.006207 0.0
2 23 -244.8E-6 -751.3 -0.006257 0.0
2 24 -106.9 -743.6 -0.006207 0.0
2 25 -211.7 -720.8 -0.006059 0.0
2 26 -312.1 -683.4 -0.005816 0.0
2 27 -406.2 -632.0 -0.005482 0.0
2 28 -492.0 -567.8 -0.005065 0.0
2 29 -567.8 -492.0 -0.004573 0.0
2 30 -632.0 -406.2 -0.004016 0.0
2 31 -683.4 -312.1 -0.003405 0.0
2 32 -720.8 -211.7 -0.002753 0.0
2 33 -743.6 -106.9 -0.002073 0.0
2 34 -751.3 367.2E-6 -0.001378 0.0
2 35 -743.6 106.9 -684.2E-6 0.0
2 36 -720.8 211.7 -4.034E-6 0.0
2 37 -683.4 312.1 648.1E-6 8.491
2 38 -632.0 406.2 0.001259 13.49
2 39 -567.8 492.0 0.001816 15.50
2 40 -492.0 567.8 0.002308 15.63
2 41 -406.2 632.0 0.002726 15.63
2 42 -312.1 683.4 0.003059 15.63
2 43 -211.7 720.8 0.003302 15.63
2 44 -106.9 743.6 0.003450 15.63
68

Document No. :
Job No.
1922
43+790/DN-01

Date:SEP'
20
45+000)
Rev:
Structure:
Monica H Singh R0

3 1 0.0 751.3 0.003500 15.63
3 2 106.9 743.6 0.003452 15.63
3 3 211.7 720.8 0.003311 15.63
3 4 312.1 683.4 0.003078 15.63
3 5 406.2 632.0 0.002758 15.63
3 6 492.0 567.8 0.002359 15.63
3 7 567.8 492.0 0.001887 15.58
3 8 632.0 406.2 0.001353 14.00
3 9 683.4 312.1 768.2E-6 9.703
3 10 720.8 211.7 143.5E-6 2.163
3 11 743.6 106.9 -508.0E-6 0.0
3 12 751.3 -122.4E-6 -0.001173 0.0
3 13 743.6 -106.9 -0.001838 0.0
3 14 720.8 -211.7 -0.002490 0.0
3 15 683.4 -312.1 -0.003114 0.0
3 16 632.0 -406.2 -0.003699 0.0
3 17 567.8 -492.0 -0.004233 0.0
3 18 492.0 -567.8 -0.004705 0.0
3 19 406.2 -632.0 -0.005104 0.0
3 20 312.1 -683.4 -0.005424 0.0
3 21 211.7 -720.8 -0.005657 0.0
3 22 106.9 -743.6 -0.005798 0.0
3 23 -244.8E-6 -751.3 -0.005846 0.0
3 24 -106.9 -743.6 -0.005798 0.0
3 25 -211.7 -720.8 -0.005657 0.0
3 26 -312.1 -683.4 -0.005424 0.0
3 27 -406.2 -632.0 -0.005104 0.0
3 28 -492.0 -567.8 -0.004705 0.0
3 29 -567.8 -492.0 -0.004233 0.0
3 30 -632.0 -406.2 -0.003699 0.0
3 31 -683.4 -312.1 -0.003114 0.0
3 32 -720.8 -211.7 -0.002490 0.0
3 33 -743.6 -106.9 -0.001838 0.0
3 34 -751.3 367.2E-6 -0.001173 0.0
3 35 -743.6 106.9 -508.0E-6 0.0
3 36 -720.8 211.7 143.5E-6 2.163
3 37 -683.4 312.1 768.2E-6 9.703
3 38 -632.0 406.2 0.001353 14.00
3 39 -567.8 492.0 0.001887 15.58
3 40 -492.0 567.8 0.002359 15.63
3 41 -406.2 632.0 0.002758 15.63
3 42 -312.1 683.4 0.003078 15.63
3 43 -211.7 720.8 0.003311 15.63
3 44 -106.9 743.6 0.003452 15.63
Reinforcement Stresses/Strains at ULS Strength

Case Bar Coordinates Notes
y z Strain Stress
[mm] [mm] [-] [N/mm²]
1 1 -16.00 633.0 0.002709 478.3 FE550D
1 2 16.00 633.0 0.002709 478.3 FE550D
1 3 148.4 615.6 0.002593 478.3 FE550D
1 4 179.3 607.3 0.002538 478.3 FE550D
1 5 302.6 556.2 0.002196 439.2 FE550D
1 6 330.4 540.2 0.002089 417.8 FE550D
69

Document No. :
Job No.
1922
43+790/DN-01

Date:SEP'
20
45+000)
Rev:
Structure:
Monica H Singh R0

1 7 436.3 458.9 0.001546 309.2 FE550D
1 8 458.9 436.3 0.001395 278.9 FE550D
1 9 540.2 330.4 686.7E-6 137.3 FE550D
1 10 556.2 302.6 501.5E-6 100.3 FE550D
1 11 607.3 179.3 -323.0E-6 -64.60 FE550D
1 12 615.6 148.4 -529.6E-6 -105.9 FE550D
1 13 633.0 16.00 -0.001414 -282.9 FE550D
1 14 633.0 -16.00 -0.001628 -325.7 FE550D
1 15 615.6 -148.4 -0.002513 -478.3 FE550D
1 16 607.3 -179.3 -0.002720 -478.3 FE550D
1 17 556.2 -302.6 -0.003544 -478.3 FE550D
1 18 540.2 -330.4 -0.003729 -478.3 FE550D
1 19 458.9 -436.3 -0.004437 -478.3 FE550D
1 20 436.3 -458.9 -0.004589 -478.3 FE550D
1 21 330.4 -540.2 -0.005132 -478.3 FE550D
1 22 302.6 -556.2 -0.005239 -478.3 FE550D
1 23 179.3 -607.3 -0.005580 -478.3 FE550D
1 24 148.4 -615.6 -0.005636 -478.3 FE550D
1 25 16.00 -633.0 -0.005752 -478.3 FE550D
1 26 -16.00 -633.0 -0.005752 -478.3 FE550D
1 27 -148.4 -615.6 -0.005636 -478.3 FE550D
1 28 -179.3 -607.3 -0.005580 -478.3 FE550D
1 29 -302.6 -556.2 -0.005239 -478.3 FE550D
1 30 -330.4 -540.2 -0.005132 -478.3 FE550D
1 31 -436.3 -458.9 -0.004589 -478.3 FE550D
1 32 -458.9 -436.3 -0.004437 -478.3 FE550D
1 33 -540.2 -330.4 -0.003729 -478.3 FE550D
1 34 -556.2 -302.6 -0.003544 -478.3 FE550D
1 35 -607.3 -179.3 -0.002720 -478.3 FE550D
1 36 -615.6 -148.4 -0.002513 -478.3 FE550D
1 37 -633.0 -16.00 -0.001628 -325.7 FE550D
1 38 -633.0 16.00 -0.001414 -282.9 FE550D
1 39 -615.6 148.4 -529.6E-6 -105.9 FE550D
1 40 -607.3 179.3 -323.0E-6 -64.60 FE550D
1 41 -556.2 302.6 501.5E-6 100.3 FE550D
1 42 -540.2 330.4 686.7E-6 137.3 FE550D
1 43 -458.9 436.3 0.001395 278.9 FE550D
1 44 -436.3 458.9 0.001546 309.2 FE550D
1 45 -330.4 540.2 0.002089 417.8 FE550D
1 46 -302.6 556.2 0.002196 439.2 FE550D
1 47 -179.3 607.3 0.002538 478.3 FE550D
1 48 -148.4 615.6 0.002593 478.3 FE550D
2 1 -16.00 633.0 0.002732 478.3 FE550D

2 2 16.00 633.0 0.002732 478.3 FE550D
2 3 148.4 615.6 0.002619 478.3 FE550D
2 4 179.3 607.3 0.002565 478.3 FE550D
2 5 302.6 556.2 0.002233 446.6 FE550D
2 6 330.4 540.2 0.002129 425.9 FE550D
2 7 436.3 458.9 0.001602 320.3 FE550D
2 8 458.9 436.3 0.001455 290.9 FE550D
2 9 540.2 330.4 766.7E-6 153.3 FE550D
2 10 556.2 302.6 586.8E-6 117.4 FE550D
2 11 607.3 179.3 -214.2E-6 -42.85 FE550D
2 12 615.6 148.4 -415.0E-6 -82.99 FE550D
2 13 633.0 16.00 -0.001275 -254.9 FE550D
2 14 633.0 -16.00 -0.001482 -296.5 FE550D
70

Document No. :
Job No.
1922
43+790/DN-01

Date:SEP'
20
45+000)
Rev:
Structure:
Monica H Singh R0

2 15 615.6 -148.4 -0.002342 -468.4 FE550D
2 16 607.3 -179.3 -0.002543 -478.3 FE550D
2 17 556.2 -302.6 -0.003344 -478.3 FE550D
2 18 540.2 -330.4 -0.003524 -478.3 FE550D
2 19 458.9 -436.3 -0.004211 -478.3 FE550D
2 20 436.3 -458.9 -0.004358 -478.3 FE550D
2 21 330.4 -540.2 -0.004886 -478.3 FE550D
2 22 302.6 -556.2 -0.004990 -478.3 FE550D
2 23 179.3 -607.3 -0.005322 -478.3 FE550D
2 24 148.4 -615.6 -0.005376 -478.3 FE550D
2 25 16.00 -633.0 -0.005489 -478.3 FE550D
2 26 -16.00 -633.0 -0.005489 -478.3 FE550D
2 27 -148.4 -615.6 -0.005376 -478.3 FE550D
2 28 -179.3 -607.3 -0.005322 -478.3 FE550D
2 29 -302.6 -556.2 -0.004990 -478.3 FE550D
2 30 -330.4 -540.2 -0.004886 -478.3 FE550D
2 31 -436.3 -458.9 -0.004358 -478.3 FE550D
2 32 -458.9 -436.3 -0.004211 -478.3 FE550D
2 33 -540.2 -330.4 -0.003524 -478.3 FE550D
2 34 -556.2 -302.6 -0.003344 -478.3 FE550D
2 35 -607.3 -179.3 -0.002543 -478.3 FE550D
2 36 -615.6 -148.4 -0.002342 -468.4 FE550D
2 37 -633.0 -16.00 -0.001482 -296.5 FE550D
2 38 -633.0 16.00 -0.001275 -254.9 FE550D
2 39 -615.6 148.4 -415.0E-6 -82.99 FE550D
2 40 -607.3 179.3 -214.2E-6 -42.85 FE550D
2 41 -556.2 302.6 586.8E-6 117.4 FE550D
2 42 -540.2 330.4 766.7E-6 153.3 FE550D
2 43 -458.9 436.3 0.001455 290.9 FE550D
2 44 -436.3 458.9 0.001602 320.3 FE550D
2 45 -330.4 540.2 0.002129 425.9 FE550D
2 46 -302.6 556.2 0.002233 446.6 FE550D
2 47 -179.3 607.3 0.002565 478.3 FE550D
2 48 -148.4 615.6 0.002619 478.3 FE550D
3 1 -16.00 633.0 0.002764 478.3 FE550D

3 2 16.00 633.0 0.002764 478.3 FE550D
3 3 148.4 615.6 0.002656 478.3 FE550D
3 4 179.3 607.3 0.002604 478.3 FE550D
3 5 302.6 556.2 0.002287 457.3 FE550D
3 6 330.4 540.2 0.002187 437.4 FE550D
3 7 436.3 458.9 0.001681 336.3 FE550D
3 8 458.9 436.3 0.001541 308.1 FE550D
3 9 540.2 330.4 881.8E-6 176.4 FE550D
3 10 556.2 302.6 709.5E-6 141.9 FE550D
3 11 607.3 179.3 -57.82E-6 -11.56 FE550D
3 12 615.6 148.4 -250.1E-6 -50.02 FE550D
3 13 633.0 16.00 -0.001073 -214.7 FE550D
3 14 633.0 -16.00 -0.001273 -254.5 FE550D
3 15 615.6 -148.4 -0.002096 -419.2 FE550D
3 16 607.3 -179.3 -0.002288 -457.6 FE550D
3 17 556.2 -302.6 -0.003055 -478.3 FE550D
3 18 540.2 -330.4 -0.003228 -478.3 FE550D
3 19 458.9 -436.3 -0.003887 -478.3 FE550D
3 20 436.3 -458.9 -0.004027 -478.3 FE550D
3 21 330.4 -540.2 -0.004533 -478.3 FE550D
3 22 302.6 -556.2 -0.004633 -478.3 FE550D
71

Document No. :
Job No.
1922
43+790/DN-01

Date:SEP'
20
45+000)
Rev:
Structure:
Monica H Singh R0

3 23 179.3 -607.3 -0.004950 -478.3 FE550D
3 24 148.4 -615.6 -0.005002 -478.3 FE550D
3 25 16.00 -633.0 -0.005110 -478.3 FE550D
3 26 -16.00 -633.0 -0.005110 -478.3 FE550D
3 27 -148.4 -615.6 -0.005002 -478.3 FE550D
3 28 -179.3 -607.3 -0.004950 -478.3 FE550D
3 29 -302.6 -556.2 -0.004633 -478.3 FE550D
3 30 -330.4 -540.2 -0.004533 -478.3 FE550D
3 31 -436.3 -458.9 -0.004027 -478.3 FE550D
3 32 -458.9 -436.3 -0.003887 -478.3 FE550D
3 33 -540.2 -330.4 -0.003228 -478.3 FE550D
3 34 -556.2 -302.6 -0.003055 -478.3 FE550D
3 35 -607.3 -179.3 -0.002288 -457.6 FE550D
3 36 -615.6 -148.4 -0.002096 -419.2 FE550D
3 37 -633.0 -16.00 -0.001273 -254.5 FE550D
3 38 -633.0 16.00 -0.001073 -214.7 FE550D
3 39 -615.6 148.4 -250.1E-6 -50.01 FE550D
3 40 -607.3 179.3 -57.81E-6 -11.56 FE550D
3 41 -556.2 302.6 709.5E-6 141.9 FE550D
3 42 -540.2 330.4 881.8E-6 176.4 FE550D
3 43 -458.9 436.3 0.001541 308.1 FE550D
3 44 -436.3 458.9 0.001681 336.3 FE550D
3 45 -330.4 540.2 0.002187 437.4 FE550D
3 46 -302.6 556.2 0.002287 457.3 FE550D
3 47 -179.3 607.3 0.002604 478.3 FE550D
3 48 -148.4 615.6 0.002656 478.3 FE550D
72

Date:SEP' 20
Structure: Rev:
Monica H Singh
Summary of Stress in Pile in SLS (Rare Combination)

Diameter of Section, D = 150 cm
Radius of Section, R = 75 cm
Modular ratio, m = 9.375
Effective Cover = 10.1 cm
Ast Provided = 385.84 cm2
Permissible Stress in Concrete = 168 kg/cm2
Permissible Stress in Steel = 4400 kg/cm2
For Minimum Vertical Load and Corresponding Moment
Minimum Actual Stress in

Horz. Fixed End Stress in
Load Load on Maximum N.A Dist. Of Dist. Of R-N.A Concrete
Force/Pile Moment  (deg) Ar C C.G Ixx Aeff. e e' e - e' Ieff Check Steel
Case No. Pile Moment (assum.) N.A. N.A-e' (assum.)
(t) (t-m) (kg/cm2)
(t) (t-m) (kg/cm2)
201 218.8 49.1 320.9 320.9 58.22 154.08 6334 146 41 1493459 9565 147 27 119 11912873 10.4 16.8 16.8 0 128 1680
202 214.0 47.5 313.4 313.4 58.24 154.11 6336 146 41 1495133 9568 146 27 119 11913180 10.4 16.8 16.8 0 125 1640
203 212.4 47.5 313.4 313.4 58.14 153.95 6322 146 41 1486571 9553 148 27 120 11911618 10.4 16.9 16.9 0 125 1645
204 211.9 47.3 312.7 312.7 58.14 153.95 6322 146 41 1486574 9553 148 27 120 11911618 10.4 16.9 16.9 0 124 1641
205 209.2 47.3 312.7 312.7 57.97 153.69 6298 146 41 1472385 9529 150 27 122 11909072 10.2 17.0 17.0 0 124 1649
206 222.9 48.5 318.2 318.2 58.57 154.62 6385 146 41 1523749 9616 143 27 116 11918544 10.7 16.4 16.4 0 127 1649
211 205.5 49.1 320.9 320.9 57.44 152.86 6220 146 42 1427660 9452 156 27 129 11901402 9.8 17.6 17.6 0 128 1720
212 200.7 47.5 313.4 313.4 57.44 152.86 6220 146 42 1427714 9452 156 27 129 11901411 9.8 17.6 17.6 0 125 1679
213 199.0 47.5 313.4 313.4 57.34 152.70 6206 146 42 1419543 9438 157 27 130 11900068 9.7 17.7 17.7 0 125 1684
214 198.6 47.3 312.7 312.7 57.34 152.70 6206 146 42 1419407 9437 157 27 130 11900046 9.7 17.7 17.7 0 125 1681
215 195.8 47.3 312.7 312.7 57.18 152.44 6182 146 42 1405867 9414 160 27 132 11897862 9.5 17.8 17.8 0 125 1689
216 209.6 48.5 318.2 318.2 57.78 153.39 6270 146 41 1456048 9501 152 27 125 11906207 10.1 17.2 17.2 0 127 1688
73

Date:SEP' 20
Structure: Rev:
Monica H Singh
For Maximum Vertical Load and Corresponding Moment
Maximum Actual Stress in

Horz. Fixed End Stress in
Load Load on Maximum N.A Dist. Of Dist. Of R-N.A Concrete
Force/Pile Moment  (deg) Ar C C.G Ixx Aeff. e e' e - e' Ieff Check Steel
Case No. Pile Moment (assum.) N.A. N.A-e' (assum.)
(t) (t-m) (kg/cm2)
(t) (t-m) (kg/cm2)
201 232.3 49.1 320.9 320.9 59.01 155.31 6449 147 41 1562595 9681 138 27 111 11926172 11.1 16.0 16.0 0 128 1641
202 235.9 47.5 313.4 313.4 59.56 156.18 6530 147 40 1612204 9762 133 27 106 11936485 11.5 15.4 15.4 0 125 1576
203 233.9 47.5 313.4 313.4 59.44 155.98 6512 147 40 1601076 9744 134 27 107 11934116 11.4 15.6 15.6 0 125 1582
204 232.8 47.3 312.7 312.7 59.40 155.93 6507 147 40 1598127 9739 134 27 107 11933494 11.4 15.6 15.6 0 124 1580
205 229.5 47.3 312.7 312.7 59.20 155.61 6477 147 41 1579748 9709 136 27 109 11929666 11.3 15.8 15.8 0 124 1589
206 227.2 48.5 318.2 318.2 58.82 155.02 6422 146 41 1545861 9653 140 27 113 11922838 10.9 16.2 16.2 0 127 1636
211 238.1 49.1 320.9 320.9 59.36 155.86 6501 147 40 1593914 9732 135 27 108 11932609 11.4 15.6 15.6 0 128 1623
212 245.6 47.5 313.4 313.4 60.16 157.11 6618 147 40 1667159 9850 128 27 101 11948642 12.0 14.8 14.8 0 125 1548
213 243.6 47.5 313.4 313.4 60.03 156.92 6600 147 40 1655648 9831 129 27 102 11946032 11.9 15.0 15.0 0 125 1553
214 242.5 47.3 312.7 312.7 60.00 156.87 6595 147 40 1652715 9827 129 27 102 11945373 11.9 15.0 15.0 0 124 1552
215 239.2 47.3 312.7 312.7 59.80 156.54 6565 147 40 1633702 9796 131 27 104 11941150 11.7 15.2 15.2 0 124 1561
216 236.9 48.5 318.2 318.2 59.40 155.93 6507 147 40 1597713 9738 134 27 107 11933407 11.4 15.6 15.6 0 127 1608
74
Document No. :
Job No.
1922
43+790/DN-02

Structure: Rev:
Monica H Singh
STAAD INPUT FILE FOR BENDING COEFFICIENT CALCULATION

(NORMAL CASE)
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 18-Aug-20
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER MTON
JOINT COORDINATES
1 0 0 0; 2 0 -1 0; 3 0 -2 0; 4 0 -3 0; 5 0 -4 0; 6 0 -5 0; 7 0 -6 0; 8 0 -7 0;
9 0 -8 0; 10 0 -9 0; 11 0 -10 0; 12 0 -11 0; 13 0 -12 0; 14 0 -13 0;
15 0 -14 0; 16 0 -15 0; 17 0 -16 0; 18 0 -17 0; 19 0 -18 0; 20 0 -19 0;
21 0 -20 0; 22 0 -21 0; 23 0 -22 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11;
11 11 12; 12 12 13; 13 13 14; 14 14 15; 15 15 16; 16 16 17; 17 17 18; 18 18 19;
19 19 20; 20 20 21; 21 21 22; 22 22 23;
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.21467e+006
POISSON 0.17
DENSITY 2.5
ALPHA 1e-005
DAMP 0.05
ISOTROPIC M35DUMMY
E 3.262e+006
POISSON 0.17
DENSITY 0
ALPHA 1.2e-005
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 2812.28
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TO 22 PRIS YD 1.5
CONSTANTS
MATERIAL M35DUMMY ALL
75
Document No. :
Job No.
1922
43+790/DN-02

Structure: Rev:
Monica H Singh
SUPPORTS
1 FIXED BUT FY KFX 308.2 KFZ 308.2
2 FIXED BUT FY MZ MX MY KFX 285.4 KFZ 285.4
23 FIXED BUT MZ MX MY KFX 21456.1 KFZ 21456.1
***
LOAD 1 LOADTYPE None TITLE 1T LOAD
JOINT LOAD
1 FX 1
LOAD 2 LOADTYPE None TITLE SURCHARGE
**SURCHARGE PRESSURE DUE TO BACKIFILL=10.4*2.0*0.256*1.5=7.98T/M
**HEIGHT OF ABUTMENT = 10.40 M
**Ka = 0.256
**UNIT WT OF SOIL = 2.0 T/M3
**DIA OF PILE = 1.5M
MEMBER LOAD
1 TO 22 UNI GX 7.98
PERFORM ANALYSIS
FINISH
76
Document No. :
Job No.
1922
43+790/DN-02

Structure: Rev:
Monica H Singh
STAAD INPUT FILE FOR BENDING COEFFICIENT CALCULATION

(SEISMIC CASE)
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 18-Aug-20
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER MTON
JOINT COORDINATES
1 0 0 0; 2 0 -1 0; 3 0 -2 0; 4 0 -3 0; 5 0 -4 0; 6 0 -5 0; 7 0 -6 0; 8 0 -7 0;
9 0 -8 0; 10 0 -9 0; 11 0 -10 0; 12 0 -11 0; 13 0 -12 0; 14 0 -13 0;
15 0 -14 0; 16 0 -15 0; 17 0 -16 0; 18 0 -17 0; 19 0 -18 0; 20 0 -19 0;
21 0 -20 0; 22 0 -21 0; 23 0 -22 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11;
11 11 12; 12 12 13; 13 13 14; 14 14 15; 15 15 16; 16 16 17; 17 17 18; 18 18 19;
19 19 20; 20 20 21; 21 21 22; 22 22 23;
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.21467e+006
POISSON 0.17
DENSITY 2.5
ALPHA 1e-005
DAMP 0.05
ISOTROPIC M35DUMMY
E 3.262e+006
POISSON 0.17
DENSITY 0
ALPHA 1.2e-005
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 2812.28
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TO 22 PRIS YD 1.5
CONSTANTS
MATERIAL M35DUMMY ALL
77
Document No. :
Job No.
1922
43+790/DN-02

Structure: Rev:
Monica H Singh
SUPPORTS
1 FIXED BUT FY KFX 308.2 KFZ 308.2
*2 FIXED BUT FY MZ MX MY KFX 285.4 KFZ 285.4
23 FIXED BUT MZ MX MY KFX 21456.1 KFZ 21456.1
***
LOAD 1 LOADTYPE None TITLE 1T LOAD
JOINT LOAD
1 FX 1
LOAD 2 LOADTYPE None TITLE SURCHARGE
**SURCHARGE PRESSURE DUE TO BACKIFILL=10.4*2.0*0.256*1.5=7.98T/M
**HEIGHT OF ABUTMENT = 10.40 M
**Ka = 0.256
**UNIT WT OF SOIL = 2.0 T/M3
**DIA OF PILE = 1.5M
MEMBER LOAD
1 TO 22 UNI GX 7.98
LOAD 3 LOADTYPE None TITLE SEISMIC FORCE
MEMBER LOAD
1 TO 22 UNI GX 1.107
PERFORM ANALYSIS
FINISH
78
Document No. :
Job No.
43+790/DN-02 1922
Structure: Rev:
Monica H Singh
Calculation of Stiffness : For B.M Coefficient
Spring at K (t/m) =
N nh (t/m3) Z (m) dl (m)
node nhxZxdl
1 9.0 120.0 2.568 1.0 308.2

2 7.0 80.0 3.568 1.0 285.4
3 7.0 80.0 4.568 1.0 365.4
4 8.0 100.0 5.568 1.0 556.8
5 11.0 154.4 6.568 1.0 1014.1
6 11.0 154.4 7.568 1.0 1168.5
7 11.0 154.4 8.568 1.0 1322.9
8 12.0 168.8 9.568 1.0 1615.1
9 12.0 168.8 10.568 1.0 1783.9
10 14.0 197.6 11.568 1.0 2285.8
11 15.0 212.0 12.568 1.0 2664.4
12 15.0 212.0 13.568 1.0 2876.4
13 18.0 255.2 14.568 1.0 3717.8
14 18.0 255.2 15.568 1.0 3973.0
15 18.0 255.2 16.568 1.0 4228.2
16 19.0 269.6 17.568 1.0 4736.3
17 19.0 269.6 18.568 1.0 5005.9
18 19.0 269.6 19.568 1.0 5275.5
19 19.0 269.6 20.568 1.0 5545.1
20 19.0 269.6 21.568 1.0 5814.7
21 19.0 269.6 22.568 1.0 6084.3
22 40.0 733.3 23.568 1.0 17283.2
23 43.0 873.3 24.568 1.0 21456.1
79

Abutment & Pile FDN MCW FOR MNB 43+790 - Fixed 03.09.2020 PDF

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DESIGN OF SUBSTRUCTURE & PILE

FOUNDATION FOR MINOR BRIDGE AT

Project: Prepared Checked Date:SEP'

2. BASIC DESIGN DATA

4. LOAD COMBINATION FOR PILE REACTION CHECK

5. LOAD COMBINATION FOR DESIGN OF PILE AND PILECAP

Project: Prepared Checked Date:SEP'

Design of Pile foundation

Pile data considered for design of pile foundation are as follows

Project: Prepared Checked Date:SEP'

BASIC DATA OF ABUTMENT

Formation Level 10.400 m

RL at which DL seismic force along trans. direction acts 9.420 m

Length of Dirt Wall 17.500 m

Length of pedestal (by taking 4 nos 0.9m width) 3.600 m

Length of Trans. Seismic Arrester 1.000 m

Length of Long. Seismic Arrester 0.850 m

Project: Prepared Checked Date:SEP'

Length of Foundation 17.500 m

Density of concrete 2.500 t/m3

Properties of Soil : (For Dirt wall, Cap / Screen Wall)

 =tan-1(ah/(1+av)) 4.3 degree

Properties of Soil : (For Inclined Stem)

 =tan-1(ah/(1+av)) 4.3 degree

Project: Prepared Checked Date:SEP'

Steel grade Fe 550

Zone Factor (Z) 0.16

Width of Toe = 4.180 m

Project: Prepared Checked

0.3 0.925 0.800 2.61

4 0.800 4.55 HFL 10.4

6 0.800 2.57 FGL

0.8 2.25 FDN TOP

*All dimensions and levels are in Metre.

Project: Prepared Checked Date:SEP'

DEAD LOAD & SIDL CALCULATION

Span of PSC Beam Superstructure = 23.2 m (Center to Center of Bearing)

Width of PSC Beam Superstructure = 17.5 m

0.525 m 3.60 m 3.60 m 3.60 m 3.60 m 0.525 m

LOAD OF LONGITUDINAL GIRDER :

C/S at varying portion = 0.711 m2

Length of Mid Section = 14.2 m

Length of Varying Section = 7.0 m

Length of End Section = 1.6 m

Wt of One Girder = {(0.628*14.2)+(0.711*7)+(0.794*1.6)}*2.5

Total Wt. Of Girder = 190 t

LOAD OF Parmanenet Shuttering:

Thicknes of permanent shuttering = 0.075 m

Project: Prepared Checked Date:SEP'

DEAD LOAD & SIDL CALCULATION

LOAD OF DECK SLAB AT MID SPAN:

Thick. of deck slab at mid span = 0.240 m

Width Of Deck Slab = 17.5 m

Wt of Deck Slab at mid span = (0.24*17.5*23.2*2.5)

0.80m 3.50m 14.20m

LOAD OF DECK SLAB AT CANTILEVER PORTION (ABUTMENT ONE SIDE):

Thickness of Deck Slab = 0.50m

Wt of Deck Slab = (0.5*17.5*0.9*2.5)

Wt of One Girder = {(0.62814.2)+(0.7117)+(0.7941.6)}2.5

Wt of Deck Slab at mid span = (0.2417.523.2*2.5)

Wt of Deck Slab = (0.517.50.9*2.5)

Wt of Deck Slab = (0.517.50.9*2.5)

Wt of Int. Cross Girder = ((1(0.80.314.40)-(0.628-(0.8250.51125))0.35))*2.5

Wt of End Cross Girder = 2(((2.1181250.715.45)-(0.794-(0.8250.825))0.75))*2.5

Superimposed dead load from Crash-Barrier= (0.85252) = 42.5 t 0

Superimposed dead load from Wearing Coat = (0.216.525) = 82.5 t 0

Superimposed dead load from Footpath = (1.50.32.5*25) = 0.0 t 0

Footpath Live Load = (0.50.00000125) = 0.0 t 0