Signature Not

Verified
Digitally signed by
INDRAJEET VERMA
Date: 2025.05.27
12:26:28 IST
Reason: IREPS-CRIS
Location: New Delhi
NAME OF WORK: GEOTECHNICAL INVESTIGATION AND DESIGNING OF
STRUCTURES FOR REWA-SIDHI-SINGRAULI NEW B.G
RAILWAY LINE PROJECT.

WEST CENTRAL RAILWAY

GEOTECHNICAL INVESTIGATION REPORT

MINOR BRIDGE BR.NO.89 AT CH: 138+000 km

SUBMITTED TO,
Dy. Chief Engineer (Const.)
West Central Railway,
Sidhi, MP

RAJESH
KUMAR GUPTA
AVINAS Digitally signed Digitally signed
Digitally signed by
RAJESH KUMAR GUPTA H
by AVINASH
KUMAR ABLISH by ABLISH
KUMAR
Date: 2025.05.24
Date: 2025.05.24
15:21:50 +05'30' KUMAR 15:22:24 +05'30' KUMAR Date:
2025.05.26
14:02:43 +05'30'
Project Name Geotechnical Investigation and Designing of Structures for Rewa Sidhi
Singrauli New B.G Line. Part A: Engineering Survey for Technical
Investigation and Designing of Structure (Tunnels, Viaduct, Bridges,
Buildings etc.) in Connection with Sidhi Singrauli New BG Rail Line Project
which mainly includes i) Hydrological Survey, Waterway Calculation,
Geotech Investigation for bridges, ii) Geological Mapping, Geo Physical
Survey, Seismic refraction Survey etc. for Tunnel & Viaducts, iii) Geo
Technical Investigations for formation, iv) Planning and Design of Bridges,
Viaducts & other structures and v) Preparation of Various Plans, Drawings,
Detail Cost estimate, EIA Study and other ancillary works etc.
Part B: Design & Drawings including Proof Checking of Major Bridges and
ROBs between Kms 20.15 to 88.75 in the Govindgarh Sidhi section.
Doc No. BICPL/WCR/GT/138+000KM Date of Issue 17/07/2024
Geotechnical investigation report for Minor Bridge at CH: 138+000 between
Doc Title Sidhi-Singrauli section in connection with Rewa-Sidhi-Singrauli new B.G
rail line project.
Date of
Rev Changes Prepared Reviewed
Issue/ Description Approved by
No made by by
Revision
Saurabh Mr. Ranjith
R0 17/07/2024 Mr. Vijay Ingole
Singh Soman

Prepared by Name: Saurabh Singh Signature

Reviewed by Name: Mr. Vijay Ingole Signature

Approved by Name: Mr. Ranjith Soman Signature

 BORELOG SHEET

DAILY DRILLING PROGRESS REPORT

Name of project: Rewa - Sidhi - Singrauli New B.G Line Project
Name of client: West Central Railway
Name of contractor: Beaver Infra Consultants Pvt Ltd
CO-ORDINATE: N - 2689922 E - 629217 RL: 263.765 m LOCATION : NAUDHIYA VIRAN VILLAGE BH-01 CHAINAGE: 138/000 WT- m

Time Depth Thickness SAMPLE & TEST IN SITU Remarks

Net
Depth of Cumulative of Soil Soil/Rock
Boring Stop Working
Date Boring on Depth of Lithology Stratum classificatio Depth from Total Core Core Core
Due to Hours on Starting Ending SPT 15/30/45
Starting Ending date (m) Boring (m) and n ground Type Length (in Recovery Length RQD %
date (m) (m) (N) Value
legend surface (m) cm) % >=0.1 m

0.00 1.50 CI 1.50 SPT 10/12/13,N=25 NIL NIL NIL NIL

Greyish to brownish, very
Borehole 6 Hours
04-07-2024 9:00 AM 4:00 PM 1.50 3.00 5.00 5.00 stiff to hard silty clay with fine CI 3.00 SPT 13/14/15,N=29 NIL NIL NIL NIL
terminated 30 Min.
to coarse sandy soil
3.00 5.00 CI 5.00 SPT 15/17/20,N=37 NIL NIL NIL NIL
 LAB TEST RESULT

Laboratory Test Result for Soil Sample

Name of Project : Rewa ,Sidhi & Singrauli New B.G Line Project
Client: W.C. Railway
Submitted By: M/s Beaver Infra Consultants Pvt Ltd

Atterberg Limit Grain Size Analysis Shear Parameter

Moisture Bulk Specific Lithology Soil Classification

Sr. Chainage in Dry Densty Plastic Plasticity Angle of Consolidation
Location BH NO Depth in (M) Content Density Liquid Gravity Cohesion ('c') 2
No (M) (gm/cc) Limit Index (IP) Gravel (G) Sand (S) Silt (M) Clay (F) Friction Cm /Sec
Wo (%) (gm/cc) limit (WL) (Go) Kg/cm
2
(%) (WP) (%) (%) (Ø) degree

1 0.00-1.50 25.13 1.52 1.90 48.71 24.21 24.51 2.56 0.00 18.20 50.97 30.83 0.700 14.08 -- CI
Greyish to brownish, very stiff
2 Sahuar Village 138000 M 1 1.50-3.00 25.45 1.49 1.87 43.68 23.64 20.04 2.55 0.00 18.58 51.20 30.22 0.680 18.67 -- to hard silty clay with fine to CI
coarse sandy soil
3 3.00-5.00 24.68 1.47 1.83 45.77 24.52 21.26 2.53 0.00 18.97 51.00 30.03 0.640 20.00 -- CI
 Geotechnical Test Results for Soil Samples
DETERMINATION OF BULK DENSITY OF SOIL

Avg. 6. Bulk
Avg. dia. Volume of Weight of
Chainage in length of density of
Sl No Location BH No Depth of sample sample, in sample, in
M sample sample, in
in cm Cm3 gm
in cm gm/Cm3

Sampling Date:- 04-07-2024 Testing Date:- 04-07-2024

1 0.00-1.50 7.15 3.50 68.79 130.70 1.90
2 Sahuar Village 138000 M 1 1.50-3.00 7.26 3.50 69.85 130.62 1.87
3 3.00-5.00 7.23 3.50 69.56 127.30 1.83

Geotechnical Test Results for Soil Samples

DETERMINATION OF WATER CONTENT IS : 2720 (Part 2) -1973

Wt. of Wt. of Wt. of Water content,

Wt. of Wt. of dry
Container container container moisture in %, w =
SL. No. Location Chainage BH No. Depth container soil (W3-W1),
number and wet soil and dry soil (W2-W3), (W2-W3)*
W1, in gm in gm
W2, in gm W3, in gm in gm 100/(W3-W1)

Sampling Date 07-07-2024 Testing Date 10-07-2024

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12)
1 0.00-1.50 7 14.90 31.48 28.15 13.25 3.33 25.13
2 Sahuar Village 138000 M 1 1.50-3.00 12 23.59 41.88 38.17 14.58 3.71 25.45
3 3.00-5.00 5 19.90 41.47 37.20 17.30 4.27 24.68
 Geotechnical Test Results for Soil Samples
DETERMINATION OF SP. GRAVITY OF SOIL IS : 2720 (Part 3) -1973

Wt. of density
Wt. of empty Wt. of density Wt. of density
Bottle bottle + soil Sp. Gravity= (2-
Sl No Location Chainage BH No Depth density bottle bottle + soil bottle + full of
no sample + water 1)/(4-1)-(3-2)
gm (1) sample gm (2) water gm (4)
gm (3)

Sampling Date:- 07-07-2024 Testing Date:- 10-07-2024

1 0.00-1.50 2 45.36 62.35 155.21 144.86 2.56
2 Sahuar Village 138000 M 1 1.50-3.00 1 37.18 54.43 147.17 136.68 2.55
3 3.00-5.00 3 46.08 63.39 155.73 145.26 2.53
 GRAIN SIZE ANALYSIS

GRAIN SIZE ANALYSIS OF PARTICAL SIZE IN BETWEEN 10 mm AND 1- MICRON (Wet/Dry Sieving) IS : 2720
(Part 4) -1985

Wt of partial
sample taken for 51 gm Chainage- 138000 M BH- 1 Depth in m: 1.50
analysis-

Location - Sahuar Village Sampling Date- 07-07-2024 Testing Date- 13-07-2024

Clasifications IS Sieve Wt. of Soil Cum mass of Percentage Soil passing

retained in gm soil retained of soil as percentage
in gm retained %
10.000 0.00 0.00 0.00 100.00
Gravel
4.750 0.00 0.00 0.00 100.00
2.000 0.00 0.00 0.00 100.00
Sand 0.425 2.09 2.09 4.10 95.90
0.075 7.19 9.28 18.20 81.80
Silt 0.002 25.99 35.28 69.17 30.83
Clay 0.001 15.72 51.00 100.00 0.00

CLAY AND SILT Gravel

Grain Size Distribution Curve
120.00
110.00 100.00 100.00 100.00
95.90
Percentage of weight of soil passing

100.00
90.00 81.80
80.00
70.00
60.00
50.00
40.00 30.83
30.00
20.00
10.00 0.00
0.00
0.001 0.010 0.100 1.000 10.000 100.000
Grain Size (mm)

Gravel (Retain on 4.75 mm) = 0.00 %

Sand (Passing on 4.75 and retain on 0.075 mm) = 18.20 %
Silt (From 0.075>silt>=0.002 mm) = 50.97 %
Clay (clay < 0.002 ) = 30.83 %
 GRAIN SIZE ANALYSIS OF PARTICAL SIZE IN BETWEEN 10 mm AND 1- MICRON (Wet/Dry Sieving) IS : 2720
(Part 4) -1985

Wt of partial
sample taken for 50.47 gm Chainage- 138000 M BH- 1 Depth in m: 3.00
analysis-

Location - Sahuar Village Sampling Date- 07-07-2024 Testing Date- 13-07-2024

Clasifications IS Sieve Wt. of Soil Cum mass of Percentage Soil passing

retained in gm soil retained of soil as percentage
in gm retained %
10.000 0.00 0.00 0.00 100.00
Gravel
4.750 0.00 0.00 0.00 100.00
2.000 0.00 0.00 0.00 100.00
Sand 0.425 2.14 2.14 4.25 95.75
0.075 7.23 9.38 18.58 81.42
Silt 0.002 25.84 35.22 69.78 30.22
Clay 0.001 15.25 50.47 100.00 0.00

CLAY AND SILT Gravel

Grain Size Distribution Curve
120.00
110.00 100.00 100.00 100.00
95.75
Percentage of weight of soil passing

100.00
90.00 81.42
80.00
70.00
60.00
50.00
40.00 30.22
30.00
20.00
10.00 0.00
0.00
0.001 0.010 0.100 1.000 10.000 100.000
Grain Size (mm)

Gravel (Retain on 4.75 mm) = 0.00 %

Sand (Passing on 4.75 and retain on 0.075 mm) = 18.58 %
Silt (From 0.075>silt>=0.002 mm) = 51.20 %
Clay (clay < 0.002 ) = 30.22 %
 GRAIN SIZE ANALYSIS OF PARTICAL SIZE IN BETWEEN 10 mm AND 1- MICRON (Wet/Dry Sieving) IS : 2720
(Part 4) -1985

Wt of partial
sample taken for 50.55 gm Chainage- 138000 M BH- 1 Depth in m: 5.00
analysis-

Location - Sahuar Village Sampling Date- 07-07-2024 Testing Date- 13-07-2024

Clasifications IS Sieve Wt. of Soil Cum mass of Percentage Soil passing

retained in gm soil retained of soil as percentage
in gm retained %
10.000 0.00 0.00 0.00 100.00
Gravel
4.750 0.00 0.00 0.00 100.00
2.000 0.00 0.00 0.00 100.00
Sand 0.425 2.21 2.21 4.38 95.62
0.075 7.38 9.59 18.97 81.03
Silt 0.002 25.78 35.37 69.97 30.03
Clay 0.001 15.18 50.55 100.00 0.00

CLAY AND SILT Gravel

Grain Size Distribution Curve
120.00
110.00 100.00 100.00 100.00
95.62
Percentage of weight of soil passing

100.00
90.00 81.03
80.00
70.00
60.00
50.00
40.00 30.03
30.00
20.00
10.00 0.00
0.00
0.001 0.010 0.100 1.000 10.000 100.000
Grain Size (mm)

Gravel (Retain on 4.75 mm) = 0.00 %

Sand (Passing on 4.75 and retain on 0.075 mm) = 18.97 %
Silt (From 0.075>silt>=0.002 mm) = 51.00 %
Clay (clay < 0.002 ) = 30.03 %
 Triaxial Shear Test As Per IS : 2720 Part -11 1993
Location- Sahuar Village Chainage- 138000 M Sampling Date:- 07-07-2024 Date of testing:- 15-07-2024
BH- 1 Depth- 1.5 m

2 2 Deviator stress
σ3 (kg/cm ) σ1 (kg/cm ) Radius σavg
at failure
0.5 2.58 1.04 1.54 2.08
1 3.41 1.205 2.205 2.41
1.5 4.22 1.36 2.86 2.72

Shear strength chart

1.8
y = 0.2508x + 0.701
1.6

1.4
Shear stress in Kg/cm2

1.2

0.8

0.6

0.4

0.2

0
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5

Normal stress in Kg/cm2

0 0.701 Cohesion In Kg/cm2 0.7

4 1.704246327 Friction angle in Degree 14.08

Triaxial Shear Test As Per IS : 2720 Part -11 1993

Location- Sahuar Village Chainage- 138000 M Sampling Date:- 07-07-2024 Date of testing:- 15-07-2024
BH- 1 Depth- 3m

2 2 Deviator stress
σ3 (kg/cm ) σ1 (kg/cm ) Radius σavg
at failure
0.5 2.82 1.16 1.66 2.32
1 3.78 1.39 2.39 2.78
1.5 4.75 1.625 3.125 3.25

Shear strength chart

2.5

2 y = 0.3379x + 0.681
Shear stress in Kg/cm2

1.5

0.5

0
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5

Normal stress in Kg/cm2

0 0.681 Cohesion In Kg/cm2 0.68

4 2.032591367 Friction angle in Degree 18.67
 Triaxial Shear Test As Per IS : 2720 Part -11 1993
Location- Sahuar Village Chainage- 138000 M Sampling Date:- 07-07-2024 Date of testing:- 15-07-2024
BH- 1 Depth- 5m

2 2 Deviator stress
σ3 (kg/cm ) σ1 (kg/cm ) Radius σavg
at failure
0.5 2.81 1.155 1.655 2.31
1 3.82 1.41 2.41 2.82
1.5 4.84 1.67 3.17 3.34

Shear strength chart

2.5

y = 0.364x + 0.644
2
Shear stress in Kg/cm2

1.5

0.5

0
0 1 2 3 4 5 6

Normal stress in Kg/cm2

0 0.644 Cohesion In Kg/cm2 0.64

4 2.099880937 Friction angle in Degree 20.00
 DETERMINATION OF LIQUID LIMIT AND PLASTIC LIMIT IS : 2720 (Part 5) - 1985

Sahuar
Location : Chainage :138000 M BH : 1 Depth in M: 1.50
Village

Sampling Date: 07-07-2024 Date of testing: 15-07-2024

LIQUID LIMIT PLASTIC LIMIT
Determination Number 1 2 3 4 1 2
Number of drops 34 29 24 18
Container number 1 2 3 4 0 5 6
Wt. of container + wet soil, gm 37.47 30.50 27.99 26.82 28.16 22.61
Wt. of container + oven dry soil, gm
33.73 26.97 23.74 23.08 26.52 21.00
weight of water, gm 3.74 3.53 4.25 3.74 1.64 1.61
Weight of container, gm 25.65 19.55 15.07 15.69 19.9 14.19
weight of oven dry soil, gm 8.08 7.42 8.67 7.39 6.62 6.81
Moister content, % 46.29 47.57 49.02 50.61 24.77 23.64
Liquid limit at 25 no of drops: 48.71 Plastic limit: 24.205

Liquid Limit Graph y = -0.2718x + 55.508 Plasticity Chart

51.00 60
50.50
50
50.00 CL
CI CH
Moisture Content in %

Plasticity Index
49.50 40
49.00
30
48.50
48.00 20
MH-OH
47.50
10
47.00 MI-OI
CL-ML
ML-OL
46.50 0
46.00
0 10 20 30 40 50 60 70 80 90 100
1 10 100 Lquid Limit
No of Blow s

Soil Clasification CI
 DETERMINATION OF LIQUID LIMIT AND PLASTIC LIMIT IS : 2720 (Part 5) - 1985

Sahuar
Location : Chainage :138000 M BH : 1 Depth in M: 3.00
Village

Sampling Date: 07-07-2024 Date of testing: 15-07-2024

LIQUID LIMIT PLASTIC LIMIT
Determination Number 1 2 3 4 1 2
Number of drops 30 23 19 15
Container number 7 8 9 10 0 11 12
Wt. of container + wet soil, gm 26.21 37.29 26.64 28.20 23.60 31.39
Wt. of container + oven dry soil, gm
22.84 33.48 22.92 24.42 22.13 29.87
weight of water, gm 3.37 3.81 3.72 3.78 1.47 1.52
Weight of container, gm 14.90 24.86 14.68 16.22 15.76 23.59
weight of oven dry soil, gm 7.94 8.62 8.24 8.20 6.37 6.28
Moister content, % 42.44 44.20 45.15 46.10 23.08 24.20
Liquid limit at 25 no of drops: 43.68 Plastic limit: 23.64

Liquid Limit Graph y = -0.2441x + 49.781 Plasticity Chart

46.50 60
46.00
50
45.50 CL
CI CH

Plasticity Index
40
Moisture Content in %

45.00

44.50 30

44.00 20
MH-OH
43.50
10
MI-OI
43.00 CL-ML
ML-OL
0
42.50 0 10 20 30 40 50 60 70 80 90 100
42.00 Lquid Limit
1 10 100
No of Blow s
Soil Clasification CI
 DETERMINATION OF LIQUID LIMIT AND PLASTIC LIMIT IS : 2720 (Part 5) - 1985

Sahuar
Location : Chainage :138000 M BH : 1 Depth in M: 5.00
Village

Sampling Date: 07-07-2024 Date of testing: 15-07-2024

LIQUID LIMIT PLASTIC LIMIT
Determination Number 1 2 3 4 1 2
Number of drops 34 28 22 16
Container number 13 14 15 16 0 17 18
Wt. of container + wet soil, gm 37.70 34.85 28.20 30.77 26.25 25.33
Wt. of container + oven dry soil, gm
33.80 31.19 24.24 27.03 24.77 23.72
weight of water, gm 3.90 3.66 3.96 3.74 1.48 1.61
Weight of container, gm 24.85 23.06 15.72 19.24 18.6 17.29
weight of oven dry soil, gm 8.95 8.13 8.52 7.79 6.17 6.43
Moister content, % 43.58 45.02 46.48 48.01 23.99 25.04
Liquid limit at 25 no of drops: 45.77 Plastic limit: 24.515

Liquid Limit Graph y = -0.2458x + 51.918 Plasticity Chart

49.00 60

48.00 50
CL
CI CH

Plasticity Index
40
Moisture Content in %

47.00
30
46.00
20
MH-OH
45.00
10
MI-OI
CL-ML
ML-OL
44.00 0
0 10 20 30 40 50 60 70 80 90 100
43.00 Lquid Limit
1 10 100
No of Blow s
Soil Clasification CI
 CALCULATION OF SILT FACTOR AS PER Appendix-1 IRC 78-2014
Location:- Sahuar Chainage in M:-
BH No:- 1 Depth in M:- 1.50
Village 138000
Greyish to brownish, very
Sampling Date:- 07-07- Testing Date:- 13-
stiff to hard silty clay with
2024 07-2024
fine to coarse sandy soil
2
Cohesion (C) in Kg/cm 0.7 F= 1.50 for φ > 100 and < 150
Internal angle of friction
14.08 F= 1.75 for φ > 50 and < 100
(φ) in degree
F= 1.50 F= 2.00 for φ < 50
Silt Factor Ksf=F(1+√C) 2.75499004
 Summary of Shallow Foundation Capacity

Safe Bearing Allowable Safe

Capacity Bearing
Sr. No. BH No. Depth (m) Remarks
(T/m2) Capacity(T/m2)

1 1.50 20.216 20.00 As Per IS 6403

2 01 3.00 27.37 27.00 As Per IS 6403

3 5.00 32.14 32.00 As Per IS 6403

 CALCULATION OF SETTLEM ENT FOR SHALLOW FOUNDATION

M INOR BRIDGE
Borehole No. = BH-01 Type of Structure =
AT CH-138000

Determination of Settlement For Shallow Foundation

(As per IS 8009 Part-I)

A.Input Data

Bulk Unit weight ,ϒbulk = 1.9 T/m³

Depth of Foundation,Df = 1.5m

Width of footing,B = 5m

Length of footing = 10m

Poisson ratio(µ1) = 0.50

Shape of Foundation = Rectangle

L/B = 2

Influence Factor (If ) = 1.24

Net Base Pressure, P = 0.29 Kg/cm²

 Mid depth
Youngs
From layer below (ΔP) C Mvc Si Sc St
Layers To (m) 2 2 SPT, N Modulus 2 λ
(m) Thick founding (kg/cm ) (kg/cm ) 2 (cm /kg) cm cm cm
(kg/cm )
level (m)

0.00 1.50

1.50 3.00 1.50 2.25 0.163 0.68 29.00 140.800 0.007 0.70 0.539 0.120 0.66

3.00 4.50 1.50 3.75 0.121 0.64 37.00 166.400 0.005 0.70 0.337 0.063 0.40

4.50 5.00 0.50 4.75 0.101 0.64 37.00 166.400 0.005 0.70 0.282 0.018 0.30

Total 1.158 0.201 1.359

Hence Settlement = 1.359 cm

= 13.59mm

Permisible Settlement as per IS 1904 Table No.01 = 25mm

= Hence OK
 CALCULATION OF SETTLEM ENT FOR SHALLOW FOUNDATION

M INOR BRIDGE
Borehole No. = BH-01 Type of Structure =
AT CH-138000

Determination of Settlement For Shallow Foundation

(As per IS 8009 Part-I)

A.Input Data

Bulk Unit weight ,ϒbulk = 1.87 T/m³

Depth of Foundation,Df = 3m

Width of footing,B = 5m

Length of footing = 10m

Poisson ratio(µ1) = 0.50

Shape of Foundation = Rectangle

L/B = 2

Influence Factor (If ) = 1.24

Net Base Pressure, P = 0.56 Kg/cm²

 Mid depth
Youngs
From layer below (ΔP) C Mvc Si Sc St
Layers To (m) 2 2 SPT, N Modulus 2 λ
(m) Thick founding (kg/cm ) (kg/cm ) 2 (cm /kg) cm cm cm
(kg/cm )
level (m)

1.50 3.00

3.00 4.50 1.50 3.75 0.233 0.68 29.00 140.800 0.007 0.70 0.769 0.171 0.94

4.50 5.00 0.50 4.75 0.195 0.64 37.00 166.400 0.005 0.70 0.544 0.034 0.58

Total 1.313 0.205 1.518

Hence Settlement = 1.518 cm

= 15.18mm

Permisible Settlement as per IS 1904 Table No.01 = 25mm

= Hence OK
 CALCULATION OF SETTLEM ENT FOR SHALLOW FOUNDATION

M INOR BRIDGE
Borehole No. = BH-01 Type of Structure =
AT CH-138000

Determination of Settlement For Shallow Foundation

(As per IS 8009 Part-I)

A.Input Data

Bulk Unit weight ,ϒbulk = 1.83 T/m³

Depth of Foundation,Df = 5m

Width of footing,B = 5m

Length of footing = 10m

Poisson ratio(µ1) = 0.50

Shape of Foundation = Rectangle

L/B = 2

Influence Factor (If ) = 1.24

Net Base Pressure, P = 0.92 Kg/cm²

 Mid depth
Youngs
From layer below (ΔP) C Mvc Si Sc St
Layers To (m) 2 2 SPT, N Modulus 2 λ
(m) Thick founding (kg/cm ) (kg/cm ) 2 (cm /kg) cm cm cm
(kg/cm )
level (m)

3.00 4.50

4.50 5.00 0.50 0.25 0.855 0.64 37.00 288.000 0.005 0.70 1.380 0.150 1.53

Total 1.380 0.150 1.530

Hence Settlement = 1.53 cm

= 15.3mm

Permisible Settlement as per IS 1904 Table No.01 = 25mm

= Hence OK

Digitally signed
RAJESH byKUMAR
RAJESH
Digitally signed
Date:
GUPTA
KUMAR 2025.05.24 AVINAS by AVINASH
KUMAR
ABLIS Digitally
signed by

GUPTA 15:27:14 H Date:

2025.05.24
H ABLISH
KUMAR
+05'30'
KUMAR 15:27:35 KUMA Date:
2025.05.26
+05'30'
R 14:03:30
+05'30'
Name of Work: - “Geotechnical Investigation and Designing of Structures for Rewa -
Sidhi - Singrauli New B.G Line. i) Hydrological Survey, Waterway Calculation, Geo Tech
Investigation for bridges, ii) Geological Mapping, Geo Physical Survey, Seismic refraction
Survey etc. for Tunnel & Viaducts, iii) Geo - Technical Investigations for formation, iv)
Planning and Design of Bridges, Viaducts & other structures and v) Preparation of Various
Plans, Drawings, Detail Cost estimate, EIA Study and other ancillary works etc. Part B :-
Design & Drawings including Proof Checking of Major Bridges and ROBs between Kms
20.15 to 88.75 in Govindgarh- Sidhi section.”.

DATE: 05th May 2024

SUBMITTED TO:
WEST CENTRAL RAILWAY
(CONSTRUCTION)
REWA-SIDHI

HYDRAULIC DESIGN REPORT FOR BRIDGE NO. 89 AT CH: 138000M.

MINOR BRIDGE

Digitally

RAJESH signed by
RAJESH AVINA byKUMAR
Digitally signed
AVINASH Digitally signed
KUMAR KUMAR GUPTA ABLISH byKUMAR
ABLISH
Date:
SH Date:
KUMA Date:
GUPTA 2025.05.24 2025.05.24
15:30:01
+05'30' KUMAR 15:30:46
+05'30' R
2025.05.26
14:04:07
+05'30'

Design Consultant

BEAVER Infra Consultants Pvt Ltd 1

 Statement of Confidentiality
This document is confidential and proprietary

BEAVER Infra Consultants Pvt. Ltd

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 HYDROLOGICAL DESIGN REPORT

“Geotechnical Investigation and Designing of Structures for Rewa - Sidhi - Singrauli

New B.G Line. i) Hydrological Survey, Waterway Calculation, Geo Tech
Investigation for bridges, ii) Geological Mapping, Geo Physical Survey, Seismic
refraction Survey etc. for Tunnel & Viaducts, iii) Geo - Technical Investigations for
Project Name
formation, iv) Planning and Design of Bridges, Viaducts & other structures and v)
Preparation of Various Plans, Drawings, Detail Cost estimate, EIA Study and other
ancillary works etc. Part B :- Design & Drawings including Proof Checking of Major
Bridges and ROBs between Kms 20.15 to 88.75 in Govindgarh- Sidhi section. ”.
BICPL/WCR/SIDHI-SINGRAULI/2024/BR.
Doc No. Date of Issue 05.05.2024
NO.89 AT CH:138000/R-1

Doc Title Hydraulic design report for Bridge No. 89 at CH: 138000m.

Date of
Rev
Issue/ Description Changes made Prepared Reviewed Approved
No
Revision
Dibyendu Ranjith
R0 05.05.2024 First Issue NIL Pritam Das
Singha Soman

Prepared by Name: Pritam Das

Reviewed by Name: Dibyendu Singha

Approved by Name: Ranjith Soman

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 HYDROLOGICAL DESIGN REPORT

TABLE OF CONTENTS
TABLE OF CONTENTS ................................................................................................................... 4

LIST OF FIGURES ........................................................................................................................... 5

LIST OF TABLES ............................................................................................................................. 5

1. INTRODUCTION ....................................................................................................................... 7

1.1 General ............................................................................................................................................ 7

1.2 Scope of report ................................................................................................................................ 7

1.3 Codes and Standards...................................................................................................................... 7

1.3.1 Codes for design ................................................................................................................... 7

1.3.2 Software’s used .................................................................................................................... 8

2. HYDROLOGICAL STUDIES FOR BRIDGE NO. 89 AT CH: 138000M .......................... 10

2.1 Geography Conditions ................................................................................................................. 10

2.2 Design objectives........................................................................................................................... 10

3. HYDROLOGICAL DESIGN OF DRAINAGE SYSTEM .................................................... 12

3.1 General .......................................................................................................................................... 12

3.2 Data requirement for bridges design .......................................................................................... 12

3.2.1 Rainfall .......................................................................................................................................... 12

3.2.2 Catchment area............................................................................................................................. 12

3.2.3 Declination of catchment area ..................................................................................................... 13

4. BRIDGE DISCHARGE CALCULATION ............................................................................. 15

4.1 Rational Method ........................................................................................................................... 15

4.1.1 Area of catchment (A) .................................................................................................................. 15

4.1.2 Run-off coefficient (c) ................................................................................................................... 15

4.1.3 Intensity of rainfall (I) .................................................................................................................. 16

4.2 Design Check................................................................................................................................. 17

5. SUMMARY ............................................................................................................................... 19

5.1 Bridge discharge calculations. ..................................................................................................... 19

ANNEXURE-1:................................................................................................................................. 26

Discharge Calculation ...................................................................................................................... 26

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LIST OF FIGURES
Figure 1: Catchment area in GIS (0.029 sqkm) and Stream length ............................................ 21
Figure 2: Google earth showing catchment area ........................................................................... 22
Figure 3: Google earth showing stream length .............................................................................. 23
Figure 4: Sone basin 50 year 24 hour rainfall ............................................................................... 24

LIST OF TABLES
Table 1 Bridges Details .................................................................................................................... 10

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 CHAPTER-1
INTRODUCTION

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 1. INTRODUCTION
1.1 General

M/s Beaver Infra Consultants Pvt. Ltd. Has been appointed as a consultant by the Chief
Engineering, West Central Railway for “Geotechnical Investigation and Designing of Structures
for Rewa - Sidhi - Singrauli New B.G Line. Part A :- Engineering Survey for Technical
Investigation and Designing of Structure (Tunnels, Viaduct, Bridges, Buildings etc.) in
Connection with Sidhi-Singrauli New BG Rail Line Project which mainly includes i)
Hydrological Survey, Waterway Calculation, Geo Tech Investigation for bridges, ii) Geological
Mapping, Geo Physical Survey, Seismic refraction Survey etc. for Tunnel & Viaducts, iii) Geo -
Technical Investigations for formation, iv) Planning and Design of Bridges, Viaducts & other
structures and v) Preparation of Various Plans, Drawings, Detail Cost estimate, EIA Study and
other ancillary works etc. Part B:- Design & Drawings including Proof Checking of Major Bridges
and ROBs between Kms 20.15 to 88.75 in Govindgarh- Sidhi section.

The detailed hydrology study of following is mentioned in this report;

1) The hydrology report for Bridge No. 89 at CH 138000m.

2) The project area receives maximum rain during monsoon, particularly in the months of June to
September. The annual rainfall in Rewa-Sidhi and surrounding project area is getting maximum
24 hours rainfall of 320 mm.

1.2 Scope of report

The scope of the report is to analyse the hydrological conditions and rainfall conditions of the
overall project area and the rainwater catchment area of entire project area also studied. The
objective of the present report is to provide the peak discharge for Bridge No. 89 at CH 138000m.

1.3 Codes and Standards

The design of drainage system is done in accordance with the reference codes and standards, to
meet or exceed the specified performance. Latest editions of following reference codes and
standards along with amendments wherever applicable will be used.

1.3.1 Codes for design

• RBF-16: Flood Estimation Method Report.

• IRS – foundation substructure code.

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1.3.2 Software’s used

1) Global mapper for identification of catchment area & stream line.

2) AutoCad software has been used to fine tuning the contour drawing.
3) Google Earth software has been used to identify the location & elevation of the
ground surface.

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 CHAPTER-2
HYDROLOGICAL STUDIES FOR
BRIDGES

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 2. HYDROLOGICAL STUDIES FOR BRIDGE NO. 89 AT CH: 138000M
2.1 Geography Conditions
The most prominent being Sone river, which flows through the very heart of Sidhi district. All
other rivers passing through the district are actually tributaries. Names of these tributaries are
Gopad Banas River and Mahan River. These tributary rivers hold immense importance for tourism
sector and some of which have become tourist spot. After the detailed hydrological studies and
climate studies the following Bridge No. 89 at CH: 138000m. Bridges are proposed to existing
bridges. Physiographic parameters of various structure sites have been assessed based on Google
earth map and Auto cad software. Inputs in the study include the field surveys data, geotechnical
investigations, and information gathered during field visit, the following structures are proposed.
Table 1 Bridges Details

Bridge no Types Chainage (m) Bridge span Remarks

Minor
89 138000 1 x 2m x 2m RCC Box
Bridge

Latitude- 24°19.024'N Longitude- 82°16.405'E

2.2 Design objectives

The primary objective of bridge design is to provide free movement of flood water or rain
water from the surrounding catchment area and locations without disturbing the movement
of trains and goods. The drainage system is designed to collect storm water run-off from the
surrounding areas, convey it along and through the right-of-way, and discharge it to an
infiltration system for ground water recharging and balance into a receiving body without
causing adverse site impacts.

The following design factor considered in design of bridge structure;

i. The bridge structures are planned considering the slope of the embankment.

ii. The bridges planned considering the ground levels, slope of the ground, valley and
ridges.
iii. The bridges planned considering the flood discharge of the area.

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CHAPTER-3
HYDROLOGICAL DESIGN OF
DRAINAGE SYSTEM

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3. HYDROLOGICAL DESIGN OF DRAINAGE SYSTEM

3.1 General
Hydrological design of drainage system is the study and analyses of the physical characteristics
of catchment, intensity-duration characteristics of rainfall of different frequencies to arrive at a
suitable method of predicting design (peak) flood and it is a very important step prior to the
hydraulic design of bridges drainage system. Such analysis is necessary to determine the
magnitude of flow and the duration for which it would last. It includes the analysis of size and
shape of catchment area, topography, land use characteristics, natural storage, soil type, soil cover,
drainage pattern, rainfall intensity of the area, time of concentration and the peak flow.

3.2 Data requirement for bridges design

The data required for the hydrological design include point value and intensity of rainfall of the
area concerned, the catchment area characteristics viz. soil type, vegetation cover, land use
pattern.

3.2.1 Rainfall

The intensity rain fall data is main factor for affecting water catchment area. In bridge
design rainfall data main criteria so, first we need to find rainfall intensity at project area.
The proposed area comes under subzone 1(d) of Sone basin. The project area will be
located at the Sidhi districts, the annual rainfall for Sidhi and surrounded project area is
getting maximum 50 years 24 hours rainfall of 320 mm.

3.2.2 Catchment area

Response of a catchment (runoff) depends primarily on physical characteristics like slope,

soil type, vegetation cover, land use pattern and shape of the catchment. Soil type is a
major factor as erosion of soil may lead to gradual widening of culvert structures
eventually inviting unwarranted risk for the road section. The soil type, vegetation cover
is best ascertained from visual inspection (as effective catchment areas for roadside drains
are very small). In our project area mostly covered with steep rock cover so the chance of
erosion of soil very less. In this report catchment area have been assessed by using contour
map and site survey. The catchment area obtained from GIS is 0.029 km2.

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3.2.3 Declination of catchment area

a. Adjacent Land Runoff

Runoff from adjacent land depends on the topographical features of the area. It is,
therefore, necessary to gather information on natural or manmade ridge lines running along
the proposed road alignment. These ridges should be considered as boundary for defining
catchment area contributing to flow from the adjacent width of lands.
GIS is very useful in delineating catchment areas. The accuracy of manual delineation
increases in rolling to hilly terrain. Special care is required for delineating very small
catchments in flat terrains.
In this report we are using to collect the water catchment area and hydrological detail like
slope, stream length, natural ponds, reservoir etc. are taken from GIS & Google earth.

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CHAPTER-4
BRIDGE DISCHARGE CALCULATION

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4. BRIDGE DISCHARGE CALCULATION

Considering that the catchment areas for the bridges are relatively small, hence we are adopting the
Rational method for estimation of peak runoff (Q). The design calculation is elaborated below :

4.1 Rational Method

The rational method is appropriate for estimating peak discharges for small drainage areas of up
to about 25 sq. km. The idea behind the Rational Method is spatially and temporally uniform
critical rainfall intensity, which continues indefinitely. The runoff at the outlet of a catchment will
increase until the time of concentration tc, when the whole catchment is contributing flows to the
outlet. The peak runoff is given by the following expression,

Q= 𝟎. 𝟐𝟕𝟖 ∗ 𝐂 ∗ 𝐈 ∗ 𝐀 ( As per Modified Rational method from RBF-16)

Q = Maximum runoff for 50-year return period in cumecs

C = Run-off coefficient
I = Intensity of Rainfall, (mm/hours) lasting for tc hour duration.
A = Area of Catchment in sqsm

4.1.1 Area of catchment (A)

The water catchment area should be taken from following method,

a. Specifically, in this report GIS & Google earth is used for computing water catchment
area (A).
b. The water catchment area picked from ground surface based on sloping pattern of
contour level.

4.1.2 Run-off coefficient (c)

The value of C depends on nature of soil-cover and location of the catchment. The runoff
co-efficient "C" as per RDSO recommendation is 0.249 to 0.498. In bridges discharge
calculations, the runoff co-efficient value considers for 0.249 considering Sandy
soil/sandy loam/arid areas.

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4.1.3 Intensity of rainfall (I)

The intensity of rainfall (I) are taken from following formula,

R50 (tc)

I= (As per RBF-16.Clause no.2.1.3)

tc

I = Intensity of Rainfall, (mm/hours) lasting for t c hour duration.

R50 (tc) = 50 years rainfall with respective time of concentrations (tc).

tc = Concentration Time in hours

To find concentration time (tc) in hours following formula,

,

L3 0.345

tc = (As per RBF-16.Clause no.2.1.3)

H

Where,
tc = Concentration Time in hours.

L = the distance from the critical point to the structure in km.

H = the fall in level from the most remote point to structure in m.

To find 50 years rainfall with respective time of concentrations time R50 (tc) in hours
following formula,

R50 (tc) = K * R50 (1) (As per RBF-16.Clause no.2.1.3)

Where,
R50 (tc) = 50 years rainfall with respective time of concentrations (tc).
K = Rainfall durations co-efficient
R50 (1) = Maximum 1-hour rainfall for 50 years return period.

To find Rainfall durations co-efficient (K) in following formula

K = tc h ratio (As per RBF-16.Clause no.2.

1h ratio

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To take the ‘tc h ratio’ value and ‘1 h ratio’ value from RBF-16 report in figure no.4 with
respective project area rainfall subzone categories.
The value Rainfall coefficient (K) value and Maximum 1-hour rainfall for 50 years return
period R50 (1) value to put in R50 (tc) formula to get value the 50 years rainfall with
respective time of concentrations.
After finding the value of R50 (tc) and Time of concentrations value (tc) put in in Intensity of
Rainfall (I) to get the 50 years rainfall intensity (mm/hr) lasting for tc hour durations.

4.2 Design Check

During bridge discharge calculation When the provided bridge discharge (Q) value is achieved
above the Required discharge (peak run-off Q) the design will be considered safe and when the
provided bridges discharge (Q) value is achieved below the Required discharge (Peak run-off Q)
the design will be considered for unsafe and Bridge size need to be change.

The Detailed discharge calculations attached in Chapter 7.

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 CHAPTER-5
SUMMARY

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5. SUMMARY

5.1 Bridge discharge calculations.

As per detailed calculation provided in Annexure-1, provided maximum per day rainfall (320mm
per day) and catchment area of 0.029 km2. Compute design flood discharge is 0.99 m3/s. By
providing span of 1 x 2m x 2m the Calculated HFL found 264.215m and Vertical clearance
provided 1.40m.
Detailed discharge calculations are mentioned in Annexur-1.

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 CHAPTER-6
DRAWINGS

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 Latitude- 24°19.024'N and Longitude- 82°16.405'E

Figure 1: Catchment area in GIS (0.029 sqkm) and Stream length

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 HYDROLOGICAL DESIGN REPORT

Latitude- 24°19.024'N and Longitude- 82°16.405'E

Figure 2: Google earth showing catchment area

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 HYDROLOGICAL DESIGN REPORT

Latitude- 24°19.024'N and Longitude- 82°16.405'E

Figure 3: Google earth showing stream length

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 HYDROLOGICAL DESIGN REPORT

Latitude- 24°19.024'N and Longitude- 82°16.405'E

Figure 4: Sone basin 50 year 24 hour rainfall

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 CHAPTER-7
ANNEXURES

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 HYDROLOGICAL DESIGN REPORT

ANNEXURE-1:

Discharge Calculation

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 HYDROLOGICAL DESIGN REPORT

Discharge calculation

Estimation of design discharge in respe ct of Railway Bridge at CH 138000m of SIDHI -

SINGRAULI Project of West Central Railway

2
(i) Catchment area A= 0.029 Km
(ii) length of the longest stream course from source to the bridge site
L= 0.27 km
(iii) height of the farthest point above the point of interest along the river
H= 12.235 m (as per Toposheet) (276 - 263.765 )
(iv) soil Sandy soil/sandy loam/arid areas
(v) subzone 1(d)

Flood estimation for small catchment :area < 25 sq.km- RDSO report RBF 16
Q50 = 0.278 C.I50.A
Where, Q50 is the 50 year return flood(m3/sec), C = Runoff coefficient
A = Catchment area in sq km
I50 = 50 year rainfall intensity in mm/Hr = R50(tc)/tc
calculation: `

Ste p 1.
Calculation of time of concentration (in hr)
3 0.345
tc = (L /H) (from para 2.1.3 Bhatnagar's formula)
tc = ( 0.270^3/ 12 )^0.345
tc = 0.109 Hr.

Ste p 2.
Working out areal reduction factor for given catchment area and value of tc
F = 0.72 (for tc = 0.109 Hr., from table: value of F of para 2.1.1)

Ste p 3.
0.2
C = X (R.F) (- Sandy soil/sandy loam/arid areas )

Where
R is 50 year 24 Hour rainfall, 32 cm as read from Subzone 1(d) of sone Basin
F is the areal reduction factor read from table under para 2.1.1 for approximate value of tc as calculated below:
X = 0.249-0.498,depends on nature of soil and location ,
Here, X = 0.249 for Sandy soil/sandy loam/arid areas , From Para 2.1.1

C = 0.249(32 x 0.72)^0.2
= 0.466

Ste p 4.
Calculation of 50 years rainfall intensity in mm/Hr,lasting for tc hours durations
I = R50 (tc) / tc
Where R50 is worked out reffering to fig-4 of RDSO report RBF-16
(i) tc hr. ratio = 0.09 (from fig. 4)
(ii) 1 hr. ratio = 0.34 (from fig. 4)
(iii) K = 0.09/0.34
= 0.265

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(iv) (a) R50 (24hr.) = 320 mm

(R is 50 year 24 Hr. rainfall, 320mm as read from Subzone 1(d) of Sone Basin)
(b) R50(1hr.) = R50(24) x 1h to 24h rainfall ratio
= 320 x 0.34
= 108.8 mm
(c) R50(tc) = K x R50 (1)
= 0.265 x 108.8
= 28.832 mm
(v) I 50 = R50 (tc) / tc
= 28.832 / 0.109
= 264.52 mm/Hr.

Step 5. Design flood discharge

Q50 = 0.278 C.I50.A
= 0.278*0.466*264.52*0.029
3
= 0.99 m /Sec
Add 30% extra for catchment upto 500 Sq.Km. (para 310 of IR Bridge manual)
Qf = 0.99 + 30% *0.99
Qf = 1.287 m3/Sec

Type of span provided = 2m x 2 m

C/C of span = 2.35m
No of span decided = 1
Vertical clearance required for Q50 = 0.99 cumecs discharge as per IRS Substructure code
= 0.533 m
Approx Velocity of flow as per Clause 5.9.2.1.2 of IRS substructure code

V = (Qf2/140)1/6 Width of unobstructed water way

Width of obstructed water way
2.35
= (1.287^2/140)^1/6 x
2
= 0.561 m/s

S = 0.01
Mannings rugosity co-efficient, n = 0.055 From SP 13 for Clean, straight bank,
full stage, no rifts or deep pools

Total width of water way, B = 2.35 m

No of inner wall, N = 0
Effective width of inner wall, b = 0m
Effective width of outer wall, = 0.35 m
Effective width of water way, B' = 2.35-0x2x0-0.35
= 2m
Depth of flow = d
Cross section area of the river, A = B' x d
= 2d
Cross section area from Q50 = Q50/V
= 0.99/ 0.561
2
= 1.765 m
So depth of flow, d = 1.765/ 2
= 0.883 m

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Hydraulic radius, R = A/(B' + 2d)

= (2x0.883)/(2+2x0.883)
= 0.47 m
2/3 1/2
Actual velocity of flow = 1/n x R x S
= 1/0.055x 0.47 ^2/3 x0.01^1/2
= 1.1 m/s
Waterway area required for Q50 design discharge
= 0.99/ 1.1
2
= 0.900 m
Design depth of flow = 0.9/ 2
= 0.45 m
HFL at Q50 = Bed Level + depth of flow
= 263.765 + 0.45
= 264.215 m HFL as per discharge calculation
Vetrical clearance required = 0.6 m
Required min height of BOX = Depth of flow + VC
= 0.45 + 0.6
= 1.05 m
Vetrical clearance provided = Clear Height - Height of water
= 1.85 - 0.45
= 1.400 m
Free Board = Formation Level - HFL
= 273.801 - 264.215
= 9.586 m

Provide 1 span of 2m x 2m for the purpose of drainage.

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 HYDROLOGICAL DESIGN REPORT

Scour calculation for bridge at CH-138000m

HFL = 264.215 m LBL = 263.765 m

Width of BOX Wall = 0.35 m
Providing 1nos 3m clear span Box Culvert
C/C of Box wall = 1 x2.35 = 2.35 m
Clear linear water way provided
(as per cl.No.4.5.6 of IRS
Substructure & foundation = 2.35-0x2x0-0.35 = 2.00 m
Code)

Discharge, Q = 0.99 cumec

Increase over design discharge in % = 30 % As per IRS code for
substructure design-Cl.4.4
Design discharge for detection of scour depth = 1.287 cumec
qf = 0.644 cumec/m
Silt factor for representative sample of bed material
= 2.75 As per GT
obtained from scour zone, Ksf
Normal Scour Depth (D)
1/3
By Lacey's Theory (D1) = 0.473 x (Qfoundation / Ksf)
= 0.367
For Constriction :
𝑞
Maximum depth of scour,D2 = 1.338
K

= 0.712 m
Scour Depth, Dmax = Maximum (D1 , D2) = 0.712 m
Scour Level
For Box = (HFL - 2.0*Dmax) = 262.791 m
Scour depth at BOX Location below Bed Level = 0.974 m

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