Responsible Division
Responsible Discipline
Document Type
Document Status
P2319
Structures-BridgesViaducts-Stations
Calculations
Issued for Review
ETIHAD RAIL
CONVENTIONAL SPEED PASSENGER SERVICE
CONTRACT NO. P2319
DESIGN & BUILD CONTRACT OF MBZ, DUBAI & FUJAIRAH
STATIONS
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Zeng Chunqing, Dima Al Khayeer
Prepared
10-FEB-2025
Civil Structure/ JOUZY
Kumar Sanjay
Verified
Design Manager / CRIG
Muhammad Zohaib Hassan
Approved
Technical Manager / CRIG
Liang Hanxuan
Approved
Project Director / CRIG
Name
Signature
Document Number
Date
10-FEB-2025
Issued Date
Location/
Contract No.
P
2
3
1
9
-
Subdivision
-
Discipline
-
Type
-
Sequence Number
-
Revision
-
P
-
E
-
C
-
3
-
A
F
J
C
B
A
0
0
0
1
D
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Version Log - Internal
Version
Date
Name
Description of Review Changes
AA1
18-SEP-2024
Chunqing Zeng
Preparer
AA2
18-SEP-2024
Wang Cong Cong
Verifier
AB1
15-OCT-2024
Chunqing Zeng
Preparer
AB2
15-OCT-2024
Wang Cong Cong
Verifier
AC1
14-NOV-2024
Chunqing Zeng
Preparer
AC2
14-NOV-2024
Kumar Sanjay
Verifier
AD1
10-FEB-2025
Chunqing Zeng
Preparer
AD2
10-FEB-2025
Kumar Sanjay
Verifier
Deliverable No.:
Revision Log – To Client
Revision
Date
Description of Changes
AA
18-SEP-2024
First Release
AB
15-OCT-2024
Second Release
AC
14-NOV-2024
Third Release
AD
10-FEB-2025
Fourth Release
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Table of Contents
Table of Contents ....................................................................................................................................... 3
Acronyms and Abbreviations.....................................................................................................................11
General 11
Glossary of Terms .................................................................................................................................. 12
1
2
3
4
5
Introduction ..................................................................................................................................13
1.1
Background .............................................................................................................................. 13
1.2
Scope and Purpose of this Document ..................................................................................... 14
1.3
References................................................................................................................................ 14
Standards .....................................................................................................................................15
2.1
Technical .................................................................................................................................. 15
2.2
OSHAD ...................................................................................................................................... 15
2.3
Estidama ................................................................................................................................... 15
Units and System of Axis ...............................................................................................................16
3.1
Units ......................................................................................................................................... 16
3.2
System of Axis .......................................................................................................................... 16
Materials Parameters ...................................................................................................................17
4.1
Concrete ................................................................................................................................... 17
4.2
Steel Reinforcement................................................................................................................. 17
4.3
Pre-stressing Steel .................................................................................................................... 18
Calculation Loads ..........................................................................................................................19
5.1
Dead Load and Superimposed Dead Load ............................................................................... 19
5.2
Live Loads ................................................................................................................................. 20
5.3
Derailment Loads ..................................................................................................................... 21
5.4
Wind Force ............................................................................................................................... 23
5.5
Creep and Shrinkage ................................................................................................................ 23
5.6
Uniform Temperature .............................................................................................................. 23
5.7
Temperature Gradient ............................................................................................................. 23
5.8
Earth Pressure .......................................................................................................................... 24
5.9
Seismic Earth Pressure ............................................................................................................. 27
5.10
Differential settlement and Settlement of Supports ............................................................... 28
5.11
Friction and Shear Resistance in Bearings ............................................................................... 28
5.12
Construction Loads................................................................................................................... 28
5.13
Collision Loads from Road Traffic ............................................................................................. 28
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6
5.14
Rail-Structure Interaction......................................................................................................... 28
5.15
Seismic Loads ........................................................................................................................... 29
Load Combinations .......................................................................................................................32
7
6.1
Load Factor Design ................................................................................................................... 32
6.2
Earthquake Load Combinations ............................................................................................... 33
6.3
Load Combinations .................................................................................................................. 33
Soil Conditions ..............................................................................................................................34
8
7.1
Available Data .......................................................................................................................... 34
7.2
Geotechnical Design Parameters for Soils ............................................................................... 35
7.3
Geotechnical Design Parameters for Rocks ............................................................................. 35
7.4
Design Parameters Values ....................................................................................................... 35
Structural Analysis and Design Methodology ................................................................................38
9
8.1
Analysis..................................................................................................................................... 38
8.2
Design ....................................................................................................................................... 39
8.3
List of Softwares ....................................................................................................................... 39
Foundations Design Methodology .................................................................................................40
10
11
9.1
General Analysis Methodology ................................................................................................ 40
9.2
Axial Loading Conditions .......................................................................................................... 40
9.3
Lateral Soil -Pile Interaction – P-Y Curves ................................................................................ 43
9.4
Axial Pile Capacity .................................................................................................................... 47
9.5
Pile Group Settlement .............................................................................................................. 49
9.6
Loads Input for Piles Design ..................................................................................................... 50
Results ..........................................................................................................................................52
10.1
Determined Foundations Dimensions ..................................................................................... 52
10.2
Detailed Ultimate Axial Pile Capacity Results .......................................................................... 53
10.3
Maximum Vertical Loads on Piles and Allowable Axial Capacity in Compression ................... 55
10.4
Maximum Vertical Loads on Piles and Allowable Axial Capacity in Tension ........................... 56
10.5
Piles Lateral Deflection ............................................................................................................ 56
10.6
Pile Group Settlement .............................................................................................................. 57
10.7
Single Piles Settlements ........................................................................................................... 59
Structural Pile Design ....................................................................................................................61
11.1
Basis of Design ......................................................................................................................... 61
11.2
Typical Cross-Section and Reinforcement of Pile..................................................................... 63
11.3
Materials Parameters ............................................................................................................... 66
11.4
Load Combinations in Model ................................................................................................... 70
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12
13
Serviceability Limit State Results of Piles .......................................................................................72
12.1
Design of Piles (Static) .............................................................................................................. 72
12.2
Design of Piles (E1) ................................................................................................................... 78
Strength Limit State Results of Piles(Static) ...................................................................................82
13.1
Design of Piles at Pier 1 ............................................................................................................ 82
13.2
Design of Piles at Pier 2 ............................................................................................................ 85
13.3
Design of Piles at Pier 3 ............................................................................................................ 88
13.4
Design of Piles at Pier 4 ............................................................................................................ 91
13.5
Design of Piles at Pier 5 ............................................................................................................ 94
13.6
Design of Piles at Pier 6 ............................................................................................................ 97
13.7
Design of Piles at Pier 7 .......................................................................................................... 100
13.8
Design of Piles at Pier 8 .......................................................................................................... 103
13.9
Design of Piles at A1 ............................................................................................................... 106
13.10 Design of Piles at A2 ............................................................................................................... 108
14
Strength Limit State Results of Piles(E1) ...................................................................................... 112
14.1
Design of Piles at Pier 1 .......................................................................................................... 112
14.2
Design of Piles at Pier 2 .......................................................................................................... 115
14.3
Design of Piles at Pier 3 .......................................................................................................... 118
14.4
Design of Piles at Pier 4 .......................................................................................................... 121
14.5
Design of Piles at Pier 5 .......................................................................................................... 124
14.6
Design of Piles at Pier 6 .......................................................................................................... 127
14.7
Design of Piles at Pier 7 .......................................................................................................... 130
14.8
Design of Piles at Pier 8 .......................................................................................................... 133
14.9
Design of Piles at A1 ............................................................................................................... 136
14.10 Design of Piles at A2 ............................................................................................................... 138
15
Strength Limit State Results of Piles(E2) ...................................................................................... 144
15.1
Design of Piles at Pier 1 .......................................................................................................... 144
15.2
Design of Piles at Pier 2 .......................................................................................................... 147
15.3
Design of Piles at Pier 3 .......................................................................................................... 150
15.4
Design of Piles at Pier 4 .......................................................................................................... 153
15.5
Design of Piles at Pier 5 .......................................................................................................... 156
15.6
Design of Piles at Pier 6 .......................................................................................................... 159
15.7
Design of Piles at Pier 7 .......................................................................................................... 162
15.8
Design of Piles at Pier 8 .......................................................................................................... 165
15.9
Design of Piles at A1 ............................................................................................................... 168
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15.10 Design of Piles at A2 ............................................................................................................... 170
16
17
18
Strength Limit State Results of Piles (Capacity-protected Design) ................................................ 172
16.1
Typical Cross-Section and Reinforcement of Piers................................................................. 172
16.2
Moment-Curvature Curve of Pier 6(as an example) .............................................................. 173
16.3
Longitudinal Force Parameters of Piers ................................................................................. 174
16.4
Lateral Force Parameters of Piers .......................................................................................... 175
16.5
Seismic Calculation Results .................................................................................................... 176
16.6
Calculation of Shear Capacity................................................................................................. 179
Strength Limit State Results of Pile Cap ....................................................................................... 180
17.1
Design Methodology .............................................................................................................. 180
17.2
Calculation Results(Static) ...................................................................................................... 181
17.3
Calculation Results(E2) ........................................................................................................... 192
Serviceability Limit State Results of Pile Cap ............................................................................... 204
18.1
Pile Cap of Abutment A .......................................................................................................... 204
18.2
Pile Cap of Abutment B .......................................................................................................... 207
Appendix A
Borehole Logs ................................................................................................................... 208
Appendix B
Geological Profile .............................................................................................................. 209
Appendix C
Lateral P-Y Curves.............................................................................................................. 210
Appendix D
Vertical T-Z Curves ............................................................................................................ 244
Appendix E
RSI ANALYSIS REPORT ........................................................................................................ 258
1
2
Analysis and Design Methodology............................................................................................... 259
1.1
Basis of Design ....................................................................................................................... 259
1.2
Analysis Model ....................................................................................................................... 264
Calculation Loads ........................................................................................................................ 267
2.1
Vertical Live Loads .................................................................................................................. 267
2.2
Longitudinal Force due to Live Load ...................................................................................... 268
2.3
Creep and Shrinkage .............................................................................................................. 269
2.4
Temperature Load .................................................................................................................. 269
2.5
Rail-Structure Interaction....................................................................................................... 269
3
Load Combinations ..................................................................................................................... 269
4
Rail Structure Interaction (RSI) Results ........................................................................................ 270
4.1
Support Reactions .................................................................................................................. 270
4.2
Support Reactions due to Live Load ....................................................................................... 274
4.3
Support Reactions due to Load Combination ........................................................................ 276
4.4
Check for Shear Force of Piers ............................................................................................... 277
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4.5
Check for Shear Capacity of Bearings..................................................................................... 277
4.6
Axial Stresses in rail ................................................................................................................ 277
4.7
Axial Stresses in rail due to Live Load .................................................................................... 282
4.8
Axial Stresses in rail due to Load Combination ...................................................................... 284
4.9
Check for Axial Stress in Rail .................................................................................................. 284
4.10
Horizontal displacement for Braking and Traction loads ....................................................... 284
Tables and Figures
Tables
Table 1: Norms and Standards
Table 2: Concrete design strength (minimum 28 – Day Compressive strength)
Table 3: C50 Concrete design Parameters
Table 4: C40 Concrete design Parameters
Table 5: Nominal concrete cover to the face of steel reinforcement
Table 6: Pre-stressing steel properties
Table 7: Post-tensioning parameters
Table 8: Unit Weight of Materials
Table 9: Detailed calculation parameters of soil pressure(static)
Table 10: Detailed calculation parameters of soil pressure
Table 11: The PGA for Fujairah site
Table 12: Seismic parameters
Table 13: Load Factor Design combinations
Table 14: Borehole details
Table 1: General Stratigraphic Information of Bridge Area for Abutment A&B and Pier #5 & #6
Table 2: General Stratigraphic Information of Bridge Area for Pier #1 to #4 and Pier #7 & #8
Table 3: Design Parameters Used of Pier #1 to #4, Pier #7 and #8
Table 4: Computed Ultimate Skin Friction for Bridge Area of Pier #1 to #4, Pier #7 and #8
Table 5: Design Parameters Used for Bridge Area of Pier #5 and #6
Table 6: Computed Ultimate Skin Friction for Bridge Area of Pier #5 and #6
Table 7: Design Parameters Used of Bridge Area for Abutment #A
Table 8: Computed Ultimate Skin Friction of Bridge Area for Abutment #A
Table 9: Design Parameters Used of Bridge Area for Abutment #B
Table 10: Computed Ultimate Skin Friction of Bridge Area for Abutment #B
Table 11: T-Z Coordinates for Cohesionless Soils
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Table 12: T-Z Coordinates for Rocks
Table 13: Load input for Foundation design
Table 14: Load input for Foundation design for Pile group
Table 15: Foundations Dimensions
Table 16: Pile Cap Bottom and Pile Toe Elevations
Table 17: Ultimate Pile Axial Capacity Results
Table 18: Loads on Piles and Axial Pile Allowable Capacity
Table 19: Loads on Piles and Axial Pile Allowable Capacity (EQU-ULS and EQU-2475yrs)
Table 20: Tensile Loads on Piles and Uplift Allowable Capacity
Table 21: Lateral deflections at the bridge piles
Table 22: Equivalent Footing Details
Table 23: Pile Group Settlement under SLS Loads
Table 24: Pile Group Settlement under Maximum Live Loads
Table 25: Sample Calculation of settlement at P7
Table 26: Single pile settlements under SLS maximum load
Table 27: Reinforcement of Piles
Table 28: Seismic Calculation Results
Table 29: Input parameter
Table 30: Input parameter
Figures
Etihad Rail Passenger Service Network (for information only)
System of Axis and Sign Convention
Cooper E80- EM360
Load Model 71 and characteristic values for vertical loads
Characteristic values for vertical loads for Load Models SW/0 and SW/2
Derailment scenario I
Derailment scenario II
Positive Vertical Temperature Gradient in Concrete Superstructures
Schematic diagram of earth pressure
Approximate Values of Relative Movements Required to Reach Active or Passive Earth Pressure
Conditions (Clough and Duncan, 1991)
Calculation Results of Displacement at The Top of Abutment A
Calculation Results of Displacement at The Top of Abutment B
100 (years) Return PeriodSeismic response spectrum
475(years) Return Period Seismic response spectrum
2475(years) Return Period Seismic response spectrum
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Complete Model Method
Typical T-Z Curve for Cohesionless Soils
Typical T-Z Curve for Clay Soils
Typical T-Z Curve for Rocks
Drilled Shaft and Soils Models of p-y Analysis
Coefficients C1, C2 and C3 as function of ϕ’ (Extract from API)
Initial Modulus of Subgrade Reaction Function of The Relative Density
Typical p-y Curve for Weak Rock – Reese (1997)
Typical p-y Curve for Strong Rock – Turner (2006)
Pile Group Bearing Capacity Analysis
Location of Equivalent Footing (as per Duncan and Buchignani (1976), Extracted From AASHTO)
Typical Reinforcement Section of Section position 1
Typical Reinforcement Section of Section position 2
Typical Reinforcement Section of Section position 3
Typical Reinforcement Section of Section position 1/2
Typical Reinforcement Section of Section position 3
Reinforcement Stress–Strain Model
Concrete Stress–Strain Model
Reinforcement Stress–Strain Model
Concrete Stress–Strain Model
Mander’s model Parameters
Moment-Curvature Model
Typical Reinforcement Section for Rebar Stress Verification
Typical Reinforcement Section for Rebar Stress Verification
Typical Cross-Section and Reinforcement of Piers
Typical Cross-Section and Reinforcement of Piers
Typical Cross-Section and Reinforcement of Piers
Typical Cross-Section and Reinforcement of Pier 8
Developing an Equivalent Force System
The simplified strut-and-tie method (STM)
Bending moment diagram of pile cap,Mymin(kN.m)
Bending moment diagram of pile cap,Mymax(kN.m)
Bending moment diagram of pile cap,Mxmax(kN.m)
Bending moment diagram of pile cap,Mxmin(kN.m)
Bending moment diagram of pile cap,Mymin(kN.m)
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Bending moment diagram of pile cap,Mymax(kN.m)
Bending moment diagram of pile cap,Mxmax(kN.m)
Bending moment diagram of pile cap,Mxmin(kN.m)
Bending moment diagram of pile cap,Mymin(kN.m)
Bending moment diagram of pile cap,Mymax(kN.m)
Bending moment diagram of pile cap,Mxmax(kN.m)
Bending moment diagram of pile cap,Mxmin(kN.m)
Bending moment diagram of pile cap,Mymin(kN.m)
Bending moment diagram of pile cap,Mymax(kN.m)
Bending moment diagram of pile cap,Mxmax(kN.m)
Bending moment diagram of pile cap,Mxmin(kN.m)
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Acronyms and Abbreviations
General
AASHTO
AASHTO LRFD
American Association of State Highway and Transportation Officials
American Association of State Highway and Transportation Officials Load
and Resistance Factor Design
AREMA
American Railway Engineering and Maintenance-of-Way Association
ADQCC
Abu Dhabi Quality and Conformity Council – Road Structures Design
Manual (TR-516) and Standard Construction Specification and Drawings
ASTM
American Society for Testing and Materials
BS
British Standard
BS EN
British Standard European Norm
ER
Etihad Rail
GCC
Gulf Cooperation Council
GGBS
Ground Granulated Blastfurnace Slag
JAFZA
Jebel Ali Free Zone Authority
MS
Microsilica (Silica fume)
NFPA
National Fire Protection Association
OBR
Over-Bridge
PFA
Pulverised Fuel Ash (Fly ash)
SUP
Small Underpass
PGA
Peak Ground Acceleration
CTC
Center-to-Center
UBR
Under-Bridge
MSE
Mechanically Stabilizes Earth Retaining wall.
SPT
Standard Penetration Test
CPT
Cone Penetration Test
Units of Measurement
°C
Degrees Celsius
dB
Decibel
K
Kelvin
kg
Kilogram
kN
Kilo Newton
2
kN/m
Kilo Newton per metre squared
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kN/m3
Kilo Newton per metre cubed
L
Litre
m
Metre
m2
Square metre
mm
Millimetre
m/s2
Metre per second squared
MPa
Mega Pascal
N
Newton
Pa
Pascal
T
Tonnes
S
Second
Glossary of Terms
Codes / Codes of Practice
International Practice or Local Statutory Requirements
FreightTerminals,TransferStations,MarshallingYards,
Facilities
Maintenance, and Operation facilities within the Etihad Rail
Network
Network
Etihad Railway Infrastructure.
Project
Any existing or new element of the Network requiring design.
Specification
The detailed technical requirements of "WHAT" is to be provided for a
particular/specific Project.
Standards
International Public Domain Knowledge.
The Employer
Etihad Rail
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1 Introduction
1.1 Background
The Etihad Rail Network is comprised of a proposed freight railway, constructed in three stages, which will link
freight facilities across the UAE and form part of the planned Gulf Cooperation Council (GCC) rail network. The
planned freight railway will run from the border with the Kingdom of Saudi Arabia (KSA), at Ghweifat in the
West, via (or close to) the cities of the Gulf coast, to the Northern Emirates and the East coast. There is also a
planned line running from Abu Dhabi to Al Ain, with an intended connection into the Sultanate of Oman as
well as connections to Port Said in the Emirate of Ras Al Khaimah. The passenger service uses the freight
network to serve stations from Sila in the west to Fujairah in the east via Abu Dhabi and Dubai as can be seen
in Figure 1 below:
Stage 1
The Shah Habshan Ruwais rail line is currently under operation and is
used for the transport of sulphur from the gas fields at Shah and Habshan
to an export facility at Ruwais.
Stage 2
Extends the Stage 1 railway network to the border with Saudi Arabia as
well as to Jebel Ali Port. From Jebel Ali Junction, the network extends
north through Dubai and the Northern Emirates to Fujairah Port.
Passenger Stations
Adds passenger stations to the network.
Etihad Rail Passenger Service Network (for information only)
This project focuses on Passenger Stations. The scope of works includes Fujairah Station , MBZ Station and
DUBAI Station along with associated Under-Bridge Rail Structure (Rail over Road), Underpass, Retaining Wall,
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MSE wall, Utility Protection & Drainage Culvert Structure of the project.
1.2 Scope and Purpose of this Document
The scope of this study includes:

Review of the available soil data at the under-bridge location and determination of the soil design
parameters for the foundation design.

Piles foundation design for the abutment and piers of the under-bridge.

The proposed under-bridges at Fujairah Station are listed in the table below:
Passenger
Line Rail
Alignment
Structure type
Width of the
structure (m)
Length of the
structure (m)
Remarks
0+496.090
Post Tensioned
Concrete Box Beam
19.8m/14.4m/
19.8m
126.985m/106.
03m/127.385
Under bridge; Span arrangement
of
40m+40m+40m+40m+40m+44m
+40m+42m+34.4 m, Simply
supported beams
(total 360.4m)
1.3 References

X0231-UAE-ECB-PO-10001-00: Design Criteria Bridges & Railway Structures

X0231-UAE-EGE-PO-00001-05: Design Criteria Civil & Infrastructures Works

X0231-S2D-EBB-RP-10001: Etihad Rail Stage 2 & 3- Seismic Hazard Assessment Report (2D)

X0231-S03-EBB-RP-10061: Seismic Hazard Assessment Report – Stage 3B and 3C

P2219-S04-ECB-RP-20001: DCP2 - DESIGN BASIS REPORT – CIVIL STRUCTURES

P2319-PFJ-EBB-RP-00001-AB: Geotechnical Investigation Interpretative Report (Fujairah Sation - Bridge
Area)
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2 Standards
2.1 Technical
A set of standards and norms from different sources is necessary to deal with various fields of competencies
in this project. The three main norms used are

AREMA

AASHTO LRFD

Eurocodes
Table 1: Norms and Standards
Type
Reference
Title
Scope
NORM
AREMA
Chapter 8
Mainly for freight traffic load and strength
design
NORM
AREMA
Chapter 9
Seismic Design
NORM
AASHTO LRDF
Bridge Design Specifications
Mainly For structural design of road bridges
NORM
BS EN 1990 and NA
Basis of structural design
Mainly for Deformations,vibrations,traffic
safety and passenger comfort
NORM
BS EN 1991 and NA
Action on structures
Part 2 mainly for passenger traffic load,
derailment load
NORM
BS EN 1992 and NA
Design of concrete structures
Part 1-1 for Fatigue
NORM
International codeUIC 774-3
Track – bridge Interaction.
Recommendations for calculations
Rail Structure Interaction
International codeUIC 776-2
Design Requirements for Rail-Bridges
based on interaction phenomena
between train, track and bridge
Design Requirements for rail bridges
NORM
BS 8004
Code of practice for foundations
Foundations Design
NORM
BS EN1997-1
Eurocode 7: geotechnical design – Part 1:
General rules
Foundations Design
NORM
CEB-FIP
Model Code for Concrete Structures
For creep and shrinkage of concrete
Recommendation
CIRIA C660, 2007
Early-age thermal crack control in
concrete
Guideline on crack control
NORM
2.2 OSHAD
The project complies with all applicable laws, international standards and regulations, reducing or mitigating
threats to the safety and health of those who will create or use it.
2.3 Estidama
Design follows Estidama Integrative Development Process (EIDP), cross-disciplinary teamwork and sound
thinking, to deliver quality and environmental management throughout the life of the Etihad Rail Station links.
The main objective is to achieve significant environmental, social, economic and cultural benefits while
ensuring that the project cost is minimum.
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3 Units and System of Axis
3.1 Units
The International System (IS) units were adopted:

Distance, displacement : m; mm

Force: kN; MN

Moment: kN.m

Stress: kPa; MPa

Unit weight: kN/m3
3.2 System of Axis
The system of axis considered for defining the loads sets for foundation analysis, is the following:

Forces along X axis (along the bridge alignment): Fx

Forces along Y axis (transversal to the bridge alignment): Fy

Vertical forces along Z (positive upward): Fz

Moment around X: Mx

Moment around Y: My

Moment around Z: Mz
System of Axis and Sign Convention
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4 Materials Parameters
4.1 Concrete
The concrete structural design shall be consistent with the 100 years Design Life of the structures. Minimum
design strength for concrete structural elements shall be as per Table 2.
Table 2: Concrete design strength (minimum 28 – Day Compressive strength)
Component
Cylinder strength
Cube strength
fc’ (Mpa)
fc (Mpa)
Cast in place post-tensioned concrete
50 MPa
60 MPa
Substructures including abutment & piers
40 MPa
50 MPa
Piles, Pile Caps
40 MPa
50 MPa
Blinding (Non-reinforced concrete)
20 MPa
25 MPa
Table 3: C50 Concrete design Parameters
Concrete comp. strength, fc'
=
50
MPa
Concrete comp. at transfer, fci'
=
50
MPa
Concrete unit weight, wc
=
2500
kg/m3
Modulus Elasticity, Ec
=
38006.98949
MPa
Modulus Elasticity at transfer, Eci
=
37830.21279
MPa
Modulus of rupture, fr
=
4.384062043
MPa
Rebar yield strength, fyr
=
420
MPa
Modulus Elasticity, Es
=
200000
MPa
Modulus ratio Es/Ec
=
5.546835293
Concrete comp. strength, fc'
=
40
MPa
Concrete comp. at transfer, fci'
=
32
MPa
Concrete unit weight, wc
=
2500
kg/m3
Modulus Elasticity, Ec
=
33994.48485
MPa
Modulus Elasticity at transfer, Eci
=
30264.17023
MPa
Modulus of rupture, fr
=
3.921224299
MPa
Rebar yield strength, fyr
=
500
MPa
Modulus Elasticity, Es
=
200000
MPa
Modulus ratio Es/Ec
=
5.883307275
Table 4: C40 Concrete design Parameters
4.2 Steel Reinforcement
All reinforcing steel shall be High yield deformed bars to BS 4449:2005+A2:2009, Grade 500B with minimum
yield strength, fy = 500Mpa
AREMA limits the design strength of reinforcement to be used in design to 420MPa even when the actual
strength of the bar is higher. This limitation shall be followed in the design.
Plain round steel bars conforming to BS4449 grade 250 or ASTM A615 Grade 40 may be used.
Cover to steel reinforcement shall be the minimum clear distance measured from the surface of the concrete
to any reinforcing bar including links and stirrups.
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The clear nominal specified concrete cover to steel reinforcement shall not be less than the values specified
in Table 3.
Table 5: Nominal concrete cover to the face of steel reinforcement
Component
Cover
Superstructure cast-in-place post-tensioned concrete exposed to weather
60mm*
Pier cap
60mm*
Pier column
80mm*
Abutments not cast against earth
80mm*
Abutments cast against earth
100mm*
Pile caps
100mm*
Piles
100mm*
*Shall refer to Durability Assessment Report (DAR) (Document P2319-S04-ECB-RP-20002-AA).
4.3 Pre-stressing Steel
Pre-stressing steel shall be uncoated seven-wire High Tensile Cold Drawn Low Relaxation Strand for Prestressed Concrete as specified in ASTM A416, Grade 270.
The design shall follow the pre-stressing properties as shown in Table 6.
Table 6: Pre-stressing steel properties
Value
Ultimate Tensile strength
1860 MPa
Minimum breaking load
260.7 kN
Strand modulus of elasticity
197,000 MPa
Nominal Diameter
15.2 mm
Nominal strand area
140 mm²
Tendons shall be stressed from one/both ends to a jacking load as per AREMA Manual, Volume-2 Chapter 8,
Clause 17.16.1.Tendons shall be fully grouted after stressing.
The minimum concrete cover for post tensioned ducts shall be 75mm. Contractor shall carry out site specific
concrete durability study to verify the concrete to ducts.
For calculation of losses for internal post-tensioning, the relevant parameter values specified in Table 7 shall
be used.
For under bridges, provision of no less than 5% of total post tension force as future prestressing of unbonded
external tendons as per AREMA Manual for design specification Volume-2 Chapter 8, Clause 26.11.3 shall be
followed.
Table 7: Post-tensioning parameters
Value
Friction coefficient
0.2
Wobble Coefficient
0.0020 radians/metre
Anchorage slip
6 mm
Relaxation loss at 1000 hours
2.5% (at 0.7fpu)
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5 Calculation Loads
5.1 Dead Load and Superimposed Dead Load
The unit weight densities of materials shall be as shown in Table below.
Table 8: Unit Weight of Materials
Component
Unit Weight
Blinding and mass concrete
23.0 kN/m3
Asphalt wearing course
23.0 kN/m3
Reinforced and pre-stressed concrete
25.0 kN/m3
Structural Steel Work
77.0 kN/m3
Earth fill
19.0 kN/m3
Ballast (including track ties)
19.0 kN/m3
Track rails, inside guardrails and fastenings
3kN/m/track
Cable trough(both sides)
2.5kN/m/track
Drainage trough(both sides)
0.7kN/m/track
Kerbs and small spacer plates(both sides)
25kN/m3
Future provision (MV Cables)(both sides)
2.5kN/m
Allowance for future Overhead Catenary Masts
1kN/m/track
Steel parapet handrail (no noise barrier)
2kN/m/deck edge
Advertising panel (both sides)
3kN/m/deck edge
A1.1. Dead Load (D)
Reinforced and pre-stressed concrete unit weight
=
25
Diaphragm weight(1.5m)
=
423.4
kN
Diaphragm weight(2.0m)
=
564.5
kN
kN/m3
A1.2. Superimposed Dead Load (D)
Reinforced concrete platform(6m wide，both sides)unit
weight
25
kN/m3
140.3
kN/m
=
23
kN/m3
55.2
kN/m
=
25
kN/m3
20.8
kN/m
=
19
kN/m3
99.1
kN/m
Track rails, inside guardrails and fastenings unit weight
=
3
kN/m/track
6.0
kN/m
Cable trough(both sides)unit weight
=
2.5
kN/m/track
5.0
kN/m
Drainage trough(both sides)unit weight
=
0.7
kN/m/track
1.4
kN/m
18.8
kN/m
Platform pavement(6m wide，both sides)unit weight
Reinforced concrete parapet(during building structure，
both sides)unit weight
Ballast( including track ties,Waterproofing and protective
covering )unit weight
=
Kerbs and small spacer plates(both sides)unit weight
=
25
kN/m3
Future provision (MV Cables)(both sides)unit weight
Allowance for future Overhead Catenary Masts unit
weight
=
2.5
kN/m
5.0
kN/m
=
1
kN/m/track
2.0
kN/m
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Steel parapet handrail (no noise barrier) unit weight
=
2
kN/m/deck edge
4.0
kN/m
Advertising panel (both sides)unit weight
=
3.0
kN/m/deck edge
6.0
kN/m
5.2 Live Loads
Traffic Load based AREMA loading
The train live load shall be Cooper E80 (EM360) in accordance with AREMA Chapter 8-2, 2.2.3 c) live load
having critical axle load of 360kN.
Cooper E80- EM360
The design shall consider full live load on both tracks.
Traffic Load based on Eurocode-UIC LM71, SW/0, SW/2 load models
Rail traffic actions shall be defined through load models based on EN 1991-2 Section 6.3:
a. Load Model 71 (and Load Model SW/0 for continuous bridges) to represent normal rail traffic on mainline
railways;
b. Load model SW/2 to represent heavy loads.
1) Load Model 71
The load arrangement and characteristic values for vertical loads shall be taken as shown in Figure 5.
Load Model 71 and characteristic values for vertical loads
2) Load Model SW0 and SW2:
The Load arrangement shall be as shown Figure 6:
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Characteristic values for vertical loads for Load Models SW/0 and SW/2
For design of structures maximum design speed for based on Eurocode-UIC LM71, SW/0, SW/2 load models
shall be 200 km /h.
Walkway Live Load
Walkways is considered to be loaded with a uniformly distributed load of 5kN/m2.
Impact Load
A.2.1.Impact (I)
span length, L
=
44
m
Impact in percentages of the live load
=
18.84445904
%
applied at the top of rail
Longitudinal Force due to Live Load
A.2.2.Longitudinal Force from Live Load (LF)
For superstructure elements,L
=
40
m
For substructure elements,L
=
365.1
m
Force due to braking(For superstructure elements)
=
900
kN
acting 2450 mm above top of rail
Force due to traction(For superstructure elements)
=
1264.911064
kN
acting 900 mm above top of rail
Force due to braking(For substructure elements)
=
6589.25
kN
acting 2450 mm above top of rail
Force due to traction(For substructure elements)
=
3821.518023
kN
acting 900 mm above top of rail
Nosing Force
5.2.6.1 Cooper E80 load
The lateral force due to the nosing of the locomotive is a moving concentrated load of 90 kN applied at the
top of the rail in either horizontal direction at any point of the span. The resulting vertical forces shall be
disregarded.
5.2.6.2 Eurocode-UIC LM71, SW/0, SW/2 load
The characteristic value of nosing force shall be taken as 100 kN. It shall be multiplied only by the factor α.
5.3 Derailment Loads
Train Derailment Loads are refer to section 9.3.7 of Basis of Design - Stations(X0231-UAE-EAB-FS-20001-00).
Derailment Loads is a lateral force equivalent to 50 percent of a standard Cooper E80 vehicle weight
distributed over a length of 5 m along the wall and acting at the axle height (508kN/m, distributed over a
length of 5 m).
The following two derailment scenarios which are based on Euro Code EN 1991-2:2004 shall be investigated:
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Derailment Scenario I
Derailed railway vehicle remains in the track area on the bridge deck, with vehicles retained by the adjacent
guard rail or an upstand wall. Under this scenario, collapse of a major part of the structure shall be avoided
however, local damage may be tolerated.
Point loads and uniformly distributed loads shall be applied parallel to the track in the most unfavourable
position inside and area of width 1.5 times the track gauge on either side of the centre line of the track. The
load application locations on the deck are shown in Figure 7. Coefficient α is to be taken as 1.46 (ratio of the
loads between EM 360 and Load Model 71).
Derailment scenario I
Key: (1) max. 1,5s or less if against wall;
(2)Track gauge;
(3)For ballasted decks the point forces may be assumed to be distributed on a square of side 450mm at
the top of the deck.
Derailment Scenario II
Derailed railway vehicle is balanced on the edge of the bridge and loading the edge of the superstructure,
excluding non-structural elements such as walkways. Under this scenario, the bridge shall not overturn or
collapse. For the determination of overall stability a maximum total length of 20m, uniformly loaded as shown
in Figure 8, shall be considered.
Derailment scenario II
Key:(1)Load acting on edge of structure;
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(2)Track gauge.
5.4 Wind Force
A.3.1.Wind Load on Structure (W)
Base wind velocity
=
160
km/h
Base wind load
=
2.16
kPa
Actual wind velocity
=
160
km/h
Actual wind load(For substructure)
=
2.16
kPa
Actual wind load(For superstructure)
=
2.16
kPa
Height from applied point to the beam top(For superstructure)
=
-0.675
m
Wind Load on railing
=
2.592
kN/m
Height from applied point to the beam top(For railing)
=
2.45
m
wind load on the train
=
4.4
kN/m
Height from applied point to the top of rail
=
2450
mm
Height from applied point to the beam top
=
3200
mm
A.3.2.Wind Load on Live Load(WL)
5.5 Creep and Shrinkage
Short term and long term creep and shrinkage effects are calculated based on the CEB-FIP 1990 Model Code.
For shrinkage calculations purposes, the average humidity ratio shall be taken at 60%.The cement type is
42.5N. Creep calculations are done at 20,000 days (55 years).
5.6 Uniform Temperature
The reference construction temperature shall be considered as +30°C. Minimum design temperature range
for concrete bridges shall be 0°C - 60°C (i.e. +30°C and -30°C).
5.7 Temperature Gradient
The gradient of temperature shall be assumed to act short term. Positive Temperature gradient and negative
temperature gradient shall be in accordance with AASHTO LRFD clause 3.12.3.
Positive Temperature Gradient
Positive temperature gradient are considered in accordance with Figure below. Temperature values T1 and T2
shall be 30°C and 8.0°C, respectively. Temperature value T3 shall be 0°C, unless a site-specific study is made to
determine an appropriate value.
Dimension A in Figure below shall be:

For concrete superstructures that are 400 mm or more in depth: 300 mm

For concrete sections shallower than 400 mm: 100 mm less than the actual depth
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Positive Vertical Temperature Gradient in Concrete Superstructures
Negative Temperature Gradient
Negative temperature values are obtained by multiplying the positive temperature values by −0.30 for decks
with an ballast overlay.
5.8 Earth Pressure
Use the following design criteria in determining earth pressures as per recommendations of the Abu Dhabi
Quality and Conformity Council – Road Structures Design Manual (TR-516):

Soil density = 1900 kg/m3

Friction angle = 30°
Earth pressure coefficients for at-rest, active and passive conditions to be calculated using the methods
proposed by Coulumb method and the above parameters.
Schematic diagram of earth pressure

The effect of live load surcharge is considered on the abutment (35 Kpa for the abutment front wall & 35
Kpa for the abutment wingwalls).
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
To account for variability in backfilling and the dynamic effects of axle loads, abutment backwalls above
bridge seats shall be designed for earth pressures and live load surcharge increased by 100%.
Yielding Walls
For walls that deflect or move sufficiently to reach minimum active conditions (Figure below), the active earth
pressure coefficient ka will be applied.
Approximate Values of Relative Movements Required to Reach Active or Passive Earth Pressure Conditions
(Clough and Duncan, 1991)
According to the requirements of the earthwork report, the backfill behind the abutment should be
considered as Dense Sand.
Active Lateral Earth Pressure Coefficient, ka
Values for the coefficient of active lateral earth pressure may be taken as:
in which:
where:
δ = friction angle between fill and wall (degrees)
β = angle of fill to the horizontal (degrees)
θ = angle of back face of wall to the horizontal (degrees)
f = effective angle of internal friction (degrees)
Table 9: Detailed calculation parameters of soil pressure(static)
Z
γs
Φ’f
θ
δ
Г
ka
p
[m]
[kN/m3]
[deg]
[deg]
[deg]
0
19
30
90
20
2.684
0.297
0
0.7
19
30
90
20
2.684
0.297
4
1.2
19
30
90
20
2.684
0.297
7
1.7
19
30
90
20
2.684
0.297
10
2.2
19
30
90
20
2.684
0.297
12
2.7
19
30
90
20
2.684
0.297
15
3.2
19
30
90
20
2.684
0.297
18
3.7
19
30
90
20
2.684
0.297
21
4.2
19
30
90
20
2.684
0.297
24
4.7
19
30
90
20
2.684
0.297
27
[kPa]
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5.2
19
30
90
20
2.684
0.297
29
5.7
19
30
90
20
2.684
0.297
32
6.2
19
30
90
20
2.684
0.297
35
6.7
19
30
90
20
2.684
0.297
38
7.2
19
30
90
20
2.684
0.297
41
7.7
19
30
90
20
2.684
0.297
43
8.2
19
30
90
20
2.684
0.297
46
8.7
19
30
90
20
2.684
0.297
49
9.2
19
30
90
20
2.684
0.297
52
9.7
19
30
90
20
2.684
0.297
55
10.2
19
30
90
20
2.684
0.297
58
10.7
19
30
90
20
2.684
0.297
60
11.2
19
30
90
20
2.684
0.297
63
11.7
19
30
90
20
2.684
0.297
66
12.2
19
30
90
20
2.684
0.297
69
12.7
19
30
90
20
2.684
0.297
72
13.2
19
30
90
20
2.684
0.297
75
13.7
19
30
90
20
2.684
0.297
77
Calculation Results of Displacement at The Top of Abutment A
Calculation Results of Displacement at The Top of Abutment A
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Calculation Results of Displacement at The Top of Abutment B
According to the requirements of the earthwork report, the backfill behind the abutment should be
considered as Dense Sand.

Abutment A: Under active soil pressure, the maximum movment of the top of the abutment is 13.5mm,
which is greater than 13000x0.001=13mm.

Abutment B: Under active soil pressure, the maximum movment of the top of the abutment is 14.1mm,
which is greater than 13000x0.001=13mm.
The above results indicate that it is appropriate to calculate the soil pressure behind the abutment based on
the active soil pressure ka.
5.9 Seismic Earth Pressure
The total lateral force to be applied on the wall due to seismic and earth pressure loading shall be determined
considering the combined effect of dynamic lateral earth force and horizontal inertial force due to seismic
loading of the wall mass, in accordance with AASHTO LRFD Section 11.6.5.
Dynamic lateral earth pressure induced by earthquake shall follow the Mononobe-Okabe method as outlined
under AASHTO LRFD Section 11 Appendix A11.3.1. Seismic active earth pressure (KAE) shall be calculated in
accordance with the below mentioned Mononobe Okabe equation. The soil characteristics needed in the
Mononobe-Okabe analysis shall be considered according to the geotechnical recommendations.
Table 10: Detailed calculation parameters of soil pressure
Z
γs
Φ’f
θ
δ
kh1
kh2
kh3
KAE1
KAE2
[m]
[kN/m3]
[deg]
[deg]
[deg]
0
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.7
19
30
90
20
0.09
0.18
0.31
0.358
1.2
19
30
90
20
0.09
0.18
0.31
1.7
19
30
90
20
0.09
0.18
0.31
KAE3
Ep1
Ep2
Ep3
[kPa]
[kPa]
[kPa]
0.586
0
0
0
0.434
0.586
6
7
10
0.358
0.434
0.586
10
12
17
0.358
0.434
0.586
14
18
24
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2.2
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
19
23
31
2.7
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
23
28
38
3.2
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
27
33
45
3.7
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
31
38
51
4.2
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
36
43
58
4.7
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
40
48
65
5.2
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
44
54
72
5.7
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
49
59
79
6.2
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
53
64
86
6.7
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
57
69
93
7.2
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
61
74
100
7.7
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
66
79
107
8.2
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
70
85
114
8.7
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
74
90
121
9.2
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
78
95
128
9.7
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
83
100
135
10.2
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
87
105
142
10.7
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
91
110
149
11.2
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
95
116
156
11.7
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
100
121
163
12.2
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
104
126
170
12.7
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
108
131
177
13.2
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
112
136
184
13.7
19
30
90
20
0.09
0.18
0.31
0.358
0.434
0.586
117
141
191
5.10 Differential settlement and Settlement of Supports
Differential settlement of the foundations of bridges are considered as 20mm.
5.11 Friction and Shear Resistance in Bearings
Friction coefficient of 0.04 is considered in the design. The vertical force of a single support is conservatively
calculated as 11000KN, while the frictional resistance of a single support is 440KN.
5.12 Construction Loads
A 5.0 kN/m2 is considered in the design to account for construction loads due to personnel and machinery.
5.13 Collision Loads from Road Traffic
Vehicle collision load on under bridge piers as per AASHTO LRFD clause 3.6.5.2, the design consider an
equivalent static force of 1800kN, assumed to act in any direction in a horizontal plane, at a distance of 1.2m
above ground level. Load.
5.14 Rail-Structure Interaction
The design consider Rail-Structure interaction and normal stress variations of continuous welded rail on the
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structure due to temperature variations and train loads.
The analysis are carried out to EN 1991-2 Section 6.5.4 & UIC-774-3 and consider:

Different expansions between the supporting structural and the rails;

Rotations at deck ends due to deck flexure;

Acceleration/braking horizontal loads;

Deformation of the structure due to vertical & horizontal loads due to live load;

Creep and Shrinkage effects.
5.15 Seismic Loads
Seismic design of structures shall be carried out in accordance with AREMA Chapter 9, and shall be undertaken
with reference to the Etihad Rail Seismic Hazard Assessment Report. Effect of live load need not to be
considered in seismic load combination.
Rail supporting structures will be designed in accordance with AREMA for three-level of performance criteria
which includes Ground Motion Level 1, 2 and 3.
The return period for each of the Ground Motion Levels shall be as below:
Ground Motion Level
Return Period (in Years)
Limit State
1
100
Serviceability Limit State
2
475
Ultimate Limit State
3
2475
Survivability Limit State
In addition to the design guidelines in AREMA Chapter 9, below guideline shall be considered in the design.
Level 1 Ground motion (100year return period)/Serviceability: Seismic analysis will be performed as per
AREMA, the bridge will be designed for elastic seismic forces from seismic analysis combined with other static
loads. The structure will remain elastic, and the train operations should not be affected after the seismic event.
The structure shall not suffer any permanent deformations.
Level 2 Ground motion /Ultimate (475year return period): Capacity-protected design will be used to design
foundation/pile so that foundation will not be damaged and shall remain elastic during a seismic event. Design
forces for foundation design will be calculated considering pier section capacity (at plastic hinge section) with
over strength factor of 1.3 as per AASHTO LRFD.
Level 3 Ground motion /Survivability (2475year return period): Displacement or force-based seismic analysis
can be performed to verify displacement/deformation demand at pier top due to seismic actions.
Seismic Acceleration for Fujairah Site
According to the following seismic risk assessment reports, the PGA for Fujairah site are listed in the table 6:

X0231-S2D-EBB-RP-10001: Etihad Rail Stage 2 & 3- Seismic Hazard Assessment Report (2D)

X0231-S03-EBB-RP-10061: Seismic Hazard Assessment Report – Stage 3B and 3C
Table 11: The PGA for Fujairah site
Zone
Fujairah Site
Return Period (years)
100
475
2475
0.09
0.18
0.31
The site class is assumed to be class C.
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The site factor Fpga = 1.2 for Class C. (Table 9-1-7 Site Factor in Chapter 9 Section 1.4.4.1.2 of AREMA.
As per AASHTO (2020) “LRFD Bridge Design Specifications 8th Edition, Section 11.6.5.3, the vertical design
ground acceleration at ground surface is assumed to be zero (avg = 0 m.s-2).
It is worth mentioning that the seismic design assessments are carried out for a return period of 475 Years.
Table 12: Seismic parameters
United States Geological Survey (USGS)
Site Class
PGA
SS
SL
C
0.09
0.23
0.09
USGS Site Factor, Fpga
1.2
USGS Site Factor, Fa
1.2
USGS Site Factor, Fv
1.7
FaSsD
0.276
FvSLD
0.153
C
0.18
0.45
0.14
1.2
1.2
1.6
0.54
0.224
C
0.31
0.75
0.25
1.1
1.1
1.5
0.825
0.375
The corresponding Seismic response spectrums are presented below.
100 (years) Return PeriodSeismic response spectrum
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475(years) Return Period Seismic response spectrum
2475(years) Return Period Seismic response spectrum
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6 Load Combinations
The design shall satisfy various combinations of loads and forces to which a structure may be subjected in
accordance with AREMA Service Load Design and Load Factor Design.
D = Dead Load, SDL, Pre-Stress Load
B = Buoyancy
CF = Centrifugal Force
E = Earth Pressure
EQ = Earthquake (Seismic)
F = Longitudinal Force due to Friction or Shear Resistance at Expansion Bearings
I = Impact
ICE = Ice Pressure
L = Live Load
LF = Longitudinal Force from Live Load
OF = Other Forces (Rib Shortening, Creep & Shrinkage, Temperature and/or Supports Settlement,
Jacking)
SF = Stream Flow Pressure
W = Wind Load on Structure
WL = Wind Load on Live Load
The components of the structure and the foundations shall be proportioned for the applicable loads and
group of loads that produce the most critical design condition.
6.1 Load Factor Design
The group loading combination for Load Factor Design shall be based on AREMA Chapter 8 Part 2 Table 8.2.5
are shown in Table 8.
Table 13: Load Factor Design combinations
The actual loads should not be increased by these factors when designing for foundations (soil pressure, pile
loads, etc.). The load factors are not intended to be used when checking for foundation stability (safety factors
against overturning, sliding, etc.) of a structure.
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6.2 Earthquake Load Combinations
6.3 Load Combinations
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7 Soil Conditions
7.1 Available Data
A site investigation was carried out in the vicinity of the proposed under bridge. This investigation consisted
mainly of:

Ten boreholes with sampling and in-situ standard penetrometer tests (SPT), drilled to 30m below ground
level.
The boreholes characteristics such as borehole depth, ground level elevation and water depth elevations are
summarized in table below:
Table 14: Borehole details
support
Borehole
A1
BH-05
P1
Borehole Depth
Ground Level [m NADD]
Water depth [m BGL]
30
4.17
3.30
BH-06A
35
4.33
3.20
P2
BH-07
30
4.36
3.40
P3
BH-08
30
4.37
3.00
P4
BH-11A
35
4.95
3.10
P5
BH-12
30
5.06
3.20
P6
BH-17
30
5.15
3.40
P7
BH-20A
30
5.35
3.10
P8
BH-21
30
5.25
3.00
A2
BH-22
30
4.89
3.00
[m]
Based on the GIR, the formations within the prospect project area mainly consist of the following stratums
generally:
Table 1: General Stratigraphic Information of Bridge Area for Abutment A&B and Pier #5 & #6
Layer No.
Design Value
Layer Description
(1)
SPT (N1)60 = 8
Loose, dark gray, slightly gravelly, very silty, fine to medium SAND.
(2)
SPT (N1)60 = 3
Firm to very stiff, greenish gray, slightly sandy CLAY.
(3)
SPT (N1)60 = 56
Very dense, dark gray, silty, very gravelly, fine to medium SAND.
Gravel is fine and medium, sub angular, weathered rock
fragments.
(4)
(5)
UCS = 3.30MPa
UCS = 38.0MPa
Very weak to weak, very thinly to thinly bedded, brown to dark
greyish brown, fine to medium matrix supported
CONGLOMERATE. Partially weathered, very closely to closely
spaced, sub horizontal fracture.
Medium strong, very thinly flow banded, greenish dark gray,
GABBRO/ boulders and cobbles of GABBRO. Distinctly to partially
weathered, very narrowly to narrowly spaced, sub horizontal
fracture.
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Table 2: General Stratigraphic Information of Bridge Area for Pier #1 to #4 and Pier #7 & #8
Layer No.
Design Value
Layer Description
(1)
SPT (N1)60 = 8
Loose, dark gray, slightly gravelly, very silty, fine to medium SAND.
(2)
SPT (N1)60 = 3
Firm to very stiff, greenish gray, slightly sandy CLAY.
(3)
SPT (N1)60 = 56
Very dense, dark gray, silty, very gravelly, fine to medium SAND.
Gravel is fine and medium, sub angular, weathered rock
fragments.
(4)
SPT (N1)60 = 100
Very dense, dark blackish gray, silty, sandy COBBLES & BOULDERS.
Cobbles & Boulders are those Conglomerate & Gabbro pieces.
(5)
UCS = 3.30MPa
Very weak to weak, very thinly to thinly bedded, brown to dark
greyish brown, fine to medium matrix supported
CONGLOMERATE. Partially weathered, very closely to closely
spaced, sub horizontal fracture.
For the foundations design, the stratigraphic profile at each pier/abutment location was determined based on
data from the borehole performed at the considered support location.
The corresponding boreholes logs and lab test results are presented in Appendix A.
7.2 Geotechnical Design Parameters for Soils
Refer to Section 13 of the GIR (P2319-PFJ-EBB-RP-00001-AB).
7.3 Geotechnical Design Parameters for Rocks
Refer to Section 13 of the GIR (P2319-PFJ-EBB-RP-00001-AB).
7.4 Design Parameters Values
For the foundation design, the soil layer parameters are derived according to Section 17 of the GIR, as follows:
Table 3: Design Parameters Used of Pier #1 to #4, Pier #7 and #8
Depth
Design Value
Friction
Angle
Layer
No.
(m)(begl)
(1)
0.0 to 3.0
Medium dense SAND
SPT (N1)60 = 8
29
-
(2)
3.0 to 6.0
Soft SILT/CLAY
SPT (N1)60 = 3
26
-
(3)
6.0 to 9.0
Dense, SAND
SPT (N1)60 = 30
36
-
(4)
9.0 to 20.7
Very dense GRAVEL
SPT (N1)60 = 56
40
-
(5)
20.7 to 29.3
Very dense BOULDERS
SPT (N1)60 = 100
45
-
Material Description
(SPT & UCS)
(Φ)(˚)
Design Value
of RQD (%)
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(6)
29.3 to 32.0
Very weak CONGLOMERATE
45
UCS = 3.3MPa
4 to 22
Table 4: Computed Ultimate Skin Friction for Bridge Area of Pier #1 to #4, Pier #7 and #8
Ultimate Skin
Friction
Layer
No.
Thickness
Reduced Level*
(m)
(m)(NADD)
(1)
3
(+4.50) to (+1.50)
Medium dense SAND
-
(2)
3
(+1.50) to (-1.50)
Soft SILT/CLAY
-
(3)
3
(-1.50) to (-4.50)
Dense, SAND
0
(4)
11.7
(-4.50) to (-16.20)
Very dense GRAVEL
112
(5)
8.6
(-16.20) to (-24.80)
Very dense BOULDERS
200
(6)
2.7
(-24.80) to (-27.50)
Very weak CONGLOMERATE
408
Material Description
(kPa)
Table 5: Design Parameters Used for Bridge Area of Pier #5 and #6
Depth
Design Value
Friction
Angle
Layer
No.
(m)(begl)
(1)
0.0 to 4.0
Loose SAND
SPT (N1)60 = 8
29
-
(2)
4.0 to 8.0
Soft SILT/CLAY
SPT (N1)60 = 3
26
-
(3)
8.0 to 9.26
Very Dense, SAND
SPT (N1)60 = 56
40
-
(4)
9.26 to 21.70
Very Weak CONGLOMERATE
UCS = 1.50MPa
45
4 to 22
(5)
21.70 to 25.0
Medium Strong GABBRO
UCS = 38.0MPa
45
4 to 22
Material Description
(SPT & UCS)
(Φ)(˚)
Design Value
of RQD (%)
Table 6: Computed Ultimate Skin Friction for Bridge Area of Pier #5 and #6
Layer
No.
Thickness
Reduced Level*
(m)
(m)(NADD)
(1)
4
(+5.06) to (+1.06)
Material Description
Ultimate
Skin Friction
(kPa)
Loose SAND
-
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(2)
4
(+1.06) to (-2.94)
Soft SILT/CLAY
-
(3)
1.26
(-2.94) to (-4.20)
Very Dense, SAND
112
(4)
12.44
(-4.20) to (-16.64)
Very Weak CONGLOMERATE
215
(5)
3.3
(-16.64) to (-19.94)
Medium Strong GABBRO
1729
Table 7: Design Parameters Used of Bridge Area for Abutment #A
Depth
Design Value
Friction
Angle
Layer
No.
(m)(begl)
(1)
0.0 to 2.0
Medium dense SAND
SPT (N1)60 = 18
32
-
(2)
2.0 to 5.0
Soft SILT/CLAY
SPT (N1)60 = 3
26
-
(3)
5.0 to 6.34
Very Dense, SAND
SPT (N1)60 = 56
40
-
(4)
6.34 to 14.0
Very Weak CONGLOMERATE
UCS = 3.3MPa
45
3 to 22
(5)
14.0 to 25.0
Medium Strong GABBRO
UCS = 38.0MPa
45
3 to 22
Material Description
(SPT & UCS)
(Φ)(˚)
Design Value
of RQD (%)
Table 8: Computed Ultimate Skin Friction of Bridge Area for Abutment #A
Ultimate
Skin Friction
Layer
No.
Thickness
Reduced Level*
(m)
(m)(NADD)
(1)
2
(+4.17) to (+2.17)
Medium dense SAND
-
(2)
3
(+2.17) to (-0.83)
Soft SILT/CLAY
-
(3)
1.34
(-0.83) to (-2.17)
Very Dense, SAND
112
(4)
7.66
(-2.17) to (-9.83)
Very Weak CONGLOMERATE
408
Material Description
(kPa)
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(5)
11
(-9.83) to (-20.83)
Medium Strong GABBRO
1729
Table 9: Design Parameters Used of Bridge Area for Abutment #B
Depth
Design Value
Friction
Angle
Layer
No.
(m)(begl)
(1)
0.0 to 4.0
Medium dense SAND
SPT (N1)60 = 20
33
-
(2)
4.0 to 8.0
Soft SILT/CLAY
SPT (N1)60 = 3
26
-
(3)
8.0 to 9.16
Very Dense, SAND
SPT (N1)60 = 56
40
-
(4)
9.16 to 23.10
Very Dense, GRAVEL &
COBBLES
SPT (N1)60 = 100
45
3 to 22
(5)
23.10 to 25.0
Medium Strong GABBRO
UCS = 38.0MPa
45
3 to 22
Material Description
(SPT & UCS)
(Φ)(˚)
Design Value
of RQD (%)
Table 10: Computed Ultimate Skin Friction of Bridge Area for Abutment #B
Ultimate
Skin Friction
Layer
No.
Thickness
Reduced Level*
(m)
(m)(NADD)
(1)
4
(+4.89) to (+0.89)
Medium dense SAND
-
(2)
4
(+4.89) to (-3.11)
Soft SILT/CLAY
-
(3)
1.16
(-3.11) to (-4.27)
Very Dense, SAND
112
(4)
13.94
(-4.27) to (-18.21)
Very Dense, GRAVEL & COBBLES
200
(5)
1.9
(-18.21) to (-20.11)
Medium Strong GABBRO
1729
Material Description
(kPa)
8 Structural Analysis and Design Methodology
8.1 Analysis
A three-dimensional model with the superstructure and substructure modelled as line elements shall be
prepared for analysing the bridges. Soil-structure interaction method will use P-y curve.
The software used for analysis of these structure shall be MIDAS.
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8.2 Design
Design of the various elements shall be as per codes mentioned in the report, wherein the structures shall be
designed both for Strength and Serviceability requirements mentioned in the applicable codes.
Strength design shall include the design for various actions such as flexure, shear, and torsion of the structural
elements.
Serviceability design shall include design for stress, deflection, and crack width.
8.3 List of Softwares

MIDAS- Midas Civil shall be used for analysis of the bridge structures and underpass structures.

MIDAS- Midas CDN and XTRACT Software shall be used to design the various structural components.

Microsoft Excel shall be used to carry out design.
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9 Foundations Design Methodology
9.1 General Analysis Methodology
The soil-structure interaction is considered through vertical and horizontal soil springs distributed along the
piles (t-z and p-y respectively) and vertical soil spring at the pile tip (q-z), as shown in Figure below.
Complete Model Method
9.2 Axial Loading Conditions
Vertical Soil /Pile Interaction – T-Z Curves
The T-Z curves used for the assessment of the axial behaviour of the piles are based on the recommendations
found in Wang and Reese (1993). The selected curves are based on the trend lines.
9.2.1.1 T-Z Curve for Cohesionless Soils
The t-z coordinates for cohesionless soils are calculated by using the values presented in Table below and
calculated according to the following mobilization equation:
t/tmax = -2.16R4 + 6.34R3 – 7.36R2 + 4.15R for R <= 0.908333
t/tmax = 0.978112 for R > 0.908333
where R = z/D*100
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Table 11: T-Z Coordinates for Cohesionless Soils
Where:

z = Local axial pile displacement [mm]

D = Pile diameter [mm]

t = Mobilized unit skin friction [kPa]

tmax = Ultimate unit skin friction [kPa]
The ultimate unit skin friction (tmax) is calculated as per Section 7.4 and D is the pile diameter. Typical t-z curve
for cohesionless soils is presented in Figure below.
Typical T-Z Curve for Cohesionless Soils
9.2.1.2 T-Z Curve for Clay Soils
The t-z curves used for drilled and cast in-situ piles/shafts are based on the recommendations found in Reese
and O'Neill (1988) and Wang and Reese (1993).
The immediate settlements are computed using the following nonlinear t-z equations:
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Where:
t = side resistance (skin friction)
R = dimensionless vertical displacement
R = z/D*100.
Typical T-Z Curve for Clay Soils
9.2.1.3 T-Z Curve for Rocks
For rocks layer, the T-Z curve as per cohesive soils was considered with slight modification.
Hence, after a relative displacement of 0.008D (with D = pile diameter) between the pile socket and rock, the
shaft friction is assumed to be fully mobilized.
The resulting t-z coordinates for rocks are presented in Table below and calculated according to the following
mobilization equation:
t/tmax = 0.593157R/0.12 for R <= 0.12
t/tmax = R/(0.095155+0.892937R) for R <= 0.74
t/tmax =0.978929-0.115817*(R-0.74) for R <= 0.8
t/tmax = 1.0 for R > 0.8
where R = z/D*100
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Table 12: T-Z Coordinates for Rocks
The ultimate unit skin friction (tmax) is calculated as per Section 7.4 and D is the pile diameter. Typical t-z curve
for cohesionless soils is presented in Figure below.
Typical T-Z Curve for Rocks
Vertical Soil /Pile Interaction – Q-Z Curves
The supporting condition at the pile toe will be generally assumed as pinned.
9.3 Lateral Soil -Pile Interaction – P-Y Curves
For assessing the lateral behavior of drilled shafts, the ultimate lateral resistance of soils/rock per unit shaft
length is analyzed by means of the p-y curves.
The p-y method has been widely and successfully used for the design of laterally loaded drilled shafts in
soils/rocks for decades. This method is based on a numerical solution of a physical model based on a beam on
Winkler foundation, shown in the Figure below.
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Drilled Shaft and Soils Models of p-y Analysis
Horizontal bending moments along the pile length and lateral displacement due to forces applied at the pile
top level was computed by using a multi piles model considering elastic springs based on static short term or
dynamic stiffness values.
Regarding group effect, as CTC spacing is considered as 3 diameters, the above p-y curve is unchanged. The
proposed p-y curves are described below.
Frictional Soils
The P-Y curves for frictional soils was calculated using the recommendations of API RP2A 21st Edition (2000).
The ultimate lateral bearing capacity for sand has been found to vary from a value at shallow depths to a
value at deep depths determined by the equations here below. At a given depth the equation giving the
smallest value of Pu is used as the ultimate bearing capacity.
The ultimate lateral bearing capacity for sand at shallow depths is calculated as:
pus = (C1*H + C2*D) *γ’*H
The ultimate lateral bearing capacity for sand at deep depths is calculated as:
pud = C3*D*γ’*H
where:

pus: ultimate resistance at shallow depths [kN/m]

pud: ultimate resistance at deep depths [kN/m]

γ ‘: effective unit weight [kN/m3]

H: depth [m]

C1, C2, C3: coefficients determined from Figure 6.8.6-1 of the API RP2A 21st Edition (see Figure below)

D: pile diameter from surface to depth [m]
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Coefficients C1, C2 and C3 as function of ϕ’ (Extract from API)
According to section 7.4, angle of friction of granular soils range from 28° to 38°.
- For ϕ’= 28°: C1= 1.6 C2= 2.4 and C3= 20
- For ϕ’= 33°: C1= 2.3 C2= 2.95 and C3= 37
- For ϕ’= 38°: C1= 4.0 C2= 4.0 and C3= 76
The lateral soil resistance-deflection (p-y) relationship is described by:
where:

p: actual lateral resistance [kN/m]

pu: ultimate lateral resistance at depth H [kN/m]

A: factor to account for cyclic or static loading conditions

A = Max [3 – 0.8H/D ; 0.9] for static loading and A = 0.9 for cyclic loading)

k: initial modulus of subgrade reaction determined from Figure below as function of angle of internal
friction, ϕ´ (1 lb/in3 = 271.447 kN/m3 ).

y: lateral deflection [m]
The initial modulus of subgrade reaction (k) is determined from Figure below.

For sands above the water table:
- k = 0 lb/ in3 = 0 MN/m3 for ϕ’= 28°
- k = 95 lb/ in3 = 25.787 MN/ m3for ϕ’= 33°
- K = 220 lb/ in3 = 59.718 MN/ m3 for ϕ’= 38°
For sands below the water table:
- k = 0 lb/ in3 = 0 MN/m3 for ϕ’= 28°
- k = 65 lb/ in3 =17.644 MN/ m3for ϕ’= 33°
- K = 125 lb/ in3 = 33.931 MN/ m3 for ϕ’= 38°
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Initial Modulus of Subgrade Reaction Function of The Relative Density
P-Y Curves for Weak Rock – Reese (1997)
Since the unconfined compression strength of the encountered rock layers are characteristic of a weak rock,
P-Y curves for weak rock will be calculated using the method published by Reese (1997). The ultimate
resistance pur is determined as follow based on limit equilibrium as a function of depth below ground surface:
Where:

qur: compressive strength of the rock

αr: strength reduction factor (varying from 0.33 for RQD = 100% to 1.0 for RQD = 0%)

B: diameter of pile

zr: depth below rock surface
The lateral soil resistance-deflection (P-Y) relationship for weak rock is represented by three linear segments
as shown in the following Figure below.
Typical p-y Curve for Weak Rock – Reese (1997)
The relationship is described by:
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Where:
Krm is a dimensionless constant ranging from 0.0005 to 0.00005, that serves to establish overall stiffness of p-y
curves. Krm = 0.0005 was assumed for the study.
P-Y Curves for Strong Rocks – Turner (2006)
The method published by Turner (2006) will be considered for deriving the p-y curves in strong rocks.
Typical p-y Curve for Strong Rock – Turner (2006)
The lateral rock resistance-deflection (p-y) relationship can be expressed as follow:
P = Es *y
Pu = B*Su
Where :

pu: ultimate resistance [kN/m]

B: pile diameter [m]

Su: one-half intact rock unconfined compressive strength [kPa]

Es: initial slope of the p-y curve (Es = 2000*Su for small strain and Es = 100*Su for medium. strain).
9.4 Axial Pile Capacity
This section presents the calculation of axial capacity of a drilled shaft (bored pile) foundation in compressive
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and uplift loading conditions. The allowable axial pile capacity is determined in accordance with AREMA
recommendations.
Axial Pile Capacity in Compression
For determining the pile lengths, a design factor of safety of 2.5 was considered on shaft friction for SLS load
cases, as per Section 24.3.2.5 of AREMA. In Section 24.1.4 of AREMA, it is stated that “When drilled shaft
foundations are designed for both primary and secondary forces, the allowable load on the drilled shafts may
be increased by 25 percent, provided that the size or number of drilled shafts is not less than that required for
primary forces alone”.
As Earthquake loads include both primary forces (including the dead loads, live loads, earth pressure) and
secondary forces (which include seismic forces), a design factor of safety of 2.0 (= 2.5/1.25), was considered
on shaft friction for service earthquake loads cases, while for ultimate and survivability earthquakes, a factor
of safety of 1.0 was considered.
In line with the general practice in Dubai and Abu Dhabi, pile tip resistance shall be ignored to limit pile
settlement and to reduce the reliance on effective base cleaning and problems related to cavities.
For piles group, the bearing capacity has been computed as the lesser of:

The individual resistance of a single pile sustaining the mean vertical load (Fvmean),multiplied by a group
reduction factor,

The individual resistance of a single pile sustaining the maximum vertical load (Fvmax),without group effect,

The resistance of an equivalent pier consisting in the shaft and the block of soils within the area bounded
the piles.
Pile Group Bearing Capacity Analysis
The capacity of a pile within a group has been reduced by comparison with a single, isolated pile as per
Section 24.3.4 of AREMA. The reduction factor equals to:

0.67 for a center-to-center (CTC) spacing of 3 diameters (3D)

1.00 for a CTC spacing of 8 diameters (8D) for cohesionless soils

For intermediate spacings, the reduction factor may be determined by linear interpolation
Axial Pile Capacity in Tension
As per AREMA, Section 24.3.2.4, the ultimate uplift capacity was calculated as 0.7 times the ultimate side
resistance of the shaft. The weight of the pile was conservatively neglected in the tensile checks. A design
factor of safety of 2.5 was considered on shaft friction for SLS load cases, as per Section 24.3.2.5 of AREMA.
For earthquake loads combinations, the following checks were performed:

Service earthquake (100 tears-return period): Fzmax,Tension ≤ 0.7*Qsu/2.0
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
Ultimate earthquake (475-years return period): Fzmax,Tension ≤ 0.7*Qsu

Survivability earthquake (2475-years return period): Fzmax,Tension ≤ Qsu
Where Fzmax,Tension is the pile maximum tensile force and Qsu is the ultimate skin friction.
9.5 Pile Group Settlement
The pile group settlement will be estimated by using the equivalent footing analogy as per Sections 10.7.2.3.1
& 10.7.2.3.2 of AASHTO LRFD.
The equivalent footing is considered located at the 2/3 of the pile embedment in the firm layer as shown in
Figure below.
Location of Equivalent Footing (as per Duncan and Buchignani (1976), Extracted From AASHTO)
The settlement of a pile group in cohesionless soils is calculated as follows:
For soils conditions consisting of Soils underlaid by rock:
For soils conditions consisting of granular soils:
Where:

δ: Settlement of pile group [mm]

q0: net foundation pressure applied at 2L/3 [MPa]

A’: effective area of footing (mm2)

Es: Young’s modulus of soil/rock [MPa] (averaged modulus over 3.B below the equivalent footing depth,
with B = equivalent footing width)

βz : shape factor (as per Table 10.6.2.4.2-1 of AASHTO)

ν: Poisson’s Ratio

I: influence factor of the effective group embedment having a minimum value of 0.5.
(N1)60: SPT blow count corrected for both overburden and hammer efficiency effects [blows/0.3m]
The amount of elastic shortening of pile above the equivalent footing is estimated as followed:
Where:

Fz: vertical load on one (01) pile
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
Li: pile length along segment i above equivalent footing

E: pile elastic modulus

A: pile cross-section area

n: number of piles
The total pile group settlement is:
δtot = δ + δs
Settlements Limitations
According to Section 10.1.5.5 of “Bridges & railways Design criteria”, the differential settlement for railway
structures shall be limited as follow:

12mm in transverse direction (on ballasted track);

20mm in the longitudinal direction.
Regarding the total settlement, no limit value is stated in the “Bridges & railways Design criteria”. In the
absence of such criteria, the following limits are proposed:

Under SLS loads : δLim,SLS = 20 mm

Under live loads only : δLim,LL = 10 mm
9.6 Loads Input for Piles Design
The loads on piles, for the different load combinations, are provided as an output of the structural analysis for
the priority foundations.
The determined loads are summarized in Table below.
Table 13: Load input for Foundation design
SLS - Static
EQU-SLS (100yrs)
EQU-ULS (475yrs)
EQU-2475yrs
Fvmax
FvT
Fvmax
FvTmax
[kN]
[kN]
[kN]
[kN]
[kN]
5365
-344
13470
-3186
17836
-6954
15051
8450
-1023
15266
-3840
21683
-10257
-
15186
8415
-1184
15261
-3856
21676
-10271
8232
-
14160
8049
-1106
13874
-3377
19536
-9108
9043
6904
-
12755
6763
-1412
13332
-4024
19164
-9855
P5
10143
7651
-
15241
3765
-2486
16615
-5983
24178
-13515
P6
11915
8636
-
17981
8442
-4252
18952
-7867
27958
-16874
P7
11630
8848
-
15868
8593
-1558
16075
-4430
22948
-11303
P8
11604
8656
-
15841
8366
-1726
16499
-4922
23555
-11953
A2
9330
5164
-
9989
5108
-
13177
-2814
17333
-6531
Fvmax
Fvmean
Fvmax
Fvmean
FvT
FvT
[kN]
[kN]
[kN]
[kN]
[kN]
A1
10331
5415
-
10289
P1
11879
8708
-
P2
11655
8697
P3
10908
P4
Support
max
max
max
Notes:
Fymax:maximum compressive load on piles
Fymean:mean compressive load on piles
Fvrmax:maximum tensile load on piles
SLS:Service limit state
EQU-SLS:Earthquake Service limit state
EQU-ULS:Earthquake Ultimate limit state
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EQU-2475:Earthquake extreme 475 years return period
The maximum SLS loads and live loads on the pile group, for the pile group settlement calculation are also
provided by the structural analysis and are summarized in table below:
Table 14: Load input for Foundation design for Pile group
Support
FzSLS
Fz100
Max. Live Load
[-]
[kN]
[kN]
[kN]
A1
64975
64378
7876
P1
52247
50698
15706
P2
52184
50491
15706
P3
49391
48291
15331
P4
41425
40578
11775
P5
45907
45185
12329
P6
51815
50652
16035
P7
53088
51559
16027
P8
51938
50197
15133
FzSLS : Maximum SLS load including self-weight of pile cap.
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10 Results
10.1 Determined Foundations Dimensions
The foundation dimensions are summarized in the Table below.
Table 15: Foundations Dimensions
Pier /
Footing dimensions [m]
Piles geometry
Abutment
Lx
Ly
Thickness
nx
ny
Nb.
Piles
Spacing x
Spacing y
Diameter
L
[m]
[m]
[m]
[m]
A1
11.5
16
2.5
3
4
12
4.5
4.5
1.5
16
P1
7
11.5
2.5
2
3
6
4.5
4.5
1.5
36
P2
7
11.5
2.5
2
3
6
4.5
4.5
1.5
43
P3
7
11.5
2.5
2
3
6
4.5
4.5
1.5
44
P4
11.5
7
2.5
3
2
6
4.5
4.5
1.5
34
P5
11.5
7
2.5
3
2
6
4.5
4.5
1.5
25
P6
11.5
7
2.5
3
2
6
4.5
4.5
1.5
25
P7
11.5
7
2.5
3
2
6
4.5
4.5
1.5
39
P8
8
11.5
2.5
2
3
6
5.5
4.5
1.5
44
A2
11.5
16
2.5
3
4
12
4.5
4.5
1.5
25
The pile cap elevation and pile toe elevations are summarized in Table below. Pile Cut off level is fixed based
on Pile cap top elevation which is 1m or 1.5m below the finished ground elevation and pile cap thickness
considering 100mm embedment of the pile into pile cap.
Table 16: Pile Cap Bottom and Pile Toe Elevations
Support
Finish Ground
level Elevation
Pile Cap
Bottom
Elevation
Borehole
Ground level
Elevation
Pile Cut off
Level
Pile Top Level
Below Borehole
Ground Level
Pile Toe
Elevation
[-]
[m NADD]
[m NADD]
[m NADD]
[m NADD]
[m EGL]
[m NADD]
A1
5.296
1.796
4.17
1.896
-2.274
-14.104
P1
5.499
1.999
4.33
2.099
-2.231
-33.901
P2
5.82
2.32
4.36
2.42
-1.94
-40.58
P3
5.999
2.499
4.37
2.599
-1.771
-41.401
P4
6.5
2.5
4.95
2.6
-2.35
-31.4
P5
6.5
2.5
5.06
2.6
-2.46
-22.4
P6
6.2
2.7
5.15
2.8
-2.35
-22.2
P7
6.2
2.7
5.35
2.8
-2.55
-36.2
P8
5.388
1.888
5.25
1.988
-3.262
-42.012
A2
6
2.5
4.89
2.6
-2.29
-22.4
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10.2 Detailed Ultimate Axial Pile Capacity Results
The details of the axial pile capacity, including the unit skin friction (qsi), the ultimate skin friction (Qsi) are
presented per layer for each support in table below as well as the total ultimate skin friction (Qsu).
Table 17: Ultimate Pile Axial Capacity Results
Support
Abutme
nt A
Pier 1
Pier 2
Pier 3
Borehole
BH05
BH06A
BH07
BH08
Depth
Soil(*)
Thickn
ess
qsi
Qsi
Qsu
[m BGL]
Type
[m]
[kP
a]
[kN]
[kN]
From
To
Ground level
4.17
2.67
L-SAND
0
0
0
[m BGL]
2.67
2.17
MD- SAND
0
0
0
4.17
2.17
-0.83
L-SAND
2.626
0
0
Pile
diameter[m]
-0.83
-2.17
VD- SAND
1.34
60
378.684
7.66
1.5
-2.17
-9.83
Very weak to weak
CONGLOMERATE
123
5
123
5
13926.3
396
17450.5
5
7410.66
69
Pile cap
bottom level
-9.83
-12.83
Medium strong GABBRO
3
1.796
-12.83
-25.83
Medium strong GABBRO
1.274
Ground level
4.33
2.83
L-SAND
0
0
0
[m BGL]
2.83
1.83
MD- SAND
0.169
0
0
4.33
1.83
1.33
L-SAND
0.5
0
0
Pile
diameter[m]
1.33
-1.67
Stiff sandy SILT
3
0
0
1.5
-1.67
-10.29
8.62
112
4547.22
24
Pile cap
bottom level
-10.29
-25.01
14.72
200
13866.2
4
1.999
-25.01
-30.67
8.891
386
16164.3
7146
Ground level
4.36
2.86
L-SAND
0
0
0
[m BGL]
2.86
1.36
MD- Sand
0.96
0
0
4.36
1.36
-0.64
Stiff CLAY
2
0
0
Pile
diameter[m]
-0.64
-1.85
VD- Sand
1.21
60
341.946
1.5
-1.85
-7.32
5.47
112
2885.53
44
Pile cap
bottom level
-7.32
-15.75
8.43
200
7941.06
2.32
-15.75
-25.64
24.83
200
23389.8
6
Ground level
4.37
2.87
L-SAND
0
0
0
[m BGL]
2.87
0.37
MD- Sand
2.129
0
0
4.37
0.37
-1.63
Very stiff SILTY CLAY
2
0
0
Pile
diameter[m]
-1.63
-3.63
MD- Sand
2
0
0
VD- SANDY
GRAVEL( conglomerate &
Sandstone pieces)
VD-SANDY COBBLES &
BOULDERS(Conglomerate &
Gabbro pieces)
Very weak to weak SANDY
CONGLOMERATE
VD- SANDY
GRAVEL( conglomerate &
Sandstone pieces)
VD-SANDY COBBLES &
BOULDERS(Conglomerate &
Gabbro pieces)
VD-SANDY COBBLES &
BOULDERS(Conglomerate &
Gabbro pieces)
386
39166.24
05
34577.83
386
34558.40
04
34789.00
2
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Pier 4
Pier 5
Pier 6
Pier 7
Pier 8
BH11A
BH12
BH17
BH20A
BH21
1.5
-3.63
-4.83
Pile cap
bottom level
-4.83
-15.63
2.499
-15.63
-25.63
Ground level
4.95
3.45
[m BGL]
3.45
4.95
Pile
diameter[m]
1.5
VD- Sand
1.2
60
339.12
10.8
200
10173.6
25.771
200
24276.2
82
L-SAND
0
0
0
0.95
MD- Sand
1.55
0
0
0.95
-2.05
Very stiff SILT
3
0
0
-2.05
-4.05
MD- Sand
2
0
0
-4.05
-5.27
1.22
60
344.772
Pile cap
bottom level
-5.27
-13.45
8.18
112
4315.11
36
2.5
-13.45
-30.05
17.95
386
Ground level
5.06
1.06
VD- SANDY GRAVEL
VD- SANDY
GRAVEL( conglomerate &
Sandstone pieces)
Extremely weak to weak
CONGLOMERATE
L-Sand
1.44
0
32634.1
77
0
[m BGL]
1.06
-0.94
Firm CLAY
2
0
0
5.06
Pile
diameter[m]
-0.94
-2.94
Firm SILTY
2
0
0
-2.94
-4.2
VD-SANDY GRAVEL
1.26
60
356.076
1.5
-4.2
-7.94
3.74
215
3787.31
1
Pile cap
bottom level
-7.94
-16.64
8.7
200
8195.4
2.5
-16.64
-24.94
Medium strong GABBRO
5.76
Ground level
5.15
1.15
L-Sand
1.55
123
5
0
33505.0
56
0
[m BGL]
1.15
-0.85
Firm to stiff CLAY
2
0
0
5.15
Pile
diameter[m]
-0.85
-1.85
Very stiff SILTY
1
0
0
-1.85
-3.18
VD- SANDY GRAVEL
1.33
60
375.858
11.17
215
VD-SANDY COBBLES &
BOULDERS(Conglomerate &
Gabbro pieces)
VD-SANDY COBBLES &
BOULDERS(Conglomerate &
Gabbro pieces)
Very weak to weak
CONGLOMERATE
VD-SANDY COBBLES &
BOULDERS(Conglomerate &
Gabbro pieces)
1.5
-3.18
-14.35
Very weak to weak
CONGLOMERATE
Pile cap
bottom level
-14.35
-20.85
Medium strong GABBRO
6.5
123
5
2.7
-20.85
-23.25
Very weak CONGLOMERATE
1.35
215
Ground level
5.35
3.85
L-Sand
0
0
11311.3
005
37809.5
25
1367.07
75
0
[m BGL]
3.85
1.35
MD- Sand
1.35
0
0
5.35
Pile
diameter[m]
1.35
-0.65
Stiff to very stiff Sandy SILT
2
0
0
-0.65
-1.65
Stiff Sandy SILT
1
0
0
1.5
-1.65
-6.84
VD- SANDY GRAVEL
5.19
60
1466.69
4
Pile cap
bottom level
-6.84
-19.77
12.93
112
6820.83
36
2.7
-19.77
-24.65
16.43
386
Ground level
5.25
3.75
VD-SANDY
GRAVEL(Sandstone,
Conglomerate pieces)
Extremely weak to weak
CONGLOMERATE
L-Sand
0
0
29870.7
258
0
[m BGL]
3.75
1.25
MD- Sand
0.638
0
0
37294.06
26
45843.84
3
50863.76
1
38158.25
34
33512.59
2
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Abutme
nt B
BH22
5.25
Pile
diameter[m]
1.5
1.25
-0.75
Firm SILTY CLAY
2
0
0
-0.75
-2.75
Firm to stiff SILT
2
0
0
-2.75
-3.93
1.18
60
333.468
Pile cap
bottom level
-3.93
-10.43
6.5
112
3428.88
1.888
-10.43
-24.75
31.582
200
29750.2
44
Ground level
4.89
0.89
VD-SANDY GRAVEL
VD- SANDY
GRAVEL( conglomerate &
Sandstone pieces)
VD-SANDY COBBLES &
BOULDERS(Conglomerate &
Gabbro pieces)
L-Sand
1.61
0
0
[m BGL]
0.89
-1.11
Stiff CLAY/Very stiff SILTY
2
0
0
4.89
Pile
diameter[m]
-1.11
-3.11
Soft SILTY
2
0
0
-3.11
-4.27
VD-SANDY GRAVEL
1.16
60
327.816
1.5
-4.27
-6.77
2.5
112
1318.8
Pile cap
bottom level
-6.77
-18.21
11.44
200
10776.4
8
2.5
-18.21
-25.11
4.19
123
5
24372.6
015
VD-SANDY
GRAVEL( Conglomerate
pieces)
VD-SANDY COBBLES &
BOULDERS(Conglomerate &
Gabbro pieces)
Medium strong GABBRO
36795.69
75
10.3 Maximum Vertical Loads on Piles and Allowable Axial
Capacity in Compression
The maximum compressive force (Fvmax) and mean compressive force (Fvmean) on piles, with the corresponding
calculated allowable axial pile capacity (Qmax and Qmean) are presented below, for SLS and EQU-SLS
combinations.
The factors of safety considered for the SLS and EQU-SLS capacities are 2.5 and 2 repsectively.
Table 18: Loads on Piles and Axial Pile Allowable Capacity
L
Group
Reduction
Coefficient
[m]
A1
0.67
P1
SLS Combinations
EQU-SLS Combinations
Fvmax
Fvmean
Qmax
Qmean
Fvmax
Fvmean
Qmax
Qmean
[kN]
[kN]
[kN]
[kN]
[kN]
[kN]
[kN]
[kN]
16
10331
5415
15666
10497
10289
5365
19583
13121
0.67
36
11879
8708
13831
9267
15051
8450
17289
11584
P2
0.67
43
11655
8697
13823
9262
15186
8415
17279
11577
P3
0.67
44
10908
8232
13916
9323
14160
8049
17395
11654
P4
0.67
34
9043
6904
14918
9995
12755
6763
18647
12494
P5
0.67
25
10143
7651
18338
12286
15241
3765
22922
15358
P6
0.67
25
11915
8636
20346
13631
17981
8442
25432
17039
P7
0.67
39
11630
8848
15263
10226
15868
8593
19079
12783
P8
0.67
44
11604
8656
13405
8981
15841
8366
16756
11227
A2
0.67
25
9330
5164
14718
9861
9989
5108
18398
12327
Pier/ Abutment
Notes:
Fvmax: maximum compressive load on piles
Fvmean: mean compressive load on piles
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Qmax: allowable axial pile capacity without considering the group effect
Qmean: allowable axial pile capacity by accounting the group effect
Table 19: Loads on Piles and Axial Pile Allowable Capacity (EQU-ULS and EQU-2475yrs)
L
Pier/
Abutment
EQU-ULS (475yrs)
[m]
EQU-2475yrs
Fvmax
Qmax
Fvmax
Qmax
[kN]
[kN]
[kN]
[kN]
A1
16
13470
39166
17836
39166
P1
36
15266
34578
21683
34578
P2
43
15261
34558
21676
34558
P3
44
13874
34789
19536
34789
P4
34
13332
37294
19164
37294
P5
25
16615
45844
24178
45844
P6
25
18952
50864
27958
50864
P7
39
16075
38158
22948
38158
P8
44
16499
33513
23555
33513
A2
25
13177
36796
17333
36796
10.4 Maximum Vertical Loads on Piles and Allowable Axial
Capacity in Tension
The maximum tensile force (Fvrmax)on piles,with the corresponding calculated allowable uplift capacity(Qrmax)
are presented table below,for SLS service earthquake (EQUsts),ultimate earthquake (EQUuLs)and survivability
earthquake (EQU).
Table 20: Tensile Loads on Piles and Uplift Allowable Capacity
Pier/
Abutment
EQU -2475yrs
Combinations
L
SLS Combinations
EQUSLS Combinations
EQUULS Combinations
[m]
FvTmax
0.7Qsu/2.5
FvTmax
0.7Qsu/2.0
FvTmax
0.7Qsu
FvTmax
Qsu
[kN]
[kN]
[kN]
[kN]
[kN]
[kN]
[kN]
[kN]
A1
16
-
10967
-344
13708
-3186
27416
-6954
39166
P1
36
-
9682
-1023
12102
-3840
24204
-10257
34578
P2
43
-
9676
-1184
12095
-3856
24191
-10271
34558
P3
44
-
9741
-1106
12176
-3377
24352
-9108
34789
P4
34
-
10442
-1412
13053
-4024
26106
-9855
37294
P5
25
-
12836
-2486
16045
-5983
32091
-13515
45844
P6
25
-
14242
-4252
17802
-7867
35605
-16874
50864
P7
39
-
10684
-1558
13355
-4430
26711
-11303
38158
P8
44
-
9384
-1726
11729
-4922
23459
-11953
33513
A2
25
-
10303
-
12878
-2814
25757
-6531
36796
10.5 Piles Lateral Deflection
The piles lateral deflection is assessed via the structural model. The resulting deflections are presented in
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Table below and compared to the maximum lateral deflections allowed by the P-Y curves.
Table 21: Lateral deflections at the bridge piles
Seismic Hazard Level 1
Support ID
SLS
Deflection (mm)
Limit (mm)
Deflection (mm)
Limit (mm)
A1
5.38
27.5
3.41
23.0
P1
9.14
23.7
3.87
19.8
P2
7.53
27.5
2.99
23.0
P3
7.04
27.5
2.88
23.0
P4
6.42
27.5
1.80
23.0
P5
8.46
27.5
2.02
23.0
P6
10.20
31.2
2.60
26.0
P7
8.58
27.5
2.38
23.0
P8
8.52
27.5
2.93
23.0
A2
11.86
27.5
6.35
23.0
10.6 Pile Group Settlement
The pile group settlement was calculated under maximum and minimum SLS loads and under maximum live
loads based on the equivalent footing analogy. The details of the footing assumed are as follows:
Table 22: Equivalent Footing Details
Pier/ Abutment
Equivalent footing Width, B
[m]
Equivalent
footing
Length, L[m]
Shape factor
A1
10.5
15
1.088571429
0.25
P1
6
10.5
1.095
0.25
P2
6
10.5
1.095
0.28
P3
6
10.5
1.095
0.28
P4
10.5
6
1.071428571
0.25
P5
10.5
6
1.071428571
0.25
P6
10.5
6
1.071428571
0.25
P7
10.5
6
1.071428571
0.25
P8
7
10.5
1.09
0.28
A2
10.5
15
1.088571429
0.25
[-]
Poisson’s ratio
The load transfer below the footing is assumed as 2V:1H. Influence depth considered is 3B. Equivalent footing
area is calculated at the mid height of 3B depth.
Table 23: Pile Group Settlement under SLS Loads
FzSLS
q0
A’
[kN]
[MPa]
[mm²]
A1
64975
0.0805
8.07E+08
P1
52247
0.1786
P2
52184
0.1784
Pier/Abutment
Eavg
Settlement δ
[MPa]
-
2.93E+08
2.93E+08
δtot
[mm]
Elastic Shortening δs
[mm]
[mm]
1150
1.6
2.9
4.5
-
1150
2.2
10.4
12.7
100
-
2.1
12.5
14.6
(N1)60
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P3
49391
0.1689
2.93E+08
100
-
2.0
12.1
14.1
P4
41425
0.0726
5.71E+08
-
1150
0.9
7.8
8.7
P5
45907
0.058
7.92E+08
-
1150
0.9
5.0
5.9
P6
51815
0.0908
5.71E+08
-
1150
1.2
7.2
8.4
P7
53088
0.093
5.71E+08
-
1150
1.2
11.5
12.7
P8
51938
0.1413
3.68E+08
100
-
1.8
12.7
14.5
A2
61967
0.0768
8.07E+08
-
1150
1.5
4.3
5.8
Notes:
Eavg: averaged modulus over 3.B below the equivalent footing depth, with B = equivalent footing width
Table 24: Pile Group Settlement under Maximum Live Loads
δtot
FzLLmax
q0
A’
Settlement δ
[kN]
[MPa]
[mm²]
[mm]
A1
7876
0.0098
8.07E+08
0.2
0.1
0.3
P1
15706
0.0537
2.93E+08
0.7
1.0
1.7
P2
15706
0.0537
2.93E+08
0.6
1.2
1.9
P3
15331
0.0524
2.93E+08
0.6
1.2
1.9
P4
11775
0.0206
5.71E+08
0.3
0.7
1.0
P5
12329
0.0156
7.92E+08
0.3
0.4
0.7
P6
16035
0.0281
5.71E+08
0.4
0.7
1.1
P7
16027
0.0281
5.71E+08
0.4
1.2
1.5
P8
15133
0.0412
3.68E+08
0.5
1.2
1.8
A2
6983
0.0087
8.07E+08
0.2
0.2
0.3
Pier/Abutment
Elastic Shortening δs [mm]
[mm]
Table 25: Sample Calculation of settlement at P7
Settlement Calculation at Pier 6
=
1500
mm
Length of pile，L
=
25000
mm
Spacing of piles,S
=
4500
mm
Number of piles,nx
=
3
Number of piles,ny
=
2
Number of piles,N
=
6
Width,B
=
10500
mm
=
6000
mm
L/B
=
0.571428571
βz
=
1.071428571
Poisson's ratio
=
0.25
Pile length below firm layer,Db
=
Diameter of pile
Length,L
Influence Depth,3B
B'
L'
25000
mm
=
31500
mm
=
26250
mm
=
21750
mm
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570937500
mm2
=
1150
Mpa
Poisson's Ratio,V
=
0.25
Vertial Load from Structure,SLS max
=
A'
=
Settlement under Max SLS load
Elastic Modulus of Soil,E'
51815
0.090754242
KN
Applied Vertical STRESS,qo
=
Soil settlement,δ
=
1.160111926
mm
=
11333.33333
Mpa
=
16666.66667
mm
=
20017500000
N
=
7.190236321
mm
=
8.350348247
mm
Vertical load，LL
=
16035
KN
Shortterm E of concrete
=
34000
Mpa
EA
=
60052500000
N
Applied Vertical Stress,qo
=
0.028085386
Mpa
Soil settlement,δ
=
0.359015627
mm
Elastic shortening,δs
=
0.741712113
mm
Total settlement,δtot
=
1.10072774
mm
Longterm E of concrete
Pile length above equivalent footing,Li
EA
Elastic shortening,δs
Total settlement,δtot
Mpa
Settlement under LL
It is worth mentioning that the above detailed pile group settlement values are within the allowable limits of
20mm under SLS loading and 10mm under live loads.
10.7 Single Piles Settlements
The design ground model for each support is considered along with the above determined design parameters
and skin frictions. The resulting settlements are presented in Appendix F and summarized in Table below.
As a conservative measure and in order to confirm that the individual pile settlement is largely inferior to the
pile group settlement estimated in the previous section, the individual pile settlement is calculated under the
EQU-SLS (100yrs) load.
Table 26: Single pile settlements under SLS maximum load
Support ID
EQU-SLS (100yrs)
Load (KN)
Settlement (mm)
A1
10625
3.94
P1
15051
3.84
P2
15186
3.89
P3
14160
4.48
P4
12755
5.47
P5
15241
3.31
P6
17981
4.75
P7
15868
3.87
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P8
15841
3.75
A2
10190
4.48
The above single pile settlement calculations confirm that the calculated pile group settlement is much larger.
Thus, the single pile settlement criterion is satisfied if the pile group settlement is below the allowable
settlement limits. Therefore, only the pile group settlement calculations are carried out for the rest of the
structures in this package.
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11 Structural Pile Design
11.1 Basis of Design
Load factor Design
For reinforced concrete members designed with reference to load factors and strengths, the design strength
provided by a member, its connections to other members, and its cross sections, in terms of flexure, axial
load, and shear, shall be taken as the nominal strength calculated in accordance with the requirements and
assumptions of load factor design, multiplied by a strength reduction factor 𝜙. Strength reduction factor 𝜙
shall be taken as follows:

For flexure
𝜙 = 0.90

For shear
𝜙 = 0.85

For spirally reinforced compression member, with or without flexure
𝜙 = 0.75

For tied reinforced compression members with or without flexure
𝜙 = 0.70

For bearing on concrete
𝜙 = 0.70
Stress Limits for Service Load Design
11.1.2.1Crack Width Control
For the reinforced concrete elements submitted to bending moment in service conditions, in accordance with
the Basis of Design for Bridges and Railway Structures, the verifications consist of limiting the stress in the
reinforcement rebars to indirectly control the crack width of the section.
The calculated stress in the reinforcement at service load should not exceed fs computed as follow:
The Z of 15 kN/mm is considered in the above equation to compute the stress in the tension reinforcement.
This value is adopted for members in severe exposure conditions, such as concrete elements exposed to
saltwater and splash zone, piles, pile caps, footings, and any element cast against earth (approximate
associated crack width of 0.20mm).
Clear cover of 80mm to transverse reinforcement is considered for design of piers.
Serviceability Limit State Earthquake level I
The Serviceability Performance Criteria Limit State contains restrictions on bridge stresses, deformations,
vibrations and track misalignments due to Level 1 Ground Motion. Critical members shall remain in the elastic
range. Only moderate damage that does not affect the safety of trains at restricted speeds is allowed. The
structure shall not suffer any permanent deformation due to deformations of the foundation or soil.
The design strength of the concrete elements shall be checked against the forces determined from a seismic
elastic analysis without applying a response modification factor.
The criteria to be checked for reinforced concrete elements as per the basis of design are:
Tension in steel reinforcement 𝜎𝑠 < 𝑓𝑦 = 420 MPa (as per AREMA requirement).
Ultimate Limit State Earthquake level II
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The Ultimate Performance Criteria Limit State ensures the overall structural integrity of the bridge during a
Level 2 Ground Motion. The strength and stability of critical members shall not be exceeded. The structure
may respond beyond the elastic range, but displacement, ductility and detailing requirements shall be
satisfied to reduce damage and loss of structure use.
The design strength of the concrete elements shall be checked against the forces determined from a seismic
elastic analysis with a response modification factor of 1.5. This criteria is only included in determining the
required flexural reinforcement for piers.
Bridges are typically designed so that plastic hinging is allowed in the reinforced concrete columns.
The design target for piles is to remain elastic under E2 earthquake conditions.
The design target for piers is to remain essentially elastic under E2 earthquake conditions.
The expected nominal moment capacity, Mne, shall be based on the expected concrete and reinforcing steel
strengths when either the concrete strain reaches a magnitude of 0.003 or the reinforcing steel strain reaches
the reduced ultimate tensile strain(0.66* ultimate tensile strain=0.66*0.09=0.06).
The criteria to be checked for reinforced concrete elements are:

Compression in concrete 𝜎𝑐 ≤𝑓𝑐 = 40 MPa

Tension in steel reinforcement 𝜎𝑠 < 𝑓𝑦 = 420 MPa

The value of fy used in design of shear reinforcement 𝜎𝑠 < 𝑓𝑦 = 420 MPa
Strength reduction factor 𝜙 shall be taken as follows:

For flexure
𝜙 = 0.90

For shear
𝜙 = 0.85

For spirally reinforced compression member, with or without flexure
𝜙 = 0.75

For tied reinforced compression members with or without flexure
𝜙 = 0.70
Ultimate Limit State Earthquake level III
Level 3 Ground motion /Survivability (2475year return period): Displacement or force-based seismic analysis
can be performed to verify displacement/deformation demand at pier top due to seismic actions.
The design target for piers is to verify displacement/deformation demand at pier top due to seismic actions.
Capacity-protected Design
Capacity-protected design will be used to design foundation/pile so that foundation will not be damaged and
shall remain elastic during a seismic event. Design forces for foundation design will be calculated considering
pier section capacity (at plastic hinge section) with over strength factor of 1.3 as per AASHTO LRFD.
Capacity-protected design also will be used for shear resistance of bridge piers.
The design target for piles is to remain essentially elastic under E3 earthquake conditions.
The expected nominal moment capacity, Mne, shall be based on the expected concrete and reinforcing steel
strengths when either the concrete strain reaches a magnitude of 0.003 or the reinforcing steel strain reaches
the reduced ultimate tensile strain(0.66* ultimate tensile strain=0.66*0.09=0.06).
The criteria to be checked for reinforced concrete elements are:

Compression in concrete 𝜎𝑐 ≤𝑓𝑐 = 40 MPa

Tension in steel reinforcement 𝜎𝑠 < 𝑓𝑦 = 500 MPa

The value of fy used in design of shear reinforcement 𝜎𝑠 < 𝑓𝑦 = 420 MPa
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Strength reduction factor 𝜙 shall be taken as follows:

For flexure
𝜙 = 1.00

For shear
𝜙 = 0.85

For spirally reinforced compression member, with or without flexure
𝜙 = 1.00

For tied reinforced compression members with or without flexure
𝜙 = 1.00
11.2 Typical Cross-Section and Reinforcement of Pile
The proposed reinforcement layout alongside the piles is presented hereafter.
Abutment/Pier
A1
P1
P2
P3
P4
P5
P6
P7
P8
A2
Diameter of pile,(mm)
1500
26+26
T32
1500
39+26
T32
1500
39+26
T32
1500
26+26
T32
1500
26+26
T32
1500
39+26
T32
1500
39+26
T32
1500
26+26
T32
1500
39+26
T32
1500
39+26
T32
Rebar
Diameter of rebar,mm
Number of rebars(Section
position 1(0~10m))
Cross section area of
piers,mm2
32
32
32
32
32
32
32
32
32
32
52
17662
50.00
65
17662
50.00
65
17662
50.00
52
17662
50.00
52
17662
50.00
65
17662
50.00
65
17662
50.00
52
17662
50.00
65
17662
50.00
65
17662
50.00
Reinforcement ratio 1
2.37%
2.96%
2.96%
2.37%
2.37%
2.96%
2.96%
2.37%
2.96%
2.96%
Number of rebars(Section
position 2(10~13.5m))
52
52
52
52
52
52
52
52
52
52
Reinforcement ratio 2
2.37%
2.37%
2.37%
2.37%
2.37%
2.37%
2.37%
2.37%
2.37%
2.37%
Number of rebars(Section
position 3(13.5~Lm))
Reinforcement ratio 3
26
26
26
26
26
26
26
26
26
26
1.18%
1.18%
1.18%
1.18%
1.18%
1.18%
1.18%
1.18%
1.18%
1.18%
Reinforcement of Pile at P1/P2/P5/P6/P8/A2

Longitudinal reinforcement(Section position 1:0~10m below the pile cut off level)
Reference: AREMA Vol.2 Ch.8 §2.11.1
Minimum longitudinal reinforcement steel ratio = 1.0 %
As,min = 0.01 ∙ A2g = 0.01∙
∙1,5002= 17671 mm²
Provided reinforcement: 39+26 no. T32 (52250 mm²).

Longitudinal reinforcement(Section position 2:10~13.5m below the pile cut off level)
Reference: AREMA Vol.2 Ch.8 §2.11.1
Minimum longitudinal reinforcement steel ratio = 1.0 %
As,min = 0.01 ∙ A2g = 0.01∙
∙1,5002= 17671 mm²
Provided reinforcement: 26+26 no. T32 (41800 mm²).

Longitudinal reinforcement(Section position 3:13.5~Lm below the pile cut off level)
Reference: AREMA Vol.2 Ch.8 §2.11.1
Minimum longitudinal reinforcement steel ratio = 1.0 %
As,min = 0.01 ∙ A2g = 0.01∙
∙1,5002= 17671 mm²
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Provided reinforcement: 26 no. T32 (20900 mm²).

Transverse reinforcement of P1/P8
Reinforcement Type = Spiral
Provided reinforcement = spiral 2-T16mm at 85 mm c/c(0~4m)
spiral 1-T16mm at 100 mm c/c(4~14m)
spiral 1-T16mm at 300 mm c/c(14~Lm)

Transverse reinforcement of P5/P6
Reinforcement Type = Spiral
Provided reinforcement = spiral 2-T16mm at 85 mm c/c(0~6m)
spiral 1-T16mm at 100 mm c/c(6~14m)
spiral 1-T16mm at 300 mm c/c(14~Lm)
Typical Reinforcement Section of Section position 1
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
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Typical Reinforcement Section of Section position 2
Typical Reinforcement Section of Section position 3
Reinforcement of Pile at A1/ P3/P4/P7

Longitudinal reinforcement(Section position 1/2:0~13.5m below the pile cut off level)
Reference: AREMA Vol.2 Ch.8 §2.11.1
Minimum longitudinal reinforcement steel ratio = 1.0 %
As,min = 0.01 ∙ A2g = 0.01∙
∙1,5002= 17671 mm²
Provided reinforcement: 26+26 no. T32 (41800 mm²).

Longitudinal reinforcement(Section position 3:13.5~Lm below the pile cut off level)
Reference: AREMA Vol.2 Ch.8 §2.11.1
Minimum longitudinal reinforcement steel ratio = 1.0 %
As,min = 0.01 ∙ A2g = 0.01∙
∙1,5002= 17671 mm²
Provided reinforcement: 26 no. T32 (20900 mm²).

Transverse reinforcement
Reinforcement Type = Spiral
Provided reinforcement = spiral 2-T16mm at 85 mm c/c(0~4m)
spiral 1-T16mm at 100 mm c/c(4~14m)
spiral 1-T16mm at 300 mm c/c(14~Lm)
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
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Typical Reinforcement Section of Section position 1/2
Typical Reinforcement Section of Section position 3
11.3 Materials Parameters
Static and Level 1 Ground motion
For Static and Level 1 Ground motion, Materials Parameters refer to section 4.
Steel Reinforcement Stress–Strain Model is as follows:
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
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Reinforcement Stress–Strain Model
The confined compressive strain, εcc, and the ultimate compressive strain, εcu, for confined concrete should
be computed using Mander’s model. Concrete Stress–Strain Model is as follows:
Concrete Stress–Strain Model
Level 2 and Level 3 Ground motion
Steel Reinforcement Stress–Strain Model is as follows:
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
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Reinforcement Stress–Strain Model
The confined compressive strain, εcc, and the ultimate compressive strain, εcu, for confined concrete should
be computed using Mander’s model. Concrete Stress–Strain Model is as follows:
Concrete Stress–Strain Model
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
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Mander’s model Parameters
Typical values for the ultimate compressive strain, cu, range from 0.008 to 0.025 depending on the amount
of transverse confinement reinforcement.
The confined compressive strain, εcc, and the ultimate compressive strain, εcu, for confined concrete should
be computed using Mander’s model.
Moment-curvature (M-) Analysis
The plastic moment capacity of all ductile concrete members shall be calculated by moment-curvature (M-)
analysis on the basis of the expected material properties. The moment-curvature analysis shall include the
axial forces due to dead load.
The M- curve should be idealized with an elastic perfectly plastic response to estimate the plastic moment
capacity of a member’s cross-section. The elastic portion of the idealized curve shall pass through the point
marking the first reinforcing bar yield. The idealized plastic moment capacity shall be obtained by equating the
areas between the actual and the idealized M- curves beyond the first reinforcing bar yield point, as shown
in Figure below.
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
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Moment-Curvature Model
The expected nominal moment capacity, Mne, shall be based on the expected concrete and reinforcing steel
strengths when either the concrete strain reaches a magnitude of 0.003 or the reinforcing steel strain reaches
the reduced ultimate tensile strain(0.66* ultimate tensile strain=0.66*0.09=0.06).
To determine force demands on capacity-protected members connected to a hinging member, a overstrength
magnifier, λmo, shall be applied to the plastic moment capacity of the hinging member such that:
λmo = overstrength magnifier=1.3.
11.4 Load Combinations in Model
Serviceability Limit State
LCB13: Dead Load( 1.000) +Creep Secondary( 1.000) +Shrinkage Secondary( 1.000) + E( 1.000) +CE-80( 1.180)
+Walkway Live Load( 1.000)
LCB14: Dead Load( 1.000) +Creep Secondary( 1.000) +Shrinkage Secondary( 1.000) + E( 1.000) +WW( 1.000)
LCB15: Dead Load( 1.000) +Creep Secondary( 1.000) +Shrinkage Secondary( 1.000) +E( 1.000) +CE-80( 1.180)
+Walkway Live Load( 1.000) +FF( 1.000) +BAR OR TRACTION( 1.000) +WW( 1.000)
LCB16: Dead Load( 1.000) +Creep Secondary( 1.000) +Shrinkage Secondary( 1.000) +E( 1.000)
+SETTLEMENT( 1.000) + CE-80( 1.180) +Walkway Live Load( 1.000) +TG( 1.000) +T( 1.000)
LCB17: Dead Load( 1.000) +Creep Secondary( 1.000) +Shrinkage Secondary( 1.000) +E( 1.000)
+SETTLEMENT( 1.000) +WW( 1.000) +TG( 1.000) +T( 1.000)
LCB18: Dead Load( 1.000) +Creep Secondary( 1.000) +Shrinkage Secondary( 1.000) + E( 1.000) +
FF( 1.000) +SETTLEMENT( 1.000) +BAR OR TRACTION( 1.000) +CE-80( 1.180) +Walkway Live Load( 1.000)
+ TG( 1.000) +T( 1.000) + WW( 1.000)
Strength Limit State
LCB19: E( 1.400) +CE-80( 2.753) +Walkway Live Load( 1.400) + Dead Load( 1.400)
LCB20: E( 1.800) + CE-80( 2.124) +Walkway Live Load( 1.800) +Dead Load( 1.800)
LCB21: E( 1.400) + Dead Load( 1.400) + WW( 1.400)
LCB22: E( 1.400) + CE-80( 1.652) +Walkway Live Load( 1.400) +Dead Load( 1.400) +WW( 1.400) +BAR OR
TRACTION( 1.400) +FF( 1.400)
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
LCB23: E( 1.400) +CE-80( 1.652) +Walkway Live Load( 1.400) +SETTLEMENT( 1.400) + Dead Load( 1.400)
+Creep Secondary( 1.400) +Shrinkage Secondary( 1.400) +TG( 1.400) +T( 1.400)
LCB24: E( 1.400) +SETTLEMENT( 1.400) +Dead Load( 1.400) +Creep Secondary( 1.400) +Shrinkage
Secondary( 1.400) +TG( 1.400) +T( 1.400) +WW( 1.400)
LCB25: E( 1.400) +CE-80( 1.652) +Walkway Live Load( 1.400) +SETTLEMENT( 1.400) +Dead Load( 1.400) +Creep
Secondary( 1.400) +Shrinkage Secondary( 1.400) +TG( 1.400) +T( 1.400) +WW( 1.400) +BAR OR
TRACTION( 1.400) +FF( 1.400)
Extreme Event Limit State
LCB26: Dead Load( 1.000) + E( 1.000) +DER( 1.000) +CE-80( 1.000)
LCB27: E( 1.000) + Dead Load( 1.000) +Collision Load 1( 1.000) +Collision Load 2( 1.000)
LCB30: Dead Load( 1.000) + E( 1.000) +CE-80( 1.000) +Walkway Live Load( 1.000)+EQ1( 1.000)
LCB31: Dead Load( 1.000) + E( 1.000) +CE-80( 1.000) +Walkway Live Load( 1.000)+EQ2( 1.000)
LCB32: Dead Load( 1.000) + E( 1.000) +CE-80( 1.000) +Walkway Live Load( 1.000)+EQ3( 1.000)
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
12 Serviceability Limit State Results of Piles
12.1 Design of Piles (Static)
Conservatively, this chapter adopts the following reinforcement of piles for pier piles verification.

Longitudinal reinforcement
Reference: AREMA Vol.2 Ch.8 §2.11.1
Minimum longitudinal reinforcement steel ratio = 1.0 %
As,min = 0.01 ∙ A2g = 0.01∙
∙1,5002= 17671 mm²
Provided reinforcement: 26 no. T32 (20900 mm²).
Typical Reinforcement Section for Rebar Stress Verification
Input parameter
Support
Section
0~8.5m
P1
8.5m~12m
0~8.5m
P2
8.5m~12m
Elem
1320
1320
1320
1320
1320
1320
1325
1325
1325
1325
1325
1325
1453
1453
1453
1453
1453
1453
1458
1458
1458
1458
Load
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Axial (kN)
-2740
-4090
-6903
-11473
-10137
-7327
-2961
-4054
-11036
-11694
-10615
-3636
-2879
-5683
-6894
-11220
-8435
-7228
-3099
-4257
-3764
-11441
Moment-y (kN*m)
924
1061
919
-675
-811
-669
176
180
-128
-128
-132
176
871
1100
-630
-633
-866
864
262
281
262
-190
Moment-z (kN*m)
-249
-167
324
247
167
-324
-52
-50
54
52
50
-54
277
-183
413
-266
183
-412
80
72
91
-79
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P2319-PFJ-ECB-CA-30001-AD
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0~8.5m
P3
8.5m~12m
0~8.5m
P4
8.5m~12m
0~8.5m
P5
8.5m~12m
0~8.5m
P6
8.5m~12m
0~8.5m
P7
8.5m~12m
1458
1458
1468
1468
1468
1468
1468
1468
1473
1473
1473
1473
1473
1473
499
499
499
499
499
499
1683
1683
1683
1683
1683
1683
508
508
508
508
508
508
1758
1758
1758
1758
1758
1758
500
500
500
500
500
500
1698
1698
1698
1698
1698
1698
501
501
501
501
501
501
1713
1713
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
-10303
-10800
-2716
-4320
-6671
-10794
-9222
-6873
-2937
-5037
-3575
-11015
-8945
-10410
-2557
-7031
-6088
-8610
-4745
-4989
-2910
-4268
-3514
-8963
-8215
-8270
-2867
-8003
-6586
-9401
-4956
-5538
-3221
-4529
-3694
-9754
-9136
-9137
-2178
-8854
-7359
-11374
-4748
-6246
-2532
-4049
-3035
-11727
-10260
-11276
-3021
-8908
-6489
-11053
-5184
-7606
-3374
-4664
-209
-190
722
941
-631
-658
-867
705
333
366
332
-240
-272
-238
-525
488
377
349
-636
-537
267
273
266
-196
-200
-194
-1045
846
780
766
-1109
-1038
525
538
526
-383
-393
-379
-1101
879
809
797
-1183
-1113
499
510
497
-360
-370
-358
-447
487
347
349
-587
-447
258
265
-72
-91
242
36
378
-242
-37
-378
80
-60
93
-80
60
-93
218
-52
459
-221
52
-459
14
2
28
-14
-2
-28
140
-71
301
-123
71
-301
35
21
67
-31
-21
-67
207
34
611
-194
-34
-611
181
138
216
-179
-138
-217
496
-231
884
-472
231
-884
111
98
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0~8.5m
P8
8.5m~12m
0~8.5m
0~8.5m
A1
8.5m~12m
8.5m~12m
0~8.5m
A2
0~8.5m
8.5m~12m
1713
1713
1713
1713
1528
1528
1528
1528
1528
1528
1533
1533
1533
1533
1533
1533
538
538
538
538
538
538
966
966
966
966
966
966
880
880
880
880
880
880
1019
1019
1019
1019
1019
1019
543
543
543
543
543
543
1030
1030
1030
1030
1030
1030
958
958
958
958
958
958
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
-4000
-11406
-10135
-10802
-3579
-8965
-7662
-11702
-6331
-7638
-3800
-10682
-4410
-11923
-5057
-11332
-1106
-2638
-2638
-2681
-2071
-2030
-6369
-6789
-8644
-9085
-8664
-6961
-1460
-1512
-2249
-3034
-2992
-2244
-6722
-8989
-7091
-9438
-7143
-9205
-1913
-1973
-2179
-3443
-3389
-3177
-6065
-8245
-8090
-8624
-6437
-6712
-2399
-3875
-3145
-3928
-2437
-3183
257
-187
-195
-187
-483
852
689
681
-652
-490
-187
336
-187
323
-199
324
-2888
-2307
-2307
-2403
-2914
-2649
-2523
-2492
-3147
-3176
-3207
-2787
307
307
285
275
263
296
195
245
212
242
193
242
1677
1705
1578
1164
984
1262
2507
3212
3145
3161
2456
2807
-642
-529
-583
-567
-642
-626
131
-110
-98
-131
242
154
373
-234
-154
-373
79
-72
88
-78
72
-88
-1277
-1147
-1147
-1234
-1282
-1341
-845
-688
-560
-588
-744
-859
-1
-1
2
-9
-11
-11
-7
-12
-6
-23
-18
-24
-706
-716
-606
-677
-606
-777
-487
-439
-233
-270
-320
-507
43
23
46
26
43
23
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 74 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
8.5m~12m
1086
1086
1086
1086
1086
1086
SER(max)
SER(max)
SER(max)
SER(min)
SER(min)
SER(min)
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
-6551
-6922
-6940
-9110
-8714
-8874
-362
-355
-406
-469
-476
-468
35
9
36
3
29
3
Verification of Pier Piles
DISTRIBUTION OF FLEXURAL REINFORCEMENT
Pile or pier diameter,D
=
1500
mm
Length of the cross-section,L
Effective tension area of concrete surrounding the main tension reinforcing
bars, divided by the number of bars,A
=
3780.56
mm
=
21520.11077
mm2
Diameter of main bar,db
=
32
mm
Number of bundled main bars,n
=
1
Spacing of main bars,S
=
145
Number of main bars,N
=
26
Diameter of stirrup,ds
=
16
mm
Net thickness of concrete cover to the outermost bar,c
=
100
mm
Thickness of concrete cover measured from extreme tension fiber to center
of bar located closest thereto,dc
=
=
66
0.2
mm
Crack width
Z
=
15
kN/mm
Yield stress of spiral or hoop reinforcement, fyh
=
420
MPa
Allowable stress in the reinforcement,fs
=
127.9504592
MPa
SLS,Stress in the reinforcement,fs'
=
23.3
MPa
SLS,Stress/Allowable stress
=
0.182
OK
mm
mm
Verification of Abutment A Piles(0~8.5m)
DISTRIBUTION OF FLEXURAL REINFORCEMENT
ABUTMENT A (ELEMENT 538)
Pile or pier diameter,D
=
1500
mm
Length of the cross-section,L
Effective tension area of concrete surrounding the main tension
reinforcing bars, divided by the number of bars,A
=
3702.06
mm
=
22853.10115
mm2
Diameter of main bar,db
=
32
mm
Number of bundled main bars,n
=
2
Spacing of main bars,S
=
140
Number of main bars,N
=
52
Diameter of stirrup,ds
=
16
mm
Net thickness of concrete cover to the outermost bar,c
=
100
mm
Thickness of concrete cover measured from extreme tension fiber
to center of bar located closest thereto,dc
=
=
66
0.2
mm
Crack width
Z
=
15
kN/mm
Yield stress of spiral or hoop reinforcement, fyh
=
420
MPa
SER1,My
=
2649
kN.m
mm
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 75 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
SER1,N
=
SLS,Stress in the reinforcement,fs'
Allowable stress in the reinforcement,fs
1160
kN
=
129.7
MPa
=
130.7961317
MPa
ENVELOPE(SER2~6),My
=
2966
kN.m
ENVELOPE(SER2~6),N
=
770
kN
SLS,Stress in the reinforcement,fs'
=
160.16
MPa
Allowable stress in the reinforcement,fs
=
163.4951646
MPa
SLS,Stress/Allowable stress
=
0.99161954
OK
Verification of Abutment A Piles(8.5m below)
DISTRIBUTION OF FLEXURAL REINFORCEMENT
ABUTMENT A (ELEMENT 880)
Pile or pier diameter,D
=
1500
mm
Length of the cross-section,L
Effective tension area of concrete surrounding the main tension
reinforcing bars, divided by the number of bars,A
=
3702.06
mm
=
45706.20231
mm2
Diameter of main bar,db
=
32
mm
Number of bundled main bars,n
=
1
Spacing of main bars,S
=
140
Number of main bars,N
=
26
Diameter of stirrup,ds
=
16
mm
Net thickness of concrete cover to the outermost bar,c
=
100
mm
Thickness of concrete cover measured from extreme tension fiber
to center of bar located closest thereto,dc
=
mm
Crack width
=
66
0.2
Z
=
15
kN/mm
Yield stress of spiral or hoop reinforcement, fyh
=
420
MPa
SER1,My
=
217
kN.m
SER1,N
=
1513
kN
SLS,Stress in the reinforcement,fs'
=
0
MPa
Allowable stress in the reinforcement,fs
=
103.8129585
MPa
ENVELOPE(SER2~6),My
=
276
kN.m
ENVELOPE(SER2~6),N
=
1068
kN
SLS,Stress in the reinforcement,fs'
=
0
MPa
Allowable stress in the reinforcement,fs
=
129.7661982
MPa
SLS,Stress/Allowable stress
=
0
OK
mm
mm
Verification of Abutment B Piles(0~8.5m)
DISTRIBUTION OF FLEXURAL REINFORCEMENT
ABUTMENT B (ELEMENT 543)
Pile or pier diameter,D
=
1500
mm
Length of the cross-section,L
Effective tension area of concrete surrounding the main tension
reinforcing bars, divided by the number of bars,A
=
3702.06
mm
=
22853.10115
mm2
Diameter of main bar,db
=
32
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 76 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Number of bundled main bars,n
=
2
Spacing of main bars,S
=
140
Number of main bars,N
=
52
Diameter of stirrup,ds
=
16
mm
Net thickness of concrete cover to the outermost bar,c
=
100
mm
Thickness of concrete cover measured from extreme tension fiber
to center of bar located closest thereto,dc
=
mm
Crack width
=
66
0.2
Z
=
15
kN/mm
Yield stress of spiral or hoop reinforcement, fyh
=
420
MPa
SER1,My
=
1557
kN.m
SER1,N
=
1874
kN
SLS,Stress in the reinforcement,fs'
=
35.56
MPa
Allowable stress in the reinforcement,fs
=
140.9202551
MPa
ENVELOPE(SER2~6),My
=
1805
kN.m
ENVELOPE(SER2~6),N
=
1394
kN
SLS,Stress in the reinforcement,fs'
=
52.68
MPa
Allowable stress in the reinforcement,fs
=
176.1503188
MPa
SLS,Stress/Allowable stress
=
0.299062757
OK
mm
mm
Verification of Abutment B Piles(8.5m below)
DISTRIBUTION OF FLEXURAL REINFORCEMENT
ABUTMENT B (ELEMENT 958)
Pile or pier diameter,D
=
1500
mm
Length of the cross-section,L
Effective tension area of concrete surrounding the main tension
reinforcing bars, divided by the number of bars,A
=
3702.06
mm
=
45706.20231
mm2
Diameter of main bar,db
=
32
mm
Number of bundled main bars,n
=
1
Spacing of main bars,S
=
140
Number of main bars,N
=
26
Diameter of stirrup,ds
=
16
mm
Net thickness of concrete cover to the outermost bar,c
=
100
mm
Thickness of concrete cover measured from extreme tension fiber
to center of bar located closest thereto,dc
=
mm
Crack width
=
66
0.2
Z
=
15
kN/mm
Yield stress of spiral or hoop reinforcement, fyh
=
420
MPa
SER1,My
=
450
kN.m
SER1,N
=
2360
kN
SLS,Stress in the reinforcement,fs'
=
0
MPa
Allowable stress in the reinforcement,fs
=
103.8129585
MPa
ENVELOPE(SER2~6),My
=
576
kN.m
ENVELOPE(SER2~6),N
=
1880
kN
SLS,Stress in the reinforcement,fs'
=
0
mm
mm
MPa
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 77 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Allowable stress in the reinforcement,fs
=
129.7661982
MPa
SLS,Stress/Allowable stress
=
0
OK
12.2 Design of Piles (E1)
Conservatively, this chapter adopts the following reinforcement of piles for piles verification.

Longitudinal reinforcement(0~13.5m below the pile cut off level)
Reference: AREMA Vol.2 Ch.8 §2.11.1
Minimum longitudinal reinforcement steel ratio = 1.0 %
As,min = 0.01 ∙ A2g = 0.01∙
∙1,5002= 17671 mm²
Provided reinforcement: 26+26 no. T32 (41800 mm²).
Typical Reinforcement Section for Rebar Stress Verification
Input parameter
Support
Section
0~8.5m
P1
8.5m~12m
0~8.5m
P2
8.5m~12m
Elem
1320
1320
1320
1320
1320
1320
1325
1325
1325
1325
1325
1325
1453
1453
1453
1453
1453
1453
1458
1458
1458
1458
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Axial (kN)
883
883
883
-12712
-12712
-12712
668
668
668
-12940
-12940
-12940
931
931
931
-12563
-12563
-12563
719
719
719
-12792
Moment-y (kN*m)
1880
1880
1880
-1880
-1880
-1880
376
376
376
-376
-376
-376
1895
1895
1895
-1895
-1895
-1895
597
597
597
-597
Moment-z (kN*m)
1563
1563
1563
-1563
-1563
-1563
442
442
442
-442
-442
-442
1151
1151
1151
-1151
-1151
-1151
651
651
651
-651
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 78 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0~8.5m
P3
8.5m~12m
0~8.5m
P4
8.5m~12m
0~8.5m
P5
8.5m~12m
0~8.5m
P6
8.5m~12m
0~8.5m
P7
8.5m~12m
1458
1458
1468
1468
1468
1468
1468
1468
1473
1473
1473
1473
1473
1473
499
499
499
499
499
499
1683
1683
1683
1683
1683
1683
508
508
508
508
508
508
1758
1758
1758
1758
1758
1758
500
500
500
500
500
500
1698
1698
1698
1698
1698
1698
501
501
501
501
501
501
1713
1713
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
-12792
-12792
325
325
325
-11412
-11412
-11412
111
111
111
-11640
-11640
-11640
1251
1251
1251
-10515
-10515
-10515
910
910
910
-10880
-10880
-10880
2893
2893
2893
-13310
-13310
-13310
2550
2550
2550
-13673
-13673
-13673
4021
4021
4021
-15067
-15067
-15067
3678
3678
3678
-15430
-15430
-15430
1154
1154
1154
-12637
-12637
-12637
813
813
-597
-597
1584
1584
1584
-1710
-1710
-1710
755
755
755
-749
-749
-749
1583
1583
1583
-1585
-1585
-1585
743
743
743
-743
-743
-743
3278
3278
3278
-3257
-3257
-3257
1559
1559
1559
-1558
-1558
-1558
2889
2889
2889
-2877
-2877
-2877
1261
1261
1261
-1260
-1260
-1260
1344
1344
1344
-1321
-1321
-1321
705
705
-651
-651
770
770
770
-769
-769
-769
651
651
651
-651
-651
-651
493
493
493
-493
-493
-493
566
566
566
-566
-566
-566
2233
2233
2233
-2233
-2233
-2233
1760
1760
1760
-1760
-1760
-1760
2029
2029
2029
-2029
-2029
-2029
1791
1791
1791
-1791
-1791
-1791
766
766
766
-766
-766
-766
855
855
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 79 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0~8.5m
P8
8.5m~12m
0~8.5m
0~8.5m
A1
8.5m~12m
8.5m~12m
0~8.5m
A2
0~8.5m
8.5m~12m
1713
1713
1713
1713
1528
1528
1528
1528
1528
1528
1533
1533
1533
1533
1533
1533
538
538
538
538
538
538
966
966
966
966
966
966
880
880
880
880
880
880
1019
1019
1019
1019
1019
1019
543
543
543
543
543
543
1030
1030
1030
1030
1030
1030
958
958
958
958
958
958
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
813
-13003
-13003
-13003
1562
1562
1562
-13106
-13106
-13106
1348
1348
1348
-13334
-13334
-13334
334
334
334
-4518
-4518
-4518
-4095
-4095
-4095
-10087
-10087
-10087
-1
-1
-1
-4890
-4890
-4890
-4430
-4430
-4430
-10458
-10458
-10458
-12
-12
-12
-4750
-4750
-4750
-4413
-4413
-4413
-9945
-9945
-9945
-476
-476
-476
-5258
-5258
-5258
705
-705
-705
-705
2055
2055
2055
-2142
-2142
-2142
934
934
934
-929
-929
-929
-1541
-1541
-1541
-3800
-3800
-3800
-1621
-1621
-1621
-4071
-4071
-4071
354
354
354
186
186
186
305
305
305
127
127
127
4153
4153
4153
1187
1187
1187
5550
5550
5550
2458
2458
2458
-499
-499
-499
-970
-970
-970
855
-855
-855
-855
782
782
782
-782
-782
-782
553
553
553
-553
-553
-553
192
192
192
-2424
-2424
-2424
603
603
603
-1847
-1847
-1847
83
83
83
-102
-102
-102
71
71
71
-105
-105
-105
1062
1062
1062
-2297
-2297
-2297
1355
1355
1355
-1988
-1988
-1988
276
276
276
-227
-227
-227
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 80 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
8.5m~12m
1086
1086
1086
1086
1086
1086
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
-4876
-4876
-4876
-10454
-10454
-10454
-336
-336
-336
-819
-819
-819
264
264
264
-241
-241
-241
Verification of Piles(0~12m)
Allowable stress in the reinforcement,fs
=
SLS,Stress in the reinforcement,fs'
SLS,Stress/Allowable stress
420
MPa
=
289.4
MPa
=
0.689
OK
Allowable stress in the reinforcement,fs
=
420
MPa
SLS,Stress in the reinforcement,fs'
=
192.5
MPa
SLS,Stress/Allowable stress
=
0.458
OK
Verification of Piles(12m below)
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P2319-PFJ-ECB-CA-30001-AD
PAGE 81 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
13 Strength Limit State Results of Piles(Static)
13.1 Design of Piles at Pier 1
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
1320
1320
1320
1320
1320
1320
1320
1320
1320
1320
Load
STR(max)
STR(max)
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
STR(min)
STR(min)
Component
Axial
Shear-y
Shear-z
Moment-y
Moment-z
Axial
Shear-y
Shear-z
Moment-y
Moment-z
Axial (kN)
-3864
-13817
-7474
-5733
-9611
-16530
-9406
-12444
-14184
-10311
Shear-y (kN)
-28
72
11
0
55
29
-72
-11
-1
-55
Shear-z (kN)
131
0
181
181
129
-3
0
-146
-146
-94
Moment-y (kN*m)
1294
0
1486
1486
1286
-12
0
-1135
-1135
-936
Moment-z (kN*m)
-343
277
278
-233
446
111
-277
-278
233
-446
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PAGE 82 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1325
1325
1325
1325
1325
Load
STR(max)
STR(max)
STR(max)
STR(max)
STR(max)
Component
Axial
Shear-y
Shear-z
Moment-y
Moment-z
Axial (kN)
-4235
-15460
-5748
-7337
-12422
Shear-y (kN)
-39
45
-35
-35
23
Shear-z (kN)
140
-102
151
128
-102
Moment-y (kN*m)
106
-77
101
111
-77
Moment-z (kN*m)
-33
30
-34
-34
40
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PAGE 83 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1325
1325
1325
1325
1325
STR(min)
STR(min)
STR(min)
STR(min)
STR(min)
Axial
Shear-y
Shear-z
Moment-y
Moment-z
-17007
-5205
-14912
-13323
-8242
7
-45
35
35
-23
-1
140
-113
-90
140
0
106
-72
-82
106
-3
-30
34
34
-40
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
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P2319-PFJ-ECB-CA-30001-AD
PAGE 84 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
1500
mm
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 16609 kN < φ Pa = 43426 kN
OK
Pile dia.,D
=
Strength reduction factor,φ
kN
13.2 Design of Piles at Pier 2
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
1453
1453
1453
1453
1453
1453
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-4039
-7948
-9661
-16560
-11817
-10110
Shear-y (kN)
17
13
58
-52
-13
-58
Shear-z (kN)
40
111
-28
-1
-101
38
Moment-y (kN*m)
1220
1540
-882
-5
-1212
1210
Moment-z (kN*m)
386
-254
575
-237
254
-575
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P2319-PFJ-ECB-CA-30001-AD
PAGE 85 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1458
1458
1458
1458
1458
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
-4348
-5969
-5279
-16958
-14415
Shear-y (kN)
51
41
65
-18
-41
Shear-z (kN)
166
190
165
0
-145
Moment-y (kN*m)
367
393
366
0
-293
Moment-z (kN*m)
111
101
127
-19
-101
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P2319-PFJ-ECB-CA-30001-AD
PAGE 86 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1458
STR(min)
Moment-z
-15110
-65
-120
-266
-127
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
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P2319-PFJ-ECB-CA-30001-AD
PAGE 87 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 16560 kN < φ Pa = 43426 kN
OK
kN
13.3 Design of Piles at Pier 3
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
1468
1468
1468
1468
1468
1468
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-3805
-6056
-8306
-16157
-12913
-13841
Shear-y (kN)
23
-35
127
-60
35
-127
Shear-z (kN)
-6
63
-18
-31
-103
-18
Moment-y (kN*m)
1011
1319
-93
-160
-1214
-93
Moment-z (kN*m)
338
51
626
-298
-51
-626
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P2319-PFJ-ECB-CA-30001-AD
PAGE 88 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1473
1473
1473
1473
1473
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
-4114
-7056
-5007
-16555
-12531
Shear-y (kN)
45
-21
61
-25
21
Shear-z (kN)
165
194
164
-14
-161
Moment-y (kN*m)
466
512
464
-18
-393
Moment-z (kN*m)
111
-84
130
-29
84
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P2319-PFJ-ECB-CA-30001-AD
PAGE 89 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1473
STR(min)
Moment-z
-14582
-61
-131
-346
-130
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
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P2319-PFJ-ECB-CA-30001-AD
PAGE 90 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 16157 kN < φ Pa = 43426 kN
OK
kN
13.4 Design of Piles at Pier 4
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
499
499
499
499
499
499
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-3580
-9844
-7251
-13152
-6643
-10813
Shear-y (kN)
19
-6
60
-23
6
-60
Shear-z (kN)
-455
341
-1
-4
-466
-1
Moment-y (kN*m)
-735
684
-16
-62
-890
-16
Moment-z (kN*m)
306
-72
902
-343
72
-901
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P2319-PFJ-ECB-CA-30001-AD
PAGE 91 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1683
1683
1683
1683
1683
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
-4075
-5975
-7746
-13788
-11501
Shear-y (kN)
18
3
51
-19
-3
Shear-z (kN)
103
111
-1
-4
-83
Moment-y (kN*m)
374
382
-1
-4
-280
Moment-z (kN*m)
19
3
52
-20
-3
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P2319-PFJ-ECB-CA-30001-AD
PAGE 92 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1683
STR(min)
Moment-z
-11308
-51
-1
-1
-52
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
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P2319-PFJ-ECB-CA-30001-AD
PAGE 93 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 13788 kN < φ Pa = 43426 kN
OK
kN
13.5 Design of Piles at Pier 5
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
508
508
508
508
508
508
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-4013
-11204
-7679
-14268
-6937
-11857
Shear-y (kN)
3
1
21
-7
-1
-21
Shear-z (kN)
-530
389
1
0
-533
1
Moment-y (kN*m)
-1466
1184
24
-8
-1555
24
Moment-z (kN*m)
196
-99
595
-189
99
-595
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P2319-PFJ-ECB-CA-30001-AD
PAGE 94 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1758
1758
1758
1758
1758
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
-4508
-6340
-8174
-14905
-12791
Shear-y (kN)
24
13
63
-20
-13
Shear-z (kN)
174
183
3
-1
-133
Moment-y (kN*m)
737
755
5
-1
-550
Moment-z (kN*m)
49
29
119
-38
-29
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P2319-PFJ-ECB-CA-30001-AD
PAGE 95 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1758
STR(min)
Moment-z
-12352
-63
3
5
-119
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 96 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 14905 kN < φ Pa = 43426 kN
OK
kN
13.6 Design of Piles at Pier 6
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
500
500
500
500
500
500
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-3052
-12393
-7512
-16753
-6650
-14862
Shear-y (kN)
-99
110
35
-18
-110
-35
Shear-z (kN)
-575
418
0
0
-579
0
Moment-y (kN*m)
-1543
1230
3
-15
-1658
3
Moment-z (kN*m)
289
49
1048
-534
-48
-1048
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P2319-PFJ-ECB-CA-30001-AD
PAGE 97 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1698
1698
1698
1698
1698
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
-3547
-5671
-4252
-17389
-14361
Shear-y (kN)
109
74
138
-56
-74
Shear-z (kN)
218
227
216
-2
-165
Moment-y (kN*m)
700
714
696
-3
-518
Moment-z (kN*m)
254
194
303
-95
-194
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P2319-PFJ-ECB-CA-30001-AD
PAGE 98 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1698
STR(min)
Moment-z
-15784
-138
-155
-500
-303
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 99 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 17389 kN < φ Pa = 43426 kN
OK
kN
13.7 Design of Piles at Pier 7
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
501
501
501
501
501
501
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-4237
-12463
-8705
-16568
-7265
-14124
Shear-y (kN)
-74
100
113
-48
-100
-112
Shear-z (kN)
-445
340
1
2
-459
1
Moment-y (kN*m)
-628
682
19
22
-824
19
Moment-z (kN*m)
689
-318
1605
-678
319
-1604
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1713
1713
1713
1713
1713
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
-4732
-6536
-5610
-17205
-14181
Shear-y (kN)
79
60
107
-35
-60
Shear-z (kN)
112
122
112
1
-90
Moment-y (kN*m)
362
372
360
1
-272
Moment-z (kN*m)
155
136
183
-35
-136
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(UBR AT 0+496.090)
1713
STR(min)
Moment-z
-15113
-107
-80
-261
-184
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 17205 kN < φ Pa = 43426 kN
OK
kN
13.8 Design of Piles at Pier 8
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
1528
1528
1528
1528
1528
1528
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-5038
-12558
-10779
-16352
-8851
-10635
Shear-y (kN)
10
-16
50
-8
17
-50
Shear-z (kN)
13
-11
-63
-74
-48
3
Moment-y (kN*m)
-676
1194
966
954
-913
-686
Moment-z (kN*m)
329
213
509
-320
-212
-509
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1533
1533
1533
1533
1533
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
-5347
-14941
-6232
-16661
-7086
Shear-y (kN)
48
-40
61
-47
40
Shear-z (kN)
-111
195
-109
178
-128
Moment-y (kN*m)
-269
470
-262
452
-287
Moment-z (kN*m)
109
-101
123
-109
101
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1533
STR(min)
Moment-z
-15800
-61
176
445
-123
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 16661 kN < φ Pa = 43426 kN
OK
kN
13.9 Design of Piles at A1
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
538
Load
STR(max)
Component
Axial
Axial (kN)
-1549
Shear-y (kN)
-799
Shear-z (kN)
-1109
Moment-y (kN*m)
-4043
Moment-z (kN*m)
-1788
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
538
538
538
538
538
Elem
966
966
966
966
966
966
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
-4247
-4247
-4582
-1640
-2842
Axial (kN)
-8917
-9505
-15283
-16076
-16076
-9746
67
67
30
-796
-817
Shear-y (kN)
-613
-517
268
264
264
-615
-266
-266
-612
-1112
-929
Shear-z (kN)
-1331
-1312
-2674
-2691
-2691
-1485
-2188
-2188
-3314
-4080
-3709
Moment-y (kN*m)
-3532
-3489
-6756
-6809
-6809
-3902
168
168
22
-1795
-1878
Moment-z (kN*m)
-1183
-964
937
886
887
-1202
Moment-y (kN*m)
430
522
395
513
363
414
Moment-y (kN*m)
273
449
297
448
270
447
Moment-z (kN*m)
-1
0
8
-4
-10
-16
Moment-z (kN*m)
-9
-44
-9
-43
-26
-44
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
880
880
880
880
880
880
Elem
1019
1019
1019
1019
1019
1019
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-2043
-4391
-3703
-5218
-4742
-3142
Axial (kN)
-9411
-16661
-9928
-16713
-10000
-16293
Shear-y (kN)
39
0
7
-5
-9
24
Shear-y (kN)
28
-31
28
-31
13
-31
Shear-z (kN)
362
412
310
406
281
351
Shear-z (kN)
221
389
243
388
218
388
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P2319-PFJ-ECB-CA-30001-AD
PAGE 107 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 16713 kN < φ Pa = 43426 kN
OK
kN
13.10Design of Piles at A2
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P2319-PFJ-ECB-CA-30001-AD
PAGE 108 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
543
543
543
543
543
543
Elem
1030
1030
1030
1030
1030
1030
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-2679
-2763
-3304
-5612
-4998
-4448
Axial (kN)
-8491
-14892
-11603
-14906
-9011
-9397
Shear-y (kN)
-372
-371
40
20
47
-376
Shear-y (kN)
-307
107
130
108
-227
-309
Shear-z (kN)
-31
-29
-278
-475
-587
-227
Shear-z (kN)
1028
1902
1559
1903
1006
1166
Moment-y (kN*m)
2347
2387
1659
1783
827
1767
Moment-y (kN*m)
3509
6165
5010
6164
3439
3930
Moment-z (kN*m)
-988
-1002
159
23
159
-1088
Moment-z (kN*m)
-681
520
595
525
-448
-709
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PAGE 109 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
958
958
958
958
958
958
Elem
1086
1086
1086
1086
1086
1086
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Load
STR(max)
STR(max)
STR(max)
STR(min)
STR(min)
STR(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-3359
-5679
-4402
-6487
-5621
-4711
Axial (kN)
-9171
-9691
-9716
-15781
-15736
-12702
Shear-y (kN)
50
-9
51
-6
-1
-11
Shear-y (kN)
43
25
43
-16
-16
-21
Shear-z (kN)
-364
-263
-324
-403
-405
-330
Shear-z (kN)
-223
-218
-251
-395
-395
-326
Moment-y (kN*m)
-898
-707
-816
-1039
-1049
-842
Moment-y (kN*m)
-507
-497
-568
-860
-860
-708
Moment-z (kN*m)
60
-20
65
-9
-3
-21
Moment-z (kN*m)
49
12
50
-45
-46
-56
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P2319-PFJ-ECB-CA-30001-AD
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
1500
mm
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 15781 kN < φ Pa = 43426 kN
OK
Pile dia.,D
=
Strength reduction factor,φ
kN
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
14 Strength Limit State Results of Piles(E1)
14.1 Design of Piles at Pier 1
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
1320
1320
1320
1320
1320
1320
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
883
883
883
-12712
-12712
-12712
Shear-y (kN)
39
39
39
-39
-39
-39
Shear-z (kN)
182
182
182
-182
-182
-182
Moment-y (kN*m)
1880
1880
1880
-1880
-1880
-1880
Moment-z (kN*m)
1563
1563
1563
-1563
-1563
-1563
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P2319-PFJ-ECB-CA-30001-AD
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1325
1325
1325
1325
1325
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
668
668
668
-12940
-12940
Shear-y (kN)
214
214
214
-214
-214
Shear-z (kN)
209
209
209
-209
-209
Moment-y (kN*m)
376
376
376
-376
-376
Moment-z (kN*m)
442
442
442
-442
-442
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1325
DE1(min)
Moment-z
-12940
-214
-209
-376
-442
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
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P2319-PFJ-ECB-CA-30001-AD
PAGE 114 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 12940 kN < φ Pa = 43426 kN
OK
kN
14.2 Design of Piles at Pier 2
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
1453
1453
1453
1453
1453
1453
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
931
931
931
-12563
-12563
-12563
Shear-y (kN)
232
232
232
-232
-232
-232
Shear-z (kN)
78
78
78
-78
-78
-78
Moment-y (kN*m)
1895
1895
1895
-1895
-1895
-1895
Moment-z (kN*m)
1151
1151
1151
-1151
-1151
-1151
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P2319-PFJ-ECB-CA-30001-AD
PAGE 115 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1458
1458
1458
1458
1458
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
719
719
719
-12792
-12792
Shear-y (kN)
239
239
239
-239
-239
Shear-z (kN)
264
264
264
-264
-264
Moment-y (kN*m)
597
597
597
-597
-597
Moment-z (kN*m)
651
651
651
-651
-651
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P2319-PFJ-ECB-CA-30001-AD
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1458
DE1(min)
Moment-z
-12792
-239
-264
-597
-651
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 117 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 12792 kN < φ Pa = 43426 kN
OK
kN
14.3 Design of Piles at Pier 3
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
1468
1468
1468
1468
1468
1468
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
325
325
325
-11412
-11412
-11412
Shear-y (kN)
192
192
192
-192
-192
-192
Shear-z (kN)
64
64
64
-99
-99
-99
Moment-y (kN*m)
1584
1584
1584
-1710
-1710
-1710
Moment-z (kN*m)
770
770
770
-769
-769
-769
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P2319-PFJ-ECB-CA-30001-AD
PAGE 118 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1473
1473
1473
1473
1473
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
111
111
111
-11640
-11640
Shear-y (kN)
187
187
187
-187
-187
Shear-z (kN)
262
262
262
-267
-267
Moment-y (kN*m)
755
755
755
-749
-749
Moment-z (kN*m)
651
651
651
-651
-651
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P2319-PFJ-ECB-CA-30001-AD
PAGE 119 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1473
DE1(min)
Moment-z
-11640
-187
-267
-749
-651
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 120 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 11640 kN < φ Pa = 43426 kN
OK
kN
14.4 Design of Piles at Pier 4
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
499
499
499
499
499
499
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
1251
1251
1251
-10515
-10515
-10515
Shear-y (kN)
539
539
539
-539
-539
-539
Shear-z (kN)
911
911
911
-911
-911
-911
Moment-y (kN*m)
1583
1583
1583
-1585
-1585
-1585
Moment-z (kN*m)
493
493
493
-493
-493
-493
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P2319-PFJ-ECB-CA-30001-AD
PAGE 121 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1683
1683
1683
1683
1683
1683
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
910
910
910
-10880
-10880
-10880
Shear-y (kN)
199
199
199
-199
-199
-199
Shear-z (kN)
200
200
200
-200
-200
-200
Moment-y (kN*m)
743
743
743
-743
-743
-743
Moment-z (kN*m)
566
566
566
-566
-566
-566
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 122 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
=
1500
mm
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
=
1766250
Pile dia.,D
mm²
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 123 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Longitudinal reinforcement diameter,R
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 10880 kN < φ Pa = 43426 kN
OK
kN
14.5 Design of Piles at Pier 5
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
508
508
508
508
508
508
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
2893
2893
2893
-13310
-13310
-13310
Shear-y (kN)
1083
1083
1083
-1083
-1083
-1083
Shear-z (kN)
1130
1130
1130
-1129
-1129
-1129
Moment-y (kN*m)
3278
3278
3278
-3257
-3257
-3257
Moment-z (kN*m)
2233
2233
2233
-2233
-2233
-2233
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 124 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1758
1758
1758
1758
1758
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
2550
2550
2550
-13673
-13673
Shear-y (kN)
470
470
470
-470
-470
Shear-z (kN)
360
360
360
-358
-358
Moment-y (kN*m)
1559
1559
1559
-1558
-1558
Moment-z (kN*m)
1760
1760
1760
-1760
-1760
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 125 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1758
DE1(min)
Moment-z
-13673
-470
-358
-1558
-1760
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 126 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 13673 kN < φ Pa = 43426 kN
OK
kN
14.6 Design of Piles at Pier 6
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
500
500
500
500
500
500
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
4021
4021
4021
-15067
-15067
-15067
Shear-y (kN)
1208
1208
1208
-1208
-1208
-1208
Shear-z (kN)
1041
1041
1041
-1040
-1040
-1040
Moment-y (kN*m)
2889
2889
2889
-2877
-2877
-2877
Moment-z (kN*m)
2029
2029
2029
-2029
-2029
-2029
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 127 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1698
1698
1698
1698
1698
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
3678
3678
3678
-15430
-15430
Shear-y (kN)
628
628
628
-628
-628
Shear-z (kN)
388
388
388
-388
-388
Moment-y (kN*m)
1261
1261
1261
-1260
-1260
Moment-z (kN*m)
1791
1791
1791
-1791
-1791
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 128 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1698
DE1(min)
Moment-z
-15430
-628
-388
-1260
-1791
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 129 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 15430 kN < φ Pa = 43426 kN
OK
kN
14.7 Design of Piles at Pier 7
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
501
501
501
501
501
501
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
1154
1154
1154
-12637
-12637
-12637
Shear-y (kN)
825
825
825
-825
-825
-825
Shear-z (kN)
876
876
876
-873
-873
-873
Moment-y (kN*m)
1344
1344
1344
-1321
-1321
-1321
Moment-z (kN*m)
766
766
766
-766
-766
-766
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 130 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1713
1713
1713
1713
1713
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
813
813
813
-13003
-13003
Shear-y (kN)
325
325
325
-325
-325
Shear-z (kN)
215
215
215
-215
-215
Moment-y (kN*m)
705
705
705
-705
-705
Moment-z (kN*m)
855
855
855
-855
-855
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 131 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1713
DE1(min)
Moment-z
-13003
-325
-215
-705
-855
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 132 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 13003 kN < φ Pa = 43426 kN
OK
kN
14.8 Design of Piles at Pier 8
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
1528
1528
1528
1528
1528
1528
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
1562
1562
1562
-13106
-13106
-13106
Shear-y (kN)
220
220
220
-220
-220
-220
Shear-z (kN)
123
123
123
-151
-151
-151
Moment-y (kN*m)
2055
2055
2055
-2142
-2142
-2142
Moment-z (kN*m)
782
782
782
-782
-782
-782
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 133 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1533
1533
1533
1533
1533
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
1348
1348
1348
-13334
-13334
Shear-y (kN)
195
195
195
-195
-195
Shear-z (kN)
371
371
371
-373
-373
Moment-y (kN*m)
934
934
934
-929
-929
Moment-z (kN*m)
553
553
553
-553
-553
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 134 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1533
DE1(min)
Moment-z
-13334
-195
-373
-929
-553
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 135 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 13334 kN < φ Pa = 43426 kN
OK
kN
14.9 Design of Piles at A1
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
538
538
538
538
538
538
Elem
966
966
966
966
966
966
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
334
334
334
-4518
-4518
-4518
Axial (kN)
-4095
-4095
-4095
-10087
-10087
-10087
Shear-y (kN)
52
52
52
-1037
-1037
-1037
Shear-y (kN)
174
174
174
-863
-863
-863
Shear-z (kN)
-349
-349
-349
-1319
-1319
-1319
Shear-z (kN)
-576
-576
-576
-1611
-1611
-1611
Moment-y (kN*m)
-1541
-1541
-1541
-3800
-3800
-3800
Moment-y (kN*m)
-1621
-1621
-1621
-4071
-4071
-4071
Moment-z (kN*m)
192
192
192
-2424
-2424
-2424
Moment-z (kN*m)
603
603
603
-1847
-1847
-1847
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PAGE 136 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
880
880
880
880
880
880
Elem
1019
1019
1019
1019
1019
1019
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-1
-1
-1
-4890
-4890
-4890
Axial (kN)
-4430
-4430
-4430
-10458
-10458
-10458
Shear-y (kN)
97
97
97
-68
-68
-68
Shear-y (kN)
85
85
85
-73
-73
-73
Shear-z (kN)
300
300
300
149
149
149
Shear-z (kN)
259
259
259
99
99
99
Moment-y (kN*m)
354
354
354
186
186
186
Moment-y (kN*m)
305
305
305
127
127
127
Moment-z (kN*m)
83
83
83
-102
-102
-102
Moment-z (kN*m)
71
71
71
-105
-105
-105
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
1500
mm
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Pile dia.,D
=
Strength reduction factor,φ
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P2319-PFJ-ECB-CA-30001-AD
PAGE 137 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Design axial load,φ Pa(max)
=
Checking: max. Pile Load = 10458 kN < φ Pa = 43426 kN
OK
43426.39688
kN
14.10Design of Piles at A2
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
543
543
543
543
543
543
Elem
1030
1030
1030
1030
1030
1030
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-12
-12
-12
-4750
-4750
-4750
Axial (kN)
-4413
-4413
-4413
-9945
-9945
-9945
Shear-y (kN)
302
302
302
-755
-755
-755
Shear-y (kN)
366
366
366
-697
-697
-697
Shear-z (kN)
922
922
922
-50
-50
-50
Shear-z (kN)
1707
1707
1707
707
707
707
Moment-y (kN*m)
4153
4153
4153
1187
1187
1187
Moment-y (kN*m)
5550
5550
5550
2458
2458
2458
Moment-z (kN*m)
1062
1062
1062
-2297
-2297
-2297
Moment-z (kN*m)
1355
1355
1355
-1988
-1988
-1988
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 139 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
958
958
958
958
958
958
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-476
-476
-476
-5258
-5258
-5258
Shear-y (kN)
140
140
140
-92
-92
-92
Shear-z (kN)
-186
-186
-186
-408
-408
-408
Moment-y (kN*m)
-499
-499
-499
-970
-970
-970
Moment-z (kN*m)
276
276
276
-227
-227
-227
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P2319-PFJ-ECB-CA-30001-AD
PAGE 140 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Elem
1086
1086
1086
1086
1086
1086
Load
DE1(max)
DE1(max)
DE1(max)
DE1(min)
DE1(min)
DE1(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
-4876
-4876
-4876
-10454
-10454
-10454
Shear-y (kN)
135
135
135
-99
-99
-99
Shear-z (kN)
-147
-147
-147
-372
-372
-372
Moment-y (kN*m)
-336
-336
-336
-819
-819
-819
Moment-z (kN*m)
264
264
264
-241
-241
-241
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P2319-PFJ-ECB-CA-30001-AD
PAGE 141 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
=
1766250
mm²
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 142 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Longitudinal reinforcement diameter,R
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 10454 kN < φ Pa = 43426 kN
OK
kN
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P2319-PFJ-ECB-CA-30001-AD
PAGE 143 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
15 Strength Limit State Results of Piles(E2)
15.1 Design of Piles at Pier 1
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
1320
1320
1320
1320
1320
1320
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
4136
4136
4136
-15965
-15965
-15965
Shear-y (kN)
70
70
70
-70
-70
-70
Shear-z (kN)
268
268
268
-268
-268
-268
Moment-y (kN*m)
2766
2766
2766
-2766
-2766
-2766
Moment-z (kN*m)
2352
2352
2352
-2352
-2352
-2352
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P2319-PFJ-ECB-CA-30001-AD
PAGE 144 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1325
1325
1325
1325
1325
1325
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
3925
3925
3925
-16196
-16196
-16196
Shear-y (kN)
325
325
325
-325
-325
-325
Shear-z (kN)
310
310
310
-310
-310
-310
Moment-y (kN*m)
563
563
563
-563
-563
-563
Moment-z (kN*m)
673
673
673
-673
-673
-673
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P2319-PFJ-ECB-CA-30001-AD
PAGE 145 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 146 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
26
The totalarea of longitudinal reinforcement,Ast
=
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 16196 kN < φ Pa = 43426 kN
OK
kN
15.2 Design of Piles at Pier 2
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
1453
1453
1453
1453
1453
1453
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
4091
4091
4091
-15723
-15723
-15723
Shear-y (kN)
359
359
359
-359
-359
-359
Shear-z (kN)
140
140
140
-140
-140
-140
Moment-y (kN*m)
2775
2775
2775
-2775
-2775
-2775
Moment-z (kN*m)
1692
1692
1692
-1692
-1692
-1692
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P2319-PFJ-ECB-CA-30001-AD
PAGE 147 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1458
1458
1458
1458
1458
1458
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
3883
3883
3883
-15956
-15956
-15956
Shear-y (kN)
355
355
355
-355
-355
-355
Shear-z (kN)
388
388
388
-388
-388
-388
Moment-y (kN*m)
881
881
881
-881
-881
-881
Moment-z (kN*m)
970
970
970
-970
-970
-970
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P2319-PFJ-ECB-CA-30001-AD
PAGE 148 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
=
1500
mm
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
=
1766250
Pile dia.,D
mm²
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 149 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Longitudinal reinforcement diameter,R
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 15956 kN < φ Pa = 43426 kN
OK
kN
15.3 Design of Piles at Pier 3
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
1468
1468
1468
1468
1468
1468
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
3100
3100
3100
-14187
-14187
-14187
Shear-y (kN)
307
307
307
-307
-307
-307
Shear-z (kN)
140
140
140
-175
-175
-175
Moment-y (kN*m)
2349
2349
2349
-2475
-2475
-2475
Moment-z (kN*m)
1138
1138
1138
-1138
-1138
-1138
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P2319-PFJ-ECB-CA-30001-AD
PAGE 150 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1473
1473
1473
1473
1473
1473
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
2889
2889
2889
-14418
-14418
-14418
Shear-y (kN)
280
280
280
-280
-280
-280
Shear-z (kN)
387
387
387
-392
-392
-392
Moment-y (kN*m)
1118
1118
1118
-1112
-1112
-1112
Moment-z (kN*m)
986
986
986
-986
-986
-986
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P2319-PFJ-ECB-CA-30001-AD
PAGE 151 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
=
1766250
mm²
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 152 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Longitudinal reinforcement diameter,R
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 14418 kN < φ Pa = 43426 kN
OK
kN
15.4 Design of Piles at Pier 4
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
499
499
499
499
499
499
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
4201
4201
4201
-13465
-13465
-13465
Shear-y (kN)
829
829
829
-829
-829
-829
Shear-z (kN)
1401
1401
1401
-1401
-1401
-1401
Moment-y (kN*m)
2471
2471
2471
-2473
-2473
-2473
Moment-z (kN*m)
917
917
917
-917
-917
-917
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 153 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1683
1683
1683
1683
1683
1683
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
3866
3866
3866
-13837
-13837
-13837
Shear-y (kN)
297
297
297
-297
-297
-297
Shear-z (kN)
306
306
306
-306
-306
-306
Moment-y (kN*m)
1142
1142
1142
-1142
-1142
-1142
Moment-z (kN*m)
855
855
855
-855
-855
-855
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 154 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
=
1766250
mm²
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 155 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Longitudinal reinforcement diameter,R
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 13837 kN < φ Pa = 43426 kN
OK
kN
15.5 Design of Piles at Pier 5
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
508
508
508
508
508
508
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
6838
6838
6838
-17255
-17255
-17255
Shear-y (kN)
1652
1652
1652
-1652
-1652
-1652
Shear-z (kN)
1717
1717
1717
-1716
-1716
-1716
Moment-y (kN*m)
4999
4999
4999
-4977
-4977
-4977
Moment-z (kN*m)
3564
3564
3564
-3564
-3564
-3564
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P2319-PFJ-ECB-CA-30001-AD
PAGE 156 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1758
1758
1758
1758
1758
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
6500
6500
6500
-17624
-17624
Shear-y (kN)
704
704
704
-704
-704
Shear-z (kN)
544
544
544
-543
-543
Moment-y (kN*m)
2367
2367
2367
-2367
-2367
Moment-z (kN*m)
2660
2660
2660
-2660
-2660
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P2319-PFJ-ECB-CA-30001-AD
PAGE 157 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1758
DE2(min)
Moment-z
-17624
-704
-543
-2367
-2660
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 158 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 17624 kN < φ Pa = 43426 kN
OK
kN
15.6 Design of Piles at Pier 6
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
500
500
500
500
500
500
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
8537
8537
8537
-19582
-19582
-19582
Shear-y (kN)
1822
1822
1822
-1822
-1822
-1822
Shear-z (kN)
1540
1540
1540
-1539
-1539
-1539
Moment-y (kN*m)
4292
4292
4292
-4280
-4280
-4280
Moment-z (kN*m)
3200
3200
3200
-3200
-3200
-3200
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P2319-PFJ-ECB-CA-30001-AD
PAGE 159 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1698
1698
1698
1698
1698
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
8198
8198
8198
-19951
-19951
Shear-y (kN)
936
936
936
-936
-936
Shear-z (kN)
573
573
573
-573
-573
Moment-y (kN*m)
1865
1865
1865
-1865
-1865
Moment-z (kN*m)
2684
2684
2684
-2684
-2684
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P2319-PFJ-ECB-CA-30001-AD
PAGE 160 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1698
DE2(min)
Moment-z
-19951
-936
-573
-1865
-2684
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 161 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 19951 kN < φ Pa = 43426 kN
OK
kN
15.7 Design of Piles at Pier 7
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
501
501
501
501
501
501
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
4447
4447
4447
-15930
-15930
-15930
Shear-y (kN)
1283
1283
1283
-1283
-1283
-1283
Shear-z (kN)
1294
1294
1294
-1292
-1292
-1292
Moment-y (kN*m)
2021
2021
2021
-1998
-1998
-1998
Moment-z (kN*m)
1307
1307
1307
-1307
-1307
-1307
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P2319-PFJ-ECB-CA-30001-AD
PAGE 162 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1713
1713
1713
1713
1713
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
4113
4113
4113
-16303
-16303
Shear-y (kN)
489
489
489
-489
-489
Shear-z (kN)
317
317
317
-317
-317
Moment-y (kN*m)
1041
1041
1041
-1042
-1042
Moment-z (kN*m)
1305
1305
1305
-1305
-1305
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P2319-PFJ-ECB-CA-30001-AD
PAGE 163 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1713
DE2(min)
Moment-z
-16303
-489
-317
-1042
-1305
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 164 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 16303 kN < φ Pa = 43426 kN
OK
kN
15.8 Design of Piles at Pier 8
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
1528
1528
1528
1528
1528
1528
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
5326
5326
5326
-16870
-16870
-16870
Shear-y (kN)
400
400
400
-400
-400
-400
Shear-z (kN)
211
211
211
-239
-239
-239
Moment-y (kN*m)
3029
3029
3029
-3117
-3117
-3117
Moment-z (kN*m)
1263
1263
1263
-1263
-1263
-1263
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P2319-PFJ-ECB-CA-30001-AD
PAGE 165 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
1533
1533
1533
1533
1533
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Axial (kN)
5118
5118
5118
-17104
-17104
Shear-y (kN)
331
331
331
-331
-331
Shear-z (kN)
545
545
545
-547
-547
Moment-y (kN*m)
1372
1372
1372
-1368
-1368
Moment-z (kN*m)
949
949
949
-949
-949
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P2319-PFJ-ECB-CA-30001-AD
PAGE 166 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1533
DE2(min)
Moment-z
-17104
-331
-547
-1368
-949
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 167 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 17104 kN < φ Pa = 43426 kN
OK
kN
15.9 Design of Piles at A1
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
538
538
538
538
538
538
Elem
966
966
966
966
966
966
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
3186
3186
3186
-6188
-6188
-6188
Axial (kN)
-1966
-1966
-1966
-13425
-13425
-13425
Shear-y (kN)
543
543
543
-1573
-1573
-1573
Shear-y (kN)
658
658
658
-1343
-1343
-1343
Shear-z (kN)
-13
-13
-13
-1903
-1903
-1903
Shear-z (kN)
-335
-335
-335
-2361
-2361
-2361
Moment-y (kN*m)
0
0
0
0
0
0
0
0
0
0
0
0
Moment-z (kN*m)
-939
-939
-939
-5328
-5328
-5328
Moment-y (kN*m)
-1059
-1059
-1059
-5853
-5853
-5853
Section 2 –(8.5~12.0m)
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 168 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
The governing straining cases out of all piles are tabulated below.
Elem
880
880
880
880
880
880
Elem
1019
1019
1019
1019
1019
1019
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
2869
2869
2869
-6577
-6577
-6577
Axial (kN)
-2284
-2284
-2284
-13814
-13814
-13814
Shear-y (kN)
177
177
177
-143
-143
-143
Shear-y (kN)
159
159
159
-146
-146
-146
Shear-z (kN)
419
419
419
123
123
123
Shear-z (kN)
373
373
373
61
61
61
Moment-y (kN*m)
0
0
0
0
0
0
0
0
0
0
0
0
Moment-z (kN*m)
493
493
493
166
166
166
Moment-y (kN*m)
432
432
432
84
84
84
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
kN
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 169 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Checking: max. Pile Load = 13814 kN < φ Pa = 43426 kN
OK
15.10Design of Piles at A2
Section 1 –(0~8.5m)
The governing straining cases out of all piles are tabulated below.
Elem
543
543
543
543
543
543
Elem
1030
1030
1030
1030
1030
1030
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Axial (kN)
2814
2814
2814
-6390
-6390
-6390
Axial (kN)
-2440
-2440
-2440
-13133
-13133
-13133
Shear-y (kN)
794
794
794
-1267
-1267
-1267
Shear-y (kN)
870
870
870
-1199
-1199
-1199
Shear-z (kN)
1449
1449
1449
-452
-452
-452
Shear-z (kN)
2449
2449
2449
493
493
493
Moment-y (kN*m)
0
0
0
0
0
0
0
0
0
0
0
0
Moment-z (kN*m)
6064
6064
6064
269
269
269
Moment-y (kN*m)
7860
7860
7860
1812
1812
1812
Section 2 –(8.5~12.0m)
The governing straining cases out of all piles are tabulated below.
Elem
958
958
958
958
958
958
Elem
1086
1086
Load
DE2(max)
DE2(max)
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Load
DE2(max)
DE2(max)
Component
Axial
Moment-y
Moment-z
Axial
Moment-y
Moment-z
Component
Axial
Moment-y
Axial (kN)
2371
2371
2371
-6919
-6919
-6919
Axial (kN)
-2880
-2880
Shear-y (kN)
252
252
252
-201
-201
-201
Shear-y (kN)
246
246
Shear-z (kN)
-141
-141
-141
-573
-573
-573
Shear-z (kN)
-96
-96
Moment-y (kN*m)
0
0
0
0
0
0
0
0
Moment-z (kN*m)
-425
-425
-425
-1347
-1347
-1347
Moment-y (kN*m)
-227
-227
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 170 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1086
1086
1086
1086
DE2(max)
DE2(min)
DE2(min)
DE2(min)
Moment-z
Axial
Moment-y
Moment-z
-2880
-13665
-13665
-13665
246
-210
-210
-210
-96
-537
-537
-537
0
0
0
0
-227
-1172
-1172
-1172
Section 3–(12.0m below)
According to AREMA Vol. 2 Chapter 8, section 2 .3 3.1, design axial load strength of compression members
with spiral reinforcement shall not betaken greater than the following:
Φ𝑃𝑎 (𝑚𝑎𝑥) = 0.85Φ[0.85𝑓𝑐′ (𝐴𝑔 − 𝐴𝑠𝑡 ) + 𝑓𝑦 𝐴𝑠𝑡 ]
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.75
(compression member) §2.30.2.b
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
=
1766250
mm²
=
32
mm
Number of Longitudinal reinforcements,n
=
The totalarea of longitudinal reinforcement,Ast
=
26
20899.84
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Design axial load,φ Pa(max)
=
43426.39688
Checking: max. Pile Load = 13665 kN < φ Pa = 43426 kN
OK
kN
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P2319-PFJ-ECB-CA-30001-AD
PAGE 171 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
16 Strength Limit State Results of Piles
(Capacity-protected Design)
16.1 Typical Cross-Section and Reinforcement of Piers
Typical Cross-Section and Reinforcement of P1/P2/P3/P6/P7
Typical Cross-Section and Reinforcement of Piers
Typical Cross-Section and Reinforcement of P4
Typical Cross-Section and Reinforcement of Pier 4
Typical Cross-Section and Reinforcement of P5
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 172 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Typical Cross-Section and Reinforcement of Pier 5
Typical Cross-Section and Reinforcement of P8
Typical Cross-Section and Reinforcement of Pier 8
The proposed reinforcement layout alongside the piers is presented hereafter.
Abutment/Pier
A1
P1
P2
P3
P4
P5
P6
P7
P8
A2
1.7x13.3
2T32
@150
2.2x4.5
2T32
@100
2.2x4.5
2T32
@100
2.2x4.5
2T32
@100
3m
278T32
3m
378T32
2.2x4.5
2T32
@100
2.2x4.5
2T32
@100
3.0x4.5
2T32
@125
1.7x13.3
2T32
@150
Diameter of rebar,mm
32
32
32
32
32
32
32
32
32
32
Number of rebars
Cross section area of
piers,mm2
Reinforcement ratio
352
200
200
200
156
234
200
200
200
352
2261000
0
8677760
8677760
8677760
70650
00
70650
00
8677760
8677760
1211920
0
2261000
0
1.25%
1.85%
1.85%
1.85%
1.77%
2.66%
1.85%
1.85%
1.33%
1.25%
Bottom Section(mm)
Rebar
16.2 Moment-Curvature Curve of Pier 6(as an example)
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P2319-PFJ-ECB-CA-30001-AD
PAGE 173 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
16.3 Longitudinal Force Parameters of Piers
Abutment/Pier
Bottom Section(mm)
Rebar
A1
P1
P2
P3
P4
P5
P6
P7
P8
A2
1.7x13.3
2T32
@150
2.2x4.5
2T32
@100
2.2x4.5
2T32
@100
2.2x4.5
2T32
@100
3m
3m
2-78T32
3-78T32
2.2x4.5
2T32
@100
2.2x4.5
2T32
@100
3.0x4.5
2T32
@125
1.7x13.3
2T32
@150
32
32
32
32
32
32
32
32
32
32
Diameter of rebar,mm
Number of rebars
352
200
200
200
156
234
200
200
200
352
Reinforcement ratio
1.25%
1.85%
1.85%
1.85%
1.77%
2.66%
1.85%
1.85%
1.33%
1.25%
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 174 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Dead load axial force(kN)
Moment capacity of section
at first yield of
rebar,My(kN.m)
Idealized Plastic
Moment,Mp(kN.m)
Curvature of section at first
yield of the rebar,φy (1/m)
Effective moment of inertia
of the section,Ieff(m4)
Gross section moment of
inertia,I(m4)
Moment of inertia reduction
factor
Hight of
piers/abuments,H(mm)
Equivalent rebar
diameter,d(mm)
16625
27151
27151
24779
20240
21352
26485
27773
26509
14703
97885
75774
75774
74292
68274
89576
75377
76149
104290
96811
119247
96413
96413
94881
91298
121420
95982
96814
138037
118017
/
0.00189
0.00189
0.00187
0.00137
0.00142
0.00188
0.00189
0.00127
/
/
1.31951
1.31951
1.30513
1.62971
2.06388
1.31578
1.32303
2.70138
/
/
2.83923
2.83923
2.83923
3.97610
3.97610
2.83923
2.83923
7.69912
/
/
0.46474
0.46474
0.45967
0.40987
0.51907
0.46342
0.46598
0.35087
/
9254
9051
8730
8551
8550
8550
8350
8350
9162
8550
45
45
45
45
45
55
45
45
45
45
Plastic hinge length,Lp(mm)
1233
1216
1191
1176
1176
1287
1160
1160
1225
1176
Overstrength Magnifier
1.3
1.3
1.3
1.3
1.3
1.3
1.3
1.3
1.3
1.3
E1,Bending
Moment,Mx(kN.m)
35927
43375
45969
46175
51648
52343
51496
53778
80746
29532
E1,Plastic or Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
E2,Bending
Moment,Mx(kN.m)
51834
63610
67342
66576
79034
79181
75268
78496
117213
41798
E2,Plastic or Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
E3,Bending
Moment,Mx(kN.m)
73557
106420
112712
109808
132227
131713
125491
130963
194625
58981
E3,Plastic or Elastic
Elastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Plastic
Elastic
E1,Shear,Vx(kN)
7088
4917
5404
5215
6207
6088
6217
6432
8724
6834
E2,Shear,Vx(kN)
9998
7202
7914
7637
9499
9273
9119
9421
12775
9501
E3,Shear,Vx(kN)
14094
12055
13248
12784
15900
15521
15262
15769
21385
13334
155021
125337
125337
123345
118687
157846
124777
125858
179448
153422
/
14845
15408
15490
14907
19964
16059
16198
20990
/
14094
12055
13248
12784
14907
15521
15262
15769
20990
13334
39492
27896
27896
27896
23464
23464
27896
27896
39336
39492
2.80
2.31
2.11
2.18
1.57
1.51
1.83
1.77
1.87
2.96
11
80
79
79
65
64
60
59
86
11
251
207
192
184
103
86
175
175
212
216
Overstrength Moment(kNm)
Shear force corresponding
to Overstrength
Moment(kN)
Maximum shear
demand,Vx(kN)
Shear capacity,Vu(kN)
Shear capacity/shear
demand
E3,Displacement
demand,ΔD(mm)
E3,Displacement
capacity,Δc(mm)
16.4 Lateral Force Parameters of Piers
Abutment/Pier
Bottom Section(mm)
Rebar
Dead load axial force(kN)
Moment capacity of section
at first yield of
rebar,My(kN.m)
Idealized Plastic
Moment,Mp(kN.m)
Curvature of section at first
yield of the rebar,φy (1/m)
A1
P1
P2
P3
P4
P5
P6
P7
P8
A2
1.7x13.3
2T32
@150
2.2x4.5
2T32
@100
2.2x4.5
2T32
@100
2.2x4.5
2T32
@100
3m
3m
2-78T32
3-78T32
2.2x4.5
2T32
@100
2.2x4.5
2T32
@100
3.0x4.5
2T32
@125
1.7x13.3
2T32
@150
16625
27151
27151
24779
20240
21352
26485
27773
26509
14703
387425
130914
130914
128423
68274
89576
130311
131629
147217
382689
642892
189719
189719
186826
91298
121420
188910
190468
207000
632217
/
/
/
/
0.00137
0.00142
0.00083
/
/
/
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P2319-PFJ-ECB-CA-30001-AD
PAGE 175 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Effective moment of inertia
of the section,Ieff(m4)
Gross section moment of
inertia,I(m4)
Moment of inertia reduction
factor
Hight of
piers/abuments,H(mm)
Equivalent rebar
diameter,d(mm)
/
/
/
/
1.62971
2.06388
5.16839
/
/
/
/
/
/
/
3.97610
3.97610
12.5539
/
/
/
/
/
/
/
0.40987
0.51907
0.41169
/
/
/
9254
9051
8730
8551
8550
8550
8350
8350
9162
8550
45
45
45
45
45
55
45
45
45
45
Plastic hinge length,Lp(mm)
1233
1216
1191
1176
1176
1287
1160
1160
1225
1176
Overstrength Magnifier
1.3
1.3
1.3
1.3
1.3
1.3
1.3
1.3
1.3
1.3
E1,Bending
Moment,Mx(kN.m)
61053
57606
68096
58366
40324
55491
79618
57848
47160
52433
E1,Plastic or Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
E2,Bending
Moment,Mx(kN.m)
78764
85502
99840
85899
59166
81566
116840
84973
73456
68071
E2,Plastic or Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
Elastic
E3,Bending
Moment,Mx(kN.m)
123838
142880
166981
143610
98988
136414
195474
142079
121034
106144
E3,Plastic or Elastic
Elastic
Elastic
Elastic
Elastic
Plastic
Plastic
Plastic
Elastic
Elastic
Elastic
E1,Shear,Vx(kN)
3462
5845
6604
4815
4274
6239
7276
6514
4434
3367
E2,Shear,Vx(kN)
6615
8723
9714
7160
6290
9213
10760
9692
7303
6536
E3,Shear,Vx(kN)
10177
14576
16227
11948
10515
15396
17969
16129
11858
10019
-
-
-
-
118687
157846
245583
-
-
-
Overstrength Moment(kNm)
Shear force corresponding
to Overstrength
Moment(kN)
Maximum shear
demand,Vx(kN)
-
-
-
-
14907
19964
31607
-
-
-
10177
14576
16227
11948
10515
15396
17969
16129
11858
10019
Shear capacity,Vu(kN)
39492
27896
27896
27896
23464
23464
27896
27896
39336
39492
3.88
1.91
1.72
2.33
2.23
1.52
1.55
1.73
3.32
3.94
4
45
47
40
69
94
70
55
29
4
93
91
87
86
103
103
84
84
92
86
Shear capacity/shear
demand
E3,Displacement
demand,ΔD(mm)
E3,Displacement
capacity,Δc(mm)
16.5 Seismic Calculation Results
Level 1 Ground motion (100year return period)/Serviceability: Seismic analysis will be performed as per
AREMA, the bridge will be designed for elastic seismic forces from seismic analysis combined with other static
loads. The structure will remain elastic, and the train operations should not be affected after the seismic event.
The structure shall not suffer any permanent deformations.
Level 2 Ground motion /Ultimate (475year return period): Capacity-protected design will be used to design
foundation/pile so that foundation will not be damaged and shall remain elastic during a seismic event. Design
forces for foundation design will be calculated considering pier section capacity (at plastic hinge section) with
over strength factor of 1.3 as per AASHTO LRFD.
Level 3 Ground motion /Survivability (2475year return period): Displacement or force-based seismic analysis
can be performed to verify displacement/deformation demand at pier top due to seismic actions.
Non-ductile, non-redundant primary load carrying elements of structures shall be designed to satisfy the
performance criteria with respect to Level 2 and/or Level 3 Ground Motions. The design forces shall be the
lesser of the seismic loads or the maximum forces which can be transmitted to the element.
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P2319-PFJ-ECB-CA-30001-AD
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Capacity-protected members such as footings, bent caps, oversized pile shafts, joints, and integral
superstructure elements that are adjacent to the plastic hinge locations shall be designed to remain
essentially elastic when the plastic hinge reaches its overstrength moment capacity.
The expected nominal capacity, Mne, is used in establishing the capacity of essentially elastic members and
should be determined based on a strain compatibility analysis using a M- diagram.
For oversized shafts, the expected nominal moment capacity, Mne, at any location along the shaft, shall be
greater than or equal to 1.25 times the moment demand generated in the shaft by the overstrength column
plastic hinge moment at the base of the column.
Table 27: Reinforcement of Piles
Abutment/Pier
Diameter of pile,(mm)
Rebar
Diameter of rebar,mm
A1
P1
P2
P3
P4
P5
P6
P7
P8
A2
1500
26+26
T32
1500
39+26
T32
1500
39+26
T32
1500
26+26
T32
1500
26+26
T32
1500
39+26
T32
1500
39+26
T32
1500
26+26
T32
1500
39+26
T32
1500
39+26
T32
32
32
32
32
32
32
32
32
32
32
Number of rebars(Section
position 1)
Cross section area of
piers,mm2
52
65
65
52
52
65
65
52
65
65
1766250
1766250
1766250
1766250
1766250
1766250
1766250
1766250
1766250
1766250
Reinforcement ratio 1
2.37%
2.96%
2.96%
2.37%
2.37%
2.96%
2.96%
2.37%
2.96%
2.96%
52
52
52
52
52
52
52
52
52
52
2.37%
2.37%
2.37%
2.37%
2.37%
2.37%
2.37%
2.37%
2.37%
2.37%
26
26
26
26
26
26
26
26
26
39
1.18%
1.18%
1.18%
1.18%
1.18%
1.18%
1.18%
1.18%
1.18%
1.77%
Number of rebars(Section
position 2)
Reinforcement ratio 2
Number of rebars(Section
position 3)
Reinforcement ratio 3
Table 28: Seismic Calculation Results
Abutment/Pier
Section
position
1(0~8.5m)
Capacityprotected
design
Section
position 2
(8.5~12m)
Section
position
3(12m)
Axial
force,
Nmax(kN)
Axial
force,
Nmin(kN)
Shear
force,
Vx(kN)
Shear
force,
Vx(kN)(4~
14m)
Bending
Moment,
My(kN.m)
Axial
force,
Nmax(kN)
Axial
force,
Nmin(kN)
Shear
force,
Vx(kN)
Bending
Moment,
My(kN.m)
Axial
force,
Nmax(kN)
A1
(E3)
P1
P2
P3
P4
P5
P6
P7
P8
A2
(E3)
5987
10193
8801
9221
7077
(9212)
7859
(10651)
7537
6749
11276
5573
-16858
-19243
-17851
-17480
-13824
(-15958)
-14976
(-17768)
-16365
-16007
-20112
-16353
3120
2200
2103
2139
2023
2273
2466
2189
2870
3165
1448
1155
1131
958
471
864
900
572
1162
371
7428
5823
5882
5349
3496
(4072)
6408
(4128)
6731
3405
5710
9903
5987
10193
8801
9221
7077
(9212)
7859
(10651)
7537
6749
11276
5573
-16858
-19243
-17851
-17480
-13824
(-15958)
-14976
(-17768)
-16365
-16007
-20112
-16353
527
1155
1057
958
397
388
673
543
1162
959
619
3032
2045
2925
1749
(2188)
3198
(4611)
3023
1888
2709
4098
5987
10193
8801
9221
7077
(9212)
7859
(10651)
7537
6749
11276
5573
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 177 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Shear
resistance
calculation
(pile top)
Seismic
(Shear
resistance
calculation)
Shear
resistance
calculation
(4~14m)
Shear
resistance
calculation
(below
14m,@300
)
Section
position
1(0~8.5m)
Capacityprotected
design
Section
position 2
(8.5~12m)
Axial
force,
Nmin(kN)
Shear
force,
Vx(kN)
Bending
Moment,
My(kN.m)
Maximum
shear
demand,V
x(kN)
Shear
capacity,V
u(kN)
Shear
capacity/s
hear
demand
Maximum
shear
demand,V
x(kN)
Shear
capacity,V
u(kN)
Shear
capacity/s
hear
demand
Maximum
shear
demand,V
x(kN)
Shear
capacity,V
u(kN)
Shear
capacity/s
hear
demand
The
expected
nominal
moment
capacity,
Mne
(kN.m)
Moment
capacity/
Moment
demand
The
expected
nominal
moment
capacity,
Mne
(kN.m)
Moment
capacity/
Moment
demand
-16858
-19243
-17851
-17480
-13824
(-15958)
-14976
(-17768)
-16365
-16007
-20112
-16353
38
215
99
236
169
217
191
162
165
684
58
227
226
198
93(105)
91(286)
131
150
231
1489
3120
2589
2420
2139
2023
2565
2466
2189
2870
3165
3403
3403
3403
3403
3403
3403
3403
3403
3403
3403
1.09
1.31
1.41
1.59
1.68
1.33
1.38
1.55
1.19
1.08
1448
1155
1131
958
500
1223
1286
734
1162
832
1701
1446
1446
1446
1446
1446
1446
1446
1446
1446
1.18
1.25
1.28
1.51
2.89
1.18
1.12
1.97
1.24
1.74
38
224
106
236
169
249
191
162
165
367
482
482
482
482
482
482
482
482
482
482
12.69
2.15
4.55
2.04
2.85
1.94
2.52
2.98
2.92
1.31
-
8909
9487
6758
6763
8686
9926
7824
8375
-
-
1.53
1.61
1.26
1.66
1.36
1.47
2.3
1.47
-
-
5795
5795
5795
5795
5795
5795
5795
5795
-
-
1.91
2.83
1.98
2.65
1.26
1.92
3.07
2.14
-
For oversized shafts, the expected nominal moment capacity, Mne, at any location along the shaft, shall be
greater than or equal to 1.25 times the moment demand generated in the shaft by the overstrength column
plastic hinge moment at the base of the column.
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
16.6 Calculation of Shear Capacity
Pile diameter,R
=
1500
mm
Effective area of the cross-section for shear resistance, Ae
=
1413000
mm2
Concrete comp. strength, fc'
=
40
MPa
The shear strength provided by the reinforcing steel,Vs
≤
5866.00429
Strength reduction factor,Ф
kN
0.85
Concrete Cover,C
=
100
mm
Spiral or hoop reinforcement diameter,R
=
16
mm
Number of individual interlocking spiral or hoop core sections,n
=
2
Area of spiral or hoop reinforcing bar,Asp
=
200.96
mm2
Yield stress of spiral or hoop reinforcement, fyh
=
420
MPa
=
1284
mm2
Pitch of spiral or spacing of hoop reinforcement,S
=
85
mm
The shear strength provided by the reinforcing steel,Vs
=
3402.934456
kN
Pile diameter,R
=
1500
mm
Effective area of the cross-section for shear resistance, Ae
=
1413000
mm2
Concrete comp. strength, fc'
=
40
MPa
The shear strength provided by the reinforcing steel,Vs
≤
5866.00429
Core diameter of column measured from center of spiral or hoop,D'
Strength reduction factor,Ф
kN
0.85
Concrete Cover,C
=
100
mm
Spiral or hoop reinforcement diameter,R
=
16
mm
Number of individual interlocking spiral or hoop core sections,n
=
1
Area of spiral or hoop reinforcing bar,Asp
=
200.96
mm2
Yield stress of spiral or hoop reinforcement, fyh
=
420
MPa
=
1284
mm2
Pitch of spiral or spacing of hoop reinforcement,S
=
100
mm
The shear strength provided by the reinforcing steel,Vs
=
1446.247144
kN
Pile diameter,R
=
1500
mm
Effective area of the cross-section for shear resistance, Ae
=
1413000
mm2
Concrete comp. strength, fc'
=
40
MPa
The shear strength provided by the reinforcing steel,Vs
≤
5866.00429
Core diameter of column measured from center of spiral or hoop,D'
Strength reduction factor,Ф
kN
0.85
Concrete Cover,C
=
100
mm
Spiral or hoop reinforcement diameter,R
=
16
mm
Number of individual interlocking spiral or hoop core sections,n
=
1
Area of spiral or hoop reinforcing bar,Asp
=
200.96
mm2
Yield stress of spiral or hoop reinforcement, fyh
=
420
MPa
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Core diameter of column measured from center of spiral or hoop,D'
=
1284
mm2
Pitch of spiral or spacing of hoop reinforcement,S
=
300
mm
The shear strength provided by the reinforcing steel,Vs
=
482.0823813
kN
17 Strength Limit State Results of Pile Cap
17.1 Design Methodology
This section presents the application of the strut-and-tie method (STM) to the analysis and design of a drilled
shaft footing. The footing supports a single column and is supported by 6 drilled shafts. The Footing
dimensions are listed below:
Pier /
Footing dimensions [m]
Abutment
Lx
Ly
Thickness
A1
11.5
16
2.5
P1
7
11.5
2.5
P2
7
11.5
2.5
P3
7
11.5
2.5
P4
11.5
7
2.5
P5
11.5
7
2.5
P6
11.5
7
2.5
P7
11.5
7
2.5
P8
8
11.5
2.5
A2
11.5
16
2.5
The forces imposed by the column will flow through the footing to each of the 6 drilled shafts. In order to
properly model the flow of forces, the axial force and moment applied by the column on the footing must be
rectified into a system of equivalent forces. This set of forces will be applied to the strut-and-tie model and
should, by definition, produce the same axial load and moment as shown below:
Developing an Equivalent Force System
To develop the system of equivalent forces, the elastic stress distribution within the column must be
determined. The location of each of the forces in the equivalent force system is found relative to the column
cross-section. The load acting on the left side of the column is compressive (pushing down on the footing) and
the load acting on the right of the column is tensile (pulling up on the footing).
Conservatively, the simplified strut-and-tie method (STM) to the analysis and design of a drilled shaft footing
is as shown below:
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P2319-PFJ-ECB-CA-30001-AD
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
The simplified strut-and-tie method (STM)
When the distance from the center of the pile to the edge of the bridge pier is greater than the thickness of
the pile cap, it shall be verified according to the bending theory.Conservatively, N1d and N2d are the number
of piles in the "1" and "2" rows below the cantilever of the pile cap, multiplied by the maximum single pile
vertical force in the row.
17.2 Calculation Results(Static)
Input parameter
Table 29: Input parameter
Lateral
Pile’s axial
force,
Nmin(kN)
7908
Axial
(kN)
STR(max)
Axial
-47763
4
952
STR(max)
Moment-y
-60480
52774
-12811
13989
6171
10792
9368
P1
STR(max)
Moment-z
-60494
-764
43823
10139
10026
12517
7648
P1
STR(min)
Axial
-94076
2
-1361
15680
15679
15755
15604
P1
STR(min)
Moment-y
-60480
-41910
12704
13184
6976
10786
9374
P1
STR(min)
Moment-z
-60495
11627
-43823
10944
9221
12517
7648
P2
STR(max)
Axial
-47676
0
467
7946
7946
7972
7920
P2
STR(max)
Moment-y
-60391
51662
12791
13892
6238
10776
9355
P2
STR(max)
Moment-z
-67726
0
50331
11288
11288
14084
8492
P2
STR(min)
Axial
-93961
0
-1305
15660
15660
15733
15588
P2
STR(min)
Moment-y
-60391
-41113
-13340
13111
7020
10806
9324
P2
STR(min)
Moment-z
-67726
0
-50331
11288
11288
14084
8492
P3
STR(max)
Axial
-44297
-3319
1933
7629
7137
7490
7275
P3
STR(max)
Moment-y
-56480
47105
-12272
12903
5924
10095
8732
P3
STR(max)
Moment-z
-64073
-3592
55150
10945
10413
13743
7615
P3
STR(min)
Axial
-88933
-4950
-2485
15189
14455
14960
14684
P3
STR(min)
Moment-y
-57010
-43920
12272
12755
6248
10183
8820
P3
STR(min)
Moment-z
-64073
-3592
-55150
10945
10413
13743
7615
P4
STR(max)
Axial
-38846
-68
-1642
6478
6471
6596
6353
P4
STR(max)
Moment-y
-51358
49467
-2762
11308
5811
8764
8355
P4
STR(max)
Moment-z
-53808
-1248
29460
9037
8899
11150
6786
P4
STR(min)
Axial
-74566
-3288
1543
12610
12245
12542
12313
P4
STR(min)
Moment-y
-51358
-39330
2762
10745
6375
8764
8355
P4
STR(min)
Moment-z
-53808
-1248
-29460
9037
8899
11150
6786
P5
STR(max)
Axial
-44232
1651
-1311
7464
7280
7469
7275
P5
STR(max)
Moment-y
-57726
52397
779
12532
6710
9679
9563
P5
STR(max)
Moment-z
-59635
3215
31784
10118
9760
12293
7585
P5
STR(min)
Axial
-82631
99
1685
13777
13766
13897
13647
Load
P1
P1
Moment-z
(kN*m)
Pile’s axial
force,
Nmax(kN)
8013
Component
Elem
Moment-y
(kN*m)
Longitudinal
Pile’s axial
Pile’s axial
force,
force,
Nmax(kN)
Nmin(kN)
7961
7960
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P2319-PFJ-ECB-CA-30001-AD
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
P5
STR(min)
Moment-y
-56743
-37764
-779
11555
7359
9515
9399
P5
STR(min)
Moment-z
-59635
3215
-31784
10118
9760
12293
7585
P6
STR(max)
Axial
-46628
926
2161
7823
7720
7931
7611
P6
STR(max)
Moment-y
-59338
53590
9223
12867
6912
10573
9207
P6
STR(max)
Moment-z
-67241
363
55951
11227
11187
15351
7062
P6
STR(min)
Axial
-93359
444
-2779
15585
15535
15766
15354
P6
STR(min)
Moment-y
-59924
-41142
-9223
12273
7702
10670
9304
P6
STR(min)
Moment-z
-67241
363
-55951
11227
11187
15351
7062
P7
STR(max)
Axial
-48425
870
-1473
8119
8023
8180
7962
P7
STR(max)
Moment-y
-61655
51634
12005
13144
7407
11165
9387
P7
STR(max)
Moment-z
-68876
1271
46399
11550
11409
14916
8042
P7
STR(min)
Axial
-95586
1780
1279
16030
15832
16026
15836
P7
STR(min)
Moment-y
-61139
-39218
-12484
12369
8011
11114
9265
P7
STR(min)
Moment-z
-68876
1271
-46399
11550
11409
14916
8042
P8
STR(max)
Axial
-48248
-3246
1212
8238
7845
8109
7974
P8
STR(max)
Moment-y
-59530
58587
-15578
13472
6371
10787
9056
P8
STR(max)
Moment-z
-67586
-4759
45868
11553
10976
13812
8716
P8
STR(min)
Axial
-93523
-6669
-1715
15991
15183
15682
15492
P8
STR(min)
Moment-y
-61483
-45776
15457
13021
7473
11106
9388
P8
STR(min)
Moment-z
-67586
-4759
-45868
11553
10976
13812
8716
Sup
port
FzSLS
MySLS
[-]
P1
P1
P1
P1
P1
P1
P2
P2
P2
P2
P2
P2
P3
P3
P3
P3
P3
P3
P4
P4
P4
P4
P4
P4
P5
P5
P5
P5
P5
P5
[kN]
47763
60480
60494
94076
60480
60495
47676
60391
67726
93961
60391
67726
44297
56480
64073
88933
57010
64073
38846
51358
53808
74566
51358
53808
44232
57726
59635
82631
56743
59635
[kN.m]
4
52774
764
2
41910
11627
0
51662
0
0
41113
0
3319
47105
3592
4950
43920
3592
68
49467
1248
3288
39330
1248
1651
52397
3215
99
37764
3215
MZSLS
Pile,
Fvmax
Pile,
Fvmax
Pier
dimensions [m]
Mom
ent of
inerti
a,Iy
Mom
ent of
inerti
a,Iz
Longit
udinal,
ax
Longit
udinal,
x1
Trans
verse,
ay
Trans
verse,
x1
[kN.m]
952
12811
43823
1361
12704
43823
467
12791
50331
1305
13340
50331
1933
12272
55150
2485
12272
55150
1642
2762
29460
1543
2762
29460
1311
779
31784
1685
779
31784
[kN]
7961
13989
10139
15680
13184
10944
7946
13892
11288
15660
13111
11288
7629
12903
10945
15189
12755
10945
6478
11308
9037
12610
10745
9037
7464
12532
10118
13777
11555
10118
[kN]
8013
10792
12517
15755
10786
12517
7972
10776
14084
15733
10806
14084
7490
10095
13743
14960
10183
13743
6596
8764
11150
12542
8764
11150
7469
9679
12293
13897
9515
12293
Lx
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
[m4]
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
[m4]
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
[m]
0.50
0.46
0.50
0.50
0.49
0.50
0.50
0.46
0.50
0.50
0.50
0.50
0.50
0.47
0.50
0.50
0.48
0.50
0.60
0.57
0.60
0.60
0.61
0.60
0.60
0.58
0.60
0.60
0.64
0.60
[m]
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
[m]
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.60
0.60
0.69
0.60
0.60
0.69
0.60
0.60
0.70
0.60
0.60
0.70
[m]
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
Ly
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
P6
P6
P6
P6
P6
P6
P7
P7
P7
P7
P7
P7
P8
P8
P8
P8
P8
P8
46628
59338
67241
93359
59924
67241
48425
61655
68876
95586
61139
68876
48248
59530
67586
93523
61483
67586
926
53590
363
444
41142
363
870
51634
1271
1780
39218
1271
3246
58587
4759
6669
45776
4759
2161
9223
55951
2779
9223
55951
1473
12005
46399
1279
12484
46399
1212
15578
45868
1715
15457
45868
7823
12867
11227
15585
12273
11227
8119
13144
11550
16030
12369
11550
8238
13472
11553
15991
13021
11553
7931
10573
15351
15766
10670
15351
8180
11165
14916
16026
11114
14916
8109
10787
13812
15682
11106
13812
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.80
2.80
2.80
2.80
2.80
2.80
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.23
4.23
4.23
4.23
4.23
4.23
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
7.74
7.74
7.74
7.74
7.74
7.74
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
17.66
17.66
17.66
17.66
17.66
17.66
0.50
0.46
0.50
0.50
0.50
0.50
0.50
0.47
0.50
0.50
0.51
0.50
0.70
0.69
0.70
0.70
0.76
0.70
3.50
3.50
3.50
3.50
3.50
3.50
3.50
3.50
3.50
3.50
3.50
3.50
1.35
1.35
1.35
1.35
1.35
1.35
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.70
0.70
0.70
0.70
0.70
0.70
0.15
0.15
0.15
0.15
0.15
0.15
0.15
0.15
0.15
0.15
0.15
0.15
2.39
2.39
2.39
2.39
2.39
2.39
Pile cap of pier 1~3,SLS Combinations
17.2.2.1Pile cap of pier 1~3 ,Longitudinal
Pile cap of pier 1~3,SLS Combinations,Longitudinal
Pile cap wide,B
Pile cap thick,H
Pile dia.,D
Strength reduction factor,φ
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
Number of Longitudinal reinforcements,n
The total area of longitudinal reinforcement,Ast
Specified compressive strength of concrete,f'c
Design yield strength of reinforcement,fy
The locations of the compressive forces,ax
=
=
=
=
=
=
=
=
=
=
=
Longitudinal,x1
The distance between the horizontal strut and the top face of the
footing ,0.1h
Location of Bottom Mat of Reinforcing,Z
The total height of the strut-and-tie model,hstm
Footing dimensions ,Be
θ1
T1d
Design capacity,φ* fy*Ast(max)
Capacity/Demand
=
11500
2500
1500
0.9
1766250
32
57
45818.88
40
420
500
mm
mm
mm
mm²
mm
mm²
MPa
MPa
mm
1250 mm
=
250 mm
=
230 mm
=
2020 mm
=
1960 mm
= 49.09641712 °
= 13584.15842 kN
= 17319.53664 kN
= 1.274980467 OK
17.2.2.2Pile cap of pier 1~3 , Transverse
Pile cap of pier 1~3,SLS Combinations,Transverse
Pile cap wide,B
=
7000 mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
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FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Pile cap thick,H
Pile dia.,D
Strength reduction factor,φ
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
Number of Longitudinal reinforcements,n
The total area of longitudinal reinforcement,Ast
Specified compressive strength of concrete,f'c
Design yield strength of reinforcement,fy
The locations of the compressive forces,ay
Transverse,x1
The distance between the horizontal strut and the top face of the
footing ,0.1h
Location of Bottom Mat of Reinforcing,Z
The total height of the strut-and-tie model,hstm
Footing dimensions ,Be
θ1
T1d
Design capacity,φ* fy*Ast(max)
Capacity/Demand
=
=
=
=
=
=
=
=
=
=
=
2500
1500
0.9
1766250
32
92
73953.28
40
420
1050
2400
mm
mm
mm²
mm
mm²
MPa
MPa
mm
mm
=
250 mm
=
230 mm
=
2020 mm
=
1960 mm
= 30.34928224 °
= 26908.29208 kN
= 27954.33984 kN
= 1.038874551 OK
Pile cap of pier 4~5,SLS Combinations
17.2.3.1Pile cap of pier 4~5 ,Longitudinal
Pile cap of pier 4~5,SLS Combinations,Longitudinal(flexure theory)
Pile cap wide,B
=
7000
mm
Pile cap thick,H
=
2500
mm
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.9
Gross area of the section,Ag
=
1766250
mm²
Longitudinal reinforcement diameter,R
=
32
mm
Number of Longitudinal reinforcements,n
=
210
The total area of longitudinal reinforcement,Ast
=
168806.4
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Location of Bottom Mat of Reinforcing,Z
=
190
mm
Distance from extreme compression fiber to centroid of tension reinforcement,d
=
Bending moment Demand,My
=
2310
97279
mm
kN.m
Design capacity,Mu
=
137894.2514
kN.m
Capacity/Demand
=
1.417513044
OK
Reinforcement ratio,ρ r
=
0.00964608
β1
=
0.764285714
The balanced reinforcement ratio,ρb
=
0.036394558
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 184 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
ρ /ρ b
=
0.265041824
OK
17.2.3.2Pile cap of pier 4~5 , Transverse
Pile cap of pier 4~5,SLS Combinations,Transverse
Pile cap wide,B
=
Pile cap thick,H
Pile dia.,D
Strength reduction factor,φ
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
Number of Longitudinal reinforcements,n
The total area of longitudinal reinforcement,Ast
Specified compressive strength of concrete,f'c
Design yield strength of reinforcement,fy
The locations of the compressive forces,ay
Transverse,x1
The distance between the horizontal strut and the top face of the
footing ,0.1h
Location of Bottom Mat of Reinforcing,Z
The total height of the strut-and-tie model,hstm
Footing dimensions ,Be
θ1
T1d
Design capacity,φ* fy*Ast(max)
Capacity/Demand
=
=
=
=
=
=
=
=
=
=
=
11500 mm
2500
1500
0.9
1766250
32
42
33761.28
40
420
600
1050
mm
mm
mm²
mm
mm²
MPa
MPa
mm
mm
=
250 mm
=
230 mm
=
2020 mm
=
1960 mm
= 50.75696144 °
=
11351.5099 kN
= 12761.76384 kN
= 1.124234921 OK
Pile cap of pier 6~7,SLS Combinations
17.2.4.1Pile cap of pier 6~7 ,Longitudinal
Pile cap of pier 6~7,SLS Combinations,Longitudinal(flexure theory)
Pile cap wide,B
=
7000
mm
Pile cap thick,H
=
2500
mm
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.9
Gross area of the section,Ag
=
1766250
mm²
Longitudinal reinforcement diameter,R
=
32
mm
Number of Longitudinal reinforcements,n
=
210
The total area of longitudinal reinforcement,Ast
=
168806.4
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Location of Bottom Mat of Reinforcing,Z
=
190
mm
Distance from extreme compression fiber to centroid of tension reinforcement,d
=
Bending moment Demand,My
=
2310
112210
mm
kN.m
Design capacity,Mu
=
137894.2514
kN.m
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 185 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Capacity/Demand
=
1.228894496
Reinforcement ratio,ρ r
=
0.00964608
β1
=
0.764285714
The balanced reinforcement ratio,ρb
=
0.036394558
ρ /ρ b
=
0.265041824
OK
OK
17.2.4.2Pile cap of pier 6~7 , Transverse
Pile cap of pier 6~7,SLS Combinations,Transverse
Pile cap wide,B
=
Pile cap thick,H
Pile dia.,D
Strength reduction factor,φ
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
Number of Longitudinal reinforcements,n
The total area of longitudinal reinforcement,Ast
Specified compressive strength of concrete,f'c
Design yield strength of reinforcement,fy
The locations of the compressive forces,ay
Transverse,x1
The distance between the horizontal strut and the top face of the
footing ,0.1h
Location of Bottom Mat of Reinforcing,Z
The total height of the strut-and-tie model,hstm
Footing dimensions ,Be
θ1
T1d
Design capacity,φ* fy*Ast(max)
Capacity/Demand
=
=
=
=
=
=
=
=
=
=
=
11500 mm
2500
1500
0.9
1766250
32
36
28938.24
40
420
1050
150
mm
mm
mm²
mm
mm²
MPa
MPa
mm
mm
=
250 mm
=
230 mm
=
2020 mm
=
1960 mm
= 59.28717228 °
=
9520.39604 kN
= 10938.65472 kN
= 1.148970555 OK
Pile cap of pier 8,SLS Combinations
17.2.5.1Pile cap of pier 8 ,Longitudinal
Pile cap of pier 8,SLS Combinations,Longitudinal
Pile cap wide,B
Pile cap thick,H
Pile dia.,D
Strength reduction factor,φ
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
Number of Longitudinal reinforcements,n
The total area of longitudinal reinforcement,Ast
Specified compressive strength of concrete,f'c
=
=
=
=
=
=
=
=
=
11500
2500
1500
0.9
1766250
32
54
43407.36
40
mm
mm
mm
mm²
mm
mm²
MPa
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 186 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Design yield strength of reinforcement,fy
The locations of the compressive forces,ax
=
=
420 MPa
700 mm
Longitudinal,x1
The distance between the horizontal strut and the top face of the footing ,0.1h
Location of Bottom Mat of Reinforcing,Z
The total height of the strut-and-tie model,hstm
Footing dimensions ,Be
θ1
T1d
Design capacity,φ* fy*Ast(max)
Capacity/Demand
=
1350 mm
=
250 mm
=
230 mm
=
2020 mm
=
1960 mm
= 44.57768004 °
=
16228.4901 kN
= 16407.98208 kN
= 1.011060301 OK
17.2.5.2Pile cap of pier 8 , Transverse
Pile cap of pier 8,SLS Combinations,Transverse
Pile cap wide,B
Pile cap thick,H
Pile dia.,D
Strength reduction factor,φ
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
Number of Longitudinal reinforcements,n
The total area of longitudinal reinforcement,Ast
Specified compressive strength of concrete,f'c
Design yield strength of reinforcement,fy
The locations of the compressive forces,ay
Transverse,x1
The distance between the horizontal strut and the top face of the
footing ,0.1h
Location of Bottom Mat of Reinforcing,Z
The total height of the strut-and-tie model,hstm
Footing dimensions ,Be
θ1
T1d
Design capacity,φ* fy*Ast(max)
Capacity/Demand
=
=
=
=
=
=
=
=
=
=
=
=
8000
2500
1500
0.9
1766250
32
92
73953.28
40
420
1050
2385
mm
mm
mm
mm²
mm
mm²
MPa
MPa
mm
mm
=
250 mm
=
230 mm
=
2020 mm
=
1960 mm
= 30.45825492 °
= 26667.16337 kN
= 27954.33984 kN
= 1.048268219 OK
Pile Cap of Abutment A,SLS Combinations
17.2.6.1Input parameter
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 187 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Load
Case
Pile cap of
abutment
A,Longitudinal/
Transverse,botto
m(element 4191)
STR
Load
Case
Pile cap of abutment
A,Longitudinal,botto
m(element 5933)
STR
Load
Case
Pile cap of
abutment
A,Longitudinal,top
(element 3529)
STR
Max /
Min
Moment
Max
Moment
Min
Mxy
(max)
Mxy
(min)
Myy (kNm/m)
Mxy (kNm/m)
Myy+abs(Mxy)(k
N-m/m)
Mxx(kNm/m)
Mxy(kNm/m)
Mxx+abs(Mxy)(k
N-m/m)
-3398
-665
-4063
-1474
-722
-2196
-7588
-1327
-8915
-3073
-725
-3798
-4322
-231
-4553
-2223
-231
-2454
-6511
-1360
-7871
-2074
-1360
-3434
Max /
Min
Moment
Max
Moment
Min
Mxy
(max)
Mxy
(min)
Myy (kNm/m)
Mxy (kNm/m)
Myy+abs(Mxy)(
kN-m/m)
Mxx(kNm/m)
Mxy(kNm/m)
Mxx+abs(Mxy)(
kN-m/m)
-662
145
-807
-28
104
-132
-1907
294
-2201
-744
295
-1039
-1693
399
-2092
-653
399
-1052
-984
-9
-993
-224
-9
-233
Myy (kNm/m)
Mxy (kNm/m)
Myy+abs(Mxy)(k
N-m/m)
Mxx(kNm/m)
Mxy(kNm/m)
Mxx+abs(Mxy)(k
N-m/m)
2880
1
2881
-14
1
-15
51
71
122
-1189
71
-1260
905
81
986
-410
81
-491
2294
-48
2342
-592
-48
-640
Max /
Min
Moment
Max
Moment
Min
Mxy
(max)
Mxy
(min)
17.2.6.2Pile Cap of Abutment A, Longitudinal
Pile cap of abutment A,SLS Combinations,Longitudinal(flexure theory),bottom AREA 1 (2T32@100)
Pile cap wide,B
=
1000
Pile cap thick,H
=
2500
Pile dia.,D
=
1500
Strength reduction factor,φ
=
0.9
Gross area of the section,Ag
=
1766250
Longitudinal reinforcement diameter,R
=
32
Number of Longitudinal reinforcements,n
=
20
The total area of longitudinal reinforcement,Ast
=
16076.8
Specified compressive strength of concrete,f'c
=
40
Design yield strength of reinforcement,fy
=
420
Location of Bottom Mat of Reinforcing,Z
=
136
Distance from extreme compression fiber to centroid of tension reinforcement,d
=
2364
8915
Bending moment Demand,My
=
13762.66362
Design capacity,Mu
=
Capacity/Demand
=
1.543764848
Reinforcement ratio,ρ r
=
0.00643072
β1
=
0.764285714
The balanced reinforcement ratio,ρb
=
0.036394558
ρ /ρ b
=
0.17669455
mm
mm
mm
mm²
mm
mm²
MPa
MPa
mm
mm
kN.m
kN.m
OK
OK
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 188 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Pile cap of abutment A,SLS Combinations,Longitudinal(flexure theory),bottom AREA 2 (T32@100)
Pile cap wide,B
=
1000
Pile cap thick,H
=
2500
Pile dia.,D
=
1500
Strength reduction factor,φ
=
0.9
Gross area of the section,Ag
=
1766250
Longitudinal reinforcement diameter,R
=
32
Number of Longitudinal reinforcements,n
=
10
The total area of longitudinal reinforcement,Ast
=
8038.4
Specified compressive strength of concrete,f'c
=
40
Design yield strength of reinforcement,fy
=
420
Location of Bottom Mat of Reinforcing,Z
=
136
Distance from extreme compression fiber to centroid of tension reinforcement,d
=
2364
2201
Bending moment Demand,My
=
7032.19087
Design capacity,Mu
=
Capacity/Demand
=
3.194998124
Reinforcement ratio,ρ r
=
0.00321536
β1
=
0.764285714
The balanced reinforcement ratio,ρb
=
0.036394558
ρ /ρ b
=
0.088347275
Pile cap of abutment A,SLS Combinations,Longitudinal(flexure theory),top
Pile cap wide,B
=
Pile cap thick,H
=
Pile dia.,D
=
Strength reduction factor,φ
=
Gross area of the section,Ag
=
Longitudinal reinforcement diameter,R
=
Number of Longitudinal reinforcements,n
=
The total area of longitudinal reinforcement,Ast
=
Specified compressive strength of concrete,f'c
=
Design yield strength of reinforcement,fy
=
Location of Bottom Mat of Reinforcing,Z
=
Distance from extreme compression fiber to centroid of tension reinforcement,d
=
Bending moment Demand,My
=
Design capacity,Mu
=
Capacity/Demand
=
Reinforcement ratio,ρ r
=
β1
=
The balanced reinforcement ratio,ρb
=
ρ /ρ b
=
mm
mm
mm
mm²
mm
mm²
MPa
MPa
mm
mm
kN.m
kN.m
OK
OK
1000
2500
1500
0.9
1766250
32
8
6430.72
40
420
136
2364
2881
5649.890146
1.961086479
0.002572288
0.764285714
0.036394558
0.07067782
mm
mm
mm
1000
2500
1500
0.9
1766250
32
10
8038.4
mm
mm
mm
mm²
mm
mm²
MPa
MPa
mm
mm
kN.m
kN.m
OK
OK
17.2.6.3Pile Cap of Abutment A, Transverse
Pile cap of abutment A,SLS Combinations,Transverse(flexure theory),bottom
Pile cap wide,B
=
Pile cap thick,H
=
Pile dia.,D
=
Strength reduction factor,φ
=
Gross area of the section,Ag
=
Longitudinal reinforcement diameter,R
=
Number of Longitudinal reinforcements,n
=
The total area of longitudinal reinforcement,Ast
=
mm²
mm
mm²
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 189 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Specified compressive strength of concrete,f'c
Design yield strength of reinforcement,fy
Location of Bottom Mat of Reinforcing,Z
Distance from extreme compression fiber to centroid of tension reinforcement,d
Bending moment Demand,My
Design capacity,Mu
Capacity/Demand
Reinforcement ratio,ρ r
β1
The balanced reinforcement ratio,ρb
ρ /ρ b
=
=
=
=
=
=
=
=
=
=
=
40
420
136
2364
3798
7032.19087
1.851551045
0.00321536
0.764285714
0.036394558
0.088347275
MPa
MPa
mm
mm
kN.m
kN.m
OK
OK
17.2.6.4Shear Verification
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P2319-PFJ-ECB-CA-30001-AD
PAGE 190 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 191 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Pile Cap of Abutment B,SLS Combinations
Due to the same reinforcement for Abutment A and B, and the slightly smaller force on B compared to A,
detailed verification of B will not be conducted.
Perform Nodal Strength Checks
The bearing area of one of the 1.5m diameter drilled shafts is:1766250 mm2.
Because the Nodes are CTT nodes, the corresponding concrete efficiency factor is determined using AASHTO
LRFD Table 5.8.2.5.3a:
Concrete efficiency factor:V=0.45
The bearing force to be resisted is taken as the max reaction at the drilled shafts=17389kN.
The allowable bearing force at the nodes is determined based on AASHTO LRFD Equation 5.8.2.5.1-1,
Modified:
=0.7x0.45x40x1766250/1000=22255kN>17389kN.
Hence, the nodal strength is adequate according to the proposed procedure.
17.3 Calculation Results(E2)
Input parameter
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P2319-PFJ-ECB-CA-30001-AD
PAGE 192 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Table 30: Input parameter
Longitudinal
Pile’s axial
Pile’s axial
force,
force,
Nmax(kN)
Nmin(kN)
11523
-749
Pile’s axial
force,
Nmax(kN)
11736
Lateral
Pile’s axial
force,
Nmin(kN)
-962
Elem
Load
Component
Axial
(kN)
Moment-y
(kN*m)
Moment-z
(kN*m)
P1
DE2(max)
Axial
-32323
82839
114282
P1
DE2(max)
Moment-y
-32323
82839
114282
11523
-749
11736
-962
P1
DE2(max)
Moment-z
-32323
82839
114282
11523
-749
11736
-962
P1
DE2(min)
Axial
-36006
-82837
-114282
12137
-135
12350
-348
P1
DE2(min)
Moment-y
-36006
-82837
-114282
12137
-135
12350
-348
P1
DE2(min)
Moment-z
-36006
-82837
-114282
12137
-135
12350
-348
P2
DE2(max)
Axial
-32800
88513
128285
12023
-1090
12594
-1660
P2
DE2(max)
Moment-y
-32800
88513
128285
12023
-1090
12594
-1660
P2
DE2(max)
Moment-z
-32800
88513
128285
12023
-1090
12594
-1660
P2
DE2(min)
Axial
-35400
-88513
-128285
12457
-656
13027
-1227
P2
DE2(min)
Moment-y
-35400
-88513
-128285
12457
-656
13027
-1227
P2
DE2(min)
Moment-z
-35400
-88513
-128285
12457
-656
13027
-1227
P3
DE2(max)
Axial
-29706
82259
107011
11044
-1142
10896
-994
P3
DE2(max)
Moment-y
-29706
82259
107011
11044
-1142
10896
-994
P3
DE2(max)
Moment-z
-29706
82259
107011
11044
-1142
10896
-994
P3
DE2(min)
Axial
-33661
-87006
-107011
12055
-835
11555
-335
P3
DE2(min)
Moment-y
-33661
-87006
-107011
12055
-835
11555
-335
P3
DE2(min)
Moment-z
-33661
-87006
-107011
12055
-835
11555
-335
P4
DE2(max)
Axial
-26011
106345
76729
10243
-1573
10019
-1348
P4
DE2(max)
Moment-y
-26011
106345
76729
10243
-1573
10019
-1348
P4
DE2(max)
Moment-z
-26011
106345
76729
10243
-1573
10019
-1348
P4
DE2(min)
Axial
-29529
-106486
-76729
10837
-994
10605
-762
P4
DE2(min)
Moment-y
-29529
-106486
-76729
10837
-994
10605
-762
P4
DE2(min)
Moment-z
-29529
-106486
-76729
10837
-994
10605
-762
P5
DE2(max)
Axial
-29613
108095
109008
10941
-1070
13010
-3139
P5
DE2(max)
Moment-y
-29613
108095
109008
10941
-1070
13010
-3139
P5
DE2(max)
Moment-z
-29613
108095
109008
10941
-1070
13010
-3139
P5
DE2(min)
Axial
-33619
-105776
-109008
11480
-273
13678
-2472
P5
DE2(min)
Moment-y
-33619
-105776
-109008
11480
-273
13678
-2472
P5
DE2(min)
Moment-z
-33619
-105776
-109008
11480
-273
13678
-2472
P6
DE2(max)
Axial
-30990
99984
148011
10720
-390
16129
-5799
P6
DE2(max)
Moment-y
-30990
99984
148011
10720
-390
16129
-5799
P6
DE2(max)
Moment-z
-30990
99984
148011
10720
-390
16129
-5799
P6
DE2(min)
Axial
-35703
-98652
-148011
11431
470
16914
-5013
P6
DE2(min)
Moment-y
-35703
-98652
-148011
11431
470
16914
-5013
P6
DE2(min)
Moment-z
-35703
-98652
-148011
11431
470
16914
-5013
P7
DE2(max)
Axial
-33190
103637
112798
11289
-226
13887
-2824
P7
DE2(max)
Moment-y
-33190
103637
112798
11289
-226
13887
-2824
P7
DE2(max)
Moment-z
-33190
103637
112798
11289
-226
13887
-2824
P7
DE2(min)
Axial
-36078
-102396
-112798
11702
324
14368
-2342
P7
DE2(min)
Moment-y
-36078
-102396
-112798
11702
324
14368
-2342
P7
DE2(min)
Moment-z
-36078
-102396
-112798
11702
324
14368
-2342
P8
DE2(max)
Axial
-33233
145891
106356
14381
-3303
11447
-370
P8
DE2(max)
Moment-y
-33233
145891
106356
14381
-3303
11447
-370
P8
DE2(max)
Moment-z
-33233
145891
106356
14381
-3303
11447
-370
P8
DE2(min)
Axial
-35794
-150514
-106356
15088
-3156
11874
57
P8
DE2(min)
Moment-y
-35794
-150514
-106356
15088
-3156
11874
57
P8
DE2(min)
Moment-z
-35794
-150514
-106356
15088
-3156
11874
57
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 193 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Sup
port
FzSLS
MySLS
MZSLS
[-]
P1
P1
P1
P1
P1
P1
P2
P2
P2
P2
P2
P2
P3
P3
P3
P3
P3
P3
P4
P4
P4
P4
P4
P4
P5
P5
P5
P5
P5
P5
P6
P6
P6
P6
P6
P6
P7
P7
P7
P7
P7
P7
P8
P8
P8
P8
P8
P8
[kN]
32323
32323
32323
36006
36006
36006
32800
32800
32800
35400
35400
35400
29706
29706
29706
33661
33661
33661
26011
26011
26011
29529
29529
29529
29613
29613
29613
33619
33619
33619
30990
30990
30990
35703
35703
35703
33190
33190
33190
36078
36078
36078
33233
33233
33233
35794
35794
35794
[kN.m]
82839
82839
82839
82837
82837
82837
88513
88513
88513
88513
88513
88513
82259
82259
82259
87006
87006
87006
106345
106345
106345
106486
106486
106486
108095
108095
108095
105776
105776
105776
99984
99984
99984
98652
98652
98652
103637
103637
103637
102396
102396
102396
145891
145891
145891
150514
150514
150514
[kN.m]
114282
114282
114282
114282
114282
114282
128285
128285
128285
128285
128285
128285
107011
107011
107011
107011
107011
107011
76729
76729
76729
76729
76729
76729
109008
109008
109008
109008
109008
109008
148011
148011
148011
148011
148011
148011
112798
112798
112798
112798
112798
112798
106356
106356
106356
106356
106356
106356
Pile,
Fvmax
Pile,
Fvmax
Pier
dimensions [m]
Mom
ent of
inerti
a,Iy
Mom
ent of
inerti
a,Iz
[kN]
[kN]
11523
11523
11523
12137
12137
12137
12023
12023
12023
12457
12457
12457
11044
11044
11044
12055
12055
12055
10243
10243
10243
10837
10837
10837
10941
10941
10941
11480
11480
11480
10720
10720
10720
11431
11431
11431
11289
11289
11289
11702
11702
11702
14381
14381
14381
15088
15088
15088
11736
11736
11736
12350
12350
12350
12594
12594
12594
13027
13027
13027
10896
10896
10896
11555
11555
11555
10019
10019
10019
10605
10605
10605
13010
13010
13010
13678
13678
13678
16129
16129
16129
16914
16914
16914
13887
13887
13887
14368
14368
14368
11447
11447
11447
11874
11874
11874
Lx
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.80
2.80
2.80
2.80
2.80
2.80
[m4]
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
2.80
7.74
7.74
7.74
7.74
7.74
7.74
[m4]
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
2.76
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
12.35
17.66
17.66
17.66
17.66
17.66
17.66
Ly
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.20
4.23
4.23
4.23
4.23
4.23
4.23
Longit
udinal,
ax
Longit
udinal,
x1
Trans
verse,
ay
Trans
verse,
x1
[m]
[m]
[m]
[m]
0.38
0.38
0.38
0.38
0.38
0.38
0.37
0.37
0.37
0.38
0.38
0.38
0.37
0.37
0.37
0.38
0.38
0.38
0.44
0.44
0.44
0.44
0.44
0.44
0.44
0.44
0.44
0.45
0.45
0.45
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.52
0.52
0.52
0.52
0.52
0.52
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
1.25
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.30
3.50
3.50
3.50
3.50
3.50
3.50
3.50
3.50
3.50
3.50
3.50
3.50
1.35
1.35
1.35
1.35
1.35
1.35
0.47
0.47
0.47
0.49
0.49
0.49
0.46
0.46
0.46
0.47
0.47
0.47
0.47
0.47
0.47
0.49
0.49
0.49
0.45
0.45
0.45
0.46
0.46
0.46
0.44
0.44
0.44
0.45
0.45
0.45
0.44
0.44
0.44
0.45
0.45
0.45
0.48
0.48
0.48
0.49
0.49
0.49
0.62
0.62
0.62
0.63
0.63
0.63
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
2.40
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
0.15
0.15
0.15
0.15
0.15
0.15
0.15
0.15
0.15
0.15
0.15
0.15
2.39
2.39
2.39
2.39
2.39
2.39
Pile cap of pier 1~3,E2 Combinations
17.3.2.1Pile cap of pier 1~3 , Longitudinal
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 194 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Pile cap of pier 1~3,E2 Combinations,Longitudinal
Pile cap wide,B
Pile cap thick,H
Pile dia.,D
Strength reduction factor,φ
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
Number of Longitudinal reinforcements,n
The total area of longitudinal reinforcement,Ast
Specified compressive strength of concrete,f'c
Design yield strength of reinforcement,fy
The locations of the compressive forces,ax
=
=
=
=
=
=
=
=
=
=
=
Longitudinal,x1
The distance between the horizontal strut and the top face of the
footing ,0.1h
Location of Bottom Mat of Reinforcing,Z
The total height of the strut-and-tie model,hstm
Footing dimensions ,Be
θ1
T1d
Design capacity,φ* fy*Ast(max)
Capacity/Demand
=
11500
2500
1500
0.9
1766250
32
57
45818.88
40
420
380
mm
mm
mm
mm²
mm
mm²
MPa
MPa
mm
1250 mm
=
250 mm
=
230 mm
=
2020 mm
=
1960 mm
= 51.09887521 °
= 10051.93564 kN
= 17319.53664 kN
= 1.723005126 OK
17.3.2.2Pile cap of pier 1~3 , Transverse
Pile cap of pier 1~3,E2 Combinations,Transverse
Pile cap wide,B
=
7000 mm
Pile cap thick,H
Pile dia.,D
Strength reduction factor,φ
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
Number of Longitudinal reinforcements,n
The total area of longitudinal reinforcement,Ast
Specified compressive strength of concrete,f'c
Design yield strength of reinforcement,fy
The locations of the compressive forces,ay
Transverse,x1
The distance between the horizontal strut and the top face of the
footing ,0.1h
Location of Bottom Mat of Reinforcing,Z
The total height of the strut-and-tie model,hstm
Footing dimensions ,Be
θ1
=
=
=
=
=
=
=
=
=
=
=
2500
1500
0.9
1766250
32
92
73953.28
40
420
470
2400
mm
mm
=
=
=
=
=
250
230
2020
1960
35.13913789
mm
mm
mm
mm
°
mm²
mm
mm²
MPa
MPa
mm
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 195 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
T1d
Design capacity,φ* fy*Ast(max)
Capacity/Demand
= 18508.65842 kN
= 27954.33984 kN
= 1.510338524 OK
Pile cap of pier 1~3,Top Rebar,Transverse(flexure theory)
Pile cap wide,B
=
7000
mm
Pile cap thick,H
=
2500
mm
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.9
Gross area of the section,Ag
=
1766250
mm²
Longitudinal reinforcement diameter,R
=
32
mm
Number of Longitudinal reinforcements,n
=
140
The total area of longitudinal reinforcement,Ast
=
112537.6
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Location of Top Mat of Reinforcing,Z
=
154
mm
Distance from extreme compression fiber to centroid of tension reinforcement,d
=
Bending moment Demand,My
=
2346
8300
mm
kN.m
Design capacity,Mu
=
95572.93948
kN.m
Capacity/Demand
=
11.51481199
OK
Reinforcement ratio,ρ r
=
0.00643072
β1
=
0.764285714
The balanced reinforcement ratio,ρb
=
0.036394558
ρ /ρ b
=
0.17669455
OK
Pile cap wide,B
=
7000
mm
Pile cap thick,H
=
2500
mm
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.9
Gross area of the section,Ag
=
1766250
mm²
Longitudinal reinforcement diameter,R
=
32
mm
Number of Longitudinal reinforcements,n
=
210
The total area of longitudinal reinforcement,Ast
=
168806.4
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Location of Bottom Mat of Reinforcing,Z
=
190
mm
Distance from extreme compression fiber to centroid of tension reinforcement,d
=
Bending moment Demand,My
=
2310
80360
mm
kN.m
Design capacity,Mu
=
137894.2514
kN.m
Pile cap of pier 4~5,E2 Combinations
17.3.3.1Pile cap of pier 4~5 ,Longitudinal
Pile cap of pier 4~5,E2 Combinations,Longitudinal(flexure theory)
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 196 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Capacity/Demand
=
1.715956339
Reinforcement ratio,ρ r
=
0.00964608
β1
=
0.764285714
The balanced reinforcement ratio,ρb
=
0.036394558
ρ /ρ b
=
0.265041824
OK
OK
17.3.3.2Pile cap of pier 4~5 , Transverse
Pile cap of pier 4~5,E2 Combinations,Transverse
Pile cap wide,B
=
Pile cap thick,H
Pile dia.,D
Strength reduction factor,φ
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
Number of Longitudinal reinforcements,n
The total area of longitudinal reinforcement,Ast
Specified compressive strength of concrete,f'c
Design yield strength of reinforcement,fy
The locations of the compressive forces,ay
Transverse,x1
The distance between the horizontal strut and the top face of the
footing ,0.1h
Location of Bottom Mat of Reinforcing,Z
The total height of the strut-and-tie model,hstm
Footing dimensions ,Be
θ1
T1d
Design capacity,φ* fy*Ast(max)
Capacity/Demand
=
=
=
=
=
=
=
=
=
=
=
11500 mm
2500
1500
0.9
1766250
32
42
33761.28
40
420
450
1050
mm
mm
mm²
mm
mm²
MPa
MPa
mm
mm
=
250 mm
=
230 mm
=
2020 mm
=
1960 mm
= 53.40337109 °
= 10156.93069 kN
= 12761.76384 kN
= 1.256458691 OK
Pile cap of pier 4~5,Top Rebar,Longitudinal(flexure theory)
Pile cap wide,B
=
7000
mm
Pile cap thick,H
=
2500
mm
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.9
Gross area of the section,Ag
=
1766250
mm²
Longitudinal reinforcement diameter,R
=
32
mm
Number of Longitudinal reinforcements,n
=
140
The total area of longitudinal reinforcement,Ast
=
112537.6
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Location of Top Mat of Reinforcing,Z
=
154
mm
Distance from extreme compression fiber to centroid of tension reinforcement,d
=
2346
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 197 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Bending moment Demand,My
=
7865
kN.m
Design capacity,Mu
=
95572.93948
kN.m
Capacity/Demand
=
12.15167698
OK
Reinforcement ratio,ρ r
=
0.00643072
β1
=
0.764285714
The balanced reinforcement ratio,ρb
=
0.036394558
ρ /ρ b
=
0.17669455
OK
Pile cap of pier 6~7,E2 Combinations
17.3.4.1Pile cap of pier 6~7 ,Longitudinal
Pile cap of pier 6~7,E2 Combinations,Longitudinal(flexure theory)
Pile cap wide,B
=
7000
mm
Pile cap thick,H
=
2500
mm
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.9
Gross area of the section,Ag
=
1766250
mm²
Longitudinal reinforcement diameter,R
=
32
mm
Number of Longitudinal reinforcements,n
=
210
The total area of longitudinal reinforcement,Ast
=
168806.4
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Location of Bottom Mat of Reinforcing,Z
=
190
mm
Distance from extreme compression fiber to centroid of tension reinforcement,d
=
Bending moment Demand,My
=
2310
81914
mm
kN.m
Design capacity,Mu
=
137894.2514
kN.m
Capacity/Demand
=
1.683402732
OK
Reinforcement ratio,ρ r
=
0.00964608
β1
=
0.764285714
The balanced reinforcement ratio,ρb
=
0.036394558
ρ /ρ b
=
0.265041824
OK
17.3.4.2Pile cap of pier 6~7 , Transverse
Pile cap of pier 6~7,E2 Combinations,Transverse
Pile cap wide,B
=
11500
mm
Pile cap thick,H
Pile dia.,D
Strength reduction factor,φ
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
Number of Longitudinal reinforcements,n
The total area of longitudinal reinforcement,Ast
Specified compressive strength of concrete,f'c
=
=
=
=
=
=
=
=
2500
mm
1500
mm
0.9
1766250
mm²
32
mm
36
28938.24
mm²
40
MPa
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 198 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Design yield strength of reinforcement,fy
The locations of the compressive forces,ay
Transverse,x1
The distance between the horizontal strut and the top face of the
footing ,0.1h
Location of Bottom Mat of Reinforcing,Z
The total height of the strut-and-tie model,hstm
Footing dimensions ,Be
θ1
T1d
Design capacity,φ* fy*Ast(max)
Capacity/Demand
=
=
=
420
MPa
440
mm
150
mm
=
=
=
=
=
=
=
=
250
mm
230
mm
2020
mm
1960
mm
73.71801397
°
4710.945545
kN
10938.65472
kN
2.321965859
OK
Pile cap of pier 6~7Top Rebar,Longitudinal(flexure theory)
Pile cap wide,B
=
7000
mm
Pile cap thick,H
=
2500
mm
Pile dia.,D
=
1500
mm
Strength reduction factor,φ
=
0.9
Gross area of the section,Ag
=
1766250
mm²
Longitudinal reinforcement diameter,R
=
32
mm
Number of Longitudinal reinforcements,n
=
140
The total area of longitudinal reinforcement,Ast
=
112537.6
mm²
Specified compressive strength of concrete,f'c
=
40
MPa
Design yield strength of reinforcement,fy
=
420
MPa
Location of Top Mat of Reinforcing,Z
=
154
mm
Distance from extreme compression fiber to centroid of tension reinforcement,d
=
Bending moment Demand,My
=
2346
1950
mm
kN.m
Design capacity,Mu
=
95572.93948
kN.m
Capacity/Demand
=
49.01176384
OK
Reinforcement ratio,ρ r
=
0.00643072
β1
=
0.764285714
The balanced reinforcement ratio,ρb
=
0.036394558
ρ /ρ b
=
0.17669455
OK
11500
2500
1500
0.9
1766250
mm
mm
mm
Pile cap of pier 8,E2 Combinations
17.3.5.1Pile cap of pier 8 ,Longitudinal
Pile cap of pier 8,E2 Combinations,Longitudinal
Pile cap wide,B
Pile cap thick,H
Pile dia.,D
Strength reduction factor,φ
Gross area of the section,Ag
=
=
=
=
=
mm²
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 199 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Longitudinal reinforcement diameter,R
Number of Longitudinal reinforcements,n
The total area of longitudinal reinforcement,Ast
Specified compressive strength of concrete,f'c
Design yield strength of reinforcement,fy
The locations of the compressive forces,ax
=
=
=
=
=
=
Longitudinal,x1
The distance between the horizontal strut and the top face of the
footing ,0.1h
Location of Bottom Mat of Reinforcing,Z
The total height of the strut-and-tie model,hstm
Footing dimensions ,Be
θ1
T1d
Design capacity,φ* fy*Ast(max)
Capacity/Demand
=
32
76
61091.84
40
420
520
mm
mm²
MPa
MPa
mm
1350 mm
=
250 mm
=
230 mm
=
2020 mm
=
1960 mm
= 47.20825477 °
= 13967.60396 kN
= 23092.71552 kN
= 1.653305433 OK
17.3.5.2Pile cap of pier 8 , Transverse
Pile cap of pier 8,E2 Combinations,Transverse
Pile cap wide,B
Pile cap thick,H
Pile dia.,D
Strength reduction factor,φ
Gross area of the section,Ag
Longitudinal reinforcement diameter,R
Number of Longitudinal reinforcements,n
The total area of longitudinal reinforcement,Ast
Specified compressive strength of concrete,f'c
Design yield strength of reinforcement,fy
The locations of the compressive forces,ay
Transverse,x1
The distance between the horizontal strut and the top face of the
footing ,0.1h
Location of Bottom Mat of Reinforcing,Z
The total height of the strut-and-tie model,hstm
Footing dimensions ,Be
θ1
T1d
Design capacity,φ* fy*Ast(max)
Capacity/Demand
=
=
=
=
=
=
=
=
=
=
=
=
8000
2500
1500
0.9
1766250
32
92
73953.28
40
420
630
2385
mm
mm
mm
mm²
mm
mm²
MPa
MPa
mm
mm
=
250 mm
=
230 mm
=
2020 mm
=
1960 mm
= 33.82142942 °
= 17722.82673 kN
= 27954.33984 kN
= 1.577307066 OK
Pile Cap of Abutment A,E2
17.3.6.1Input parameter
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 200 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Pile cap of abutment
A,Longitudinal/Transverse
,bottom(element 4191)
Load
Case
Pile cap of abutment
A,Longitudinal,botto
m(element 5933)
E2
Load
Case
Pile cap of
abutment
A,Longitudinal,top
(element 3529)
E2
Load
Case
Max /
Min
E2
Momen
t Max
Momen
t Min
Mxy
(max)
Mxy
(min)
Max /
Min
Moment
Max
Moment
Min
Mxy
(max)
Mxy
(min)
Max /
Min
Moment
Max
Moment
Min
Mxy
(max)
Mxy
(min)
Myy
(kNm/m)
Mxy (kNm/m)
Myy+abs(Mxy)
(kN-m/m)
Mxx(kNm/m)
Mxy(kNm/m)
Mxx+abs(Mxy)
(kN-m/m)
-2012
-85
-2097
-1224
-75
-1299
-5947
-806
-6753
-2461
-806
-3267
-2049
-75
-2124
-1224
-75
-1299
-5287
-834
-6121
-2440
-834
-3274
Myy (kNm/m)
Mxy (kNm/m)
Myy+abs(Mxy)(
kN-m/m)
Mxx(kNm/m)
Mxy(kNm/m)
Mxx+abs(Mxy)(
kN-m/m)
-744
373
-1117
-5
373
-378
-2515
151
-2666
-940
151
-1091
-756
380
-1136
-52
380
-432
-2137
131
-2268
-839
131
-970
Myy (kNm/m)
Mxy (kNm/m)
Myy+abs(Mxy)(k
N-m/m)
Mxx(kNm/m)
Mxy(kNm/m)
Mxx+abs(Mxy)(k
N-m/m)
4093
388
4481
39
388
427
177
-386
563
-778
-386
-1164
3640
423
4063
-77
423
-500
185
-407
592
-776
-407
-1183
17.3.6.2Pile Cap of Abutment A, Longitudinal
Pile cap of abutment A,E2 Combinations,Longitudinal(flexure theory),bottom, AREA 1 (2T32@100)
Pile cap wide,B
=
1000
Pile cap thick,H
=
2500
Pile dia.,D
=
1500
Strength reduction factor,φ
=
0.9
Gross area of the section,Ag
=
1766250
Longitudinal reinforcement diameter,R
=
32
Number of Longitudinal reinforcements,n
=
20
The total area of longitudinal reinforcement,Ast
=
16076.8
Specified compressive strength of concrete,f'c
=
40
Design yield strength of reinforcement,fy
=
420
Location of Bottom Mat of Reinforcing,Z
=
136
Distance from extreme compression fiber to centroid of tension reinforcement,d
=
2364
6753
Bending moment Demand,My
=
13762.66362
Design capacity,Mu
=
Capacity/Demand
=
2.038007347
Reinforcement ratio,ρ r
=
0.00643072
β1
=
0.764285714
The balanced reinforcement ratio,ρb
=
0.036394558
ρ /ρ b
=
0.17669455
mm
mm
mm
mm²
mm
mm²
MPa
MPa
mm
mm
kN.m
kN.m
OK
OK
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 201 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Pile cap of abutment A,E2 Combinations,Longitudinal(flexure theory),bottom, AREA 2 (T32@100)
Pile cap wide,B
=
1000
Pile cap thick,H
=
2500
Pile dia.,D
=
1500
Strength reduction factor,φ
=
0.9
Gross area of the section,Ag
=
1766250
Longitudinal reinforcement diameter,R
=
32
Number of Longitudinal reinforcements,n
=
10
The total area of longitudinal reinforcement,Ast
=
8038.4
Specified compressive strength of concrete,f'c
=
40
Design yield strength of reinforcement,fy
=
420
Location of Bottom Mat of Reinforcing,Z
=
136
Distance from extreme compression fiber to centroid of tension reinforcement,d
=
2364
2666
Bending moment Demand,My
=
7032.19087
Design capacity,Mu
=
Capacity/Demand
=
2.637731009
Reinforcement ratio,ρ r
=
0.00321536
β1
=
0.764285714
The balanced reinforcement ratio,ρb
=
0.036394558
ρ /ρ b
=
0.088347275
Pile cap of abutment A,E2 Combinations,Longitudinal(flexure theory),top
Pile cap wide,B
=
Pile cap thick,H
=
Pile dia.,D
=
Strength reduction factor,φ
=
Gross area of the section,Ag
=
Longitudinal reinforcement diameter,R
=
Number of Longitudinal reinforcements,n
=
The total area of longitudinal reinforcement,Ast
=
Specified compressive strength of concrete,f'c
=
Design yield strength of reinforcement,fy
=
Location of Bottom Mat of Reinforcing,Z
=
Distance from extreme compression fiber to centroid of tension reinforcement,d
=
Bending moment Demand,My
=
Design capacity,Mu
=
Capacity/Demand
=
Reinforcement ratio,ρ r
=
β1
=
The balanced reinforcement ratio,ρb
=
ρ /ρ b
=
mm
mm
mm
mm²
mm
mm²
MPa
MPa
mm
mm
kN.m
kN.m
OK
OK
1000
2500
1500
0.9
1766250
32
8
6430.72
40
420
136
2364
4481
5649.890146
1.260854753
0.002572288
0.764285714
0.036394558
0.07067782
mm
mm
mm
1000
2500
1500
0.9
1766250
32
10
8038.4
mm
mm
mm
mm²
mm
mm²
MPa
MPa
mm
mm
kN.m
kN.m
OK
OK
17.3.6.3Pile Cap of Abutment A, Transverse
Pile cap of abutment A,E2 Combinations,Transverse(flexure theory),bottom
Pile cap wide,B
=
Pile cap thick,H
=
Pile dia.,D
=
Strength reduction factor,φ
=
Gross area of the section,Ag
=
Longitudinal reinforcement diameter,R
=
Number of Longitudinal reinforcements,n
=
The total area of longitudinal reinforcement,Ast
=
mm²
mm
mm²
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 202 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Specified compressive strength of concrete,f'c
Design yield strength of reinforcement,fy
Location of Bottom Mat of Reinforcing,Z
Distance from extreme compression fiber to centroid of tension reinforcement,d
Bending moment Demand,My
Design capacity,Mu
Capacity/Demand
Reinforcement ratio,ρ r
β1
The balanced reinforcement ratio,ρb
ρ /ρ b
=
=
=
=
=
=
=
=
=
=
=
40
420
136
2364
3274
7032.19087
2.147889698
0.00321536
0.764285714
0.036394558
0.088347275
MPa
MPa
mm
mm
kN.m
kN.m
OK
OK
Pile Cap of Abutment B,E2
Due to the same reinforcement for Abutment A and B, and the slightly smaller force on B compared to A,
detailed verification of B will not be conducted.
Perform Nodal Strength Checks
The bearing area of one of the 1.5m diameter drilled shafts is:1766250 mm2.
Because the Nodes are CTT nodes, the corresponding concrete efficiency factor is determined using AASHTO
LRFD Table 5.8.2.5.3a:
Concrete efficiency factor:V=0.45
The bearing force to be resisted is taken as the max reaction at the drilled shafts=19951kN.
The allowable bearing force at the nodes is determined based on AASHTO LRFD Equation 5.8.2.5.1-1,
Modified:
=0.7x0.45x40x1766250/1000=22255kN>19951kN.
Hence, the nodal strength is adequate according to the proposed procedure.
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P2319-PFJ-ECB-CA-30001-AD
PAGE 203 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
18 Serviceability Limit State Results of Pile Cap
18.1 Pile Cap of Abutment A
Input parameter
Load
Case
SER1
Pile cap of abutment
A,Longitudinal/Transverse
,bottom(element 4191)
SER2~
6
Load
Case
SER1
Pile cap of abutment
A,Longitudinal,botto
m(element 5933)
SER2~
6
Load
Case
Pile cap of
abutment
A,Longitudinal,top
(element 3529)
SER1
SER2~
6
Max /
Min
Momen
t Max
Momen
t Min
Mxy
(max)
Mxy
(min)
Momen
t Max
Momen
t Min
Mxy
(max)
Mxy
(min)
Max /
Min
Moment
Max
Moment
Min
Mxy
(max)
Mxy
(min)
Moment
Max
Moment
Min
Mxy
(max)
Mxy
(min)
Max /
Min
Moment
Max
Moment
Min
Mxy
(max)
Mxy
(min)
Moment
Max
Myy
(kNm/m)
Mxy (kNm/m)
Myy+abs(Mxy)
(kN-m/m)
Mxx(kNm/m)
Mxy(kNm/m)
Mxx+abs(Mxy)
(kN-m/m)
-3283
-307
-3590
-1704
-302
-2006
-4566
-467
-5033
-2091
-434
-2525
-3631
-294
-3925
-1722
-294
-2016
-4085
-485
-4570
-2061
-485
-2546
-2834
-173
-3007
-1585
-212
-1797
-4911
-554
-5465
-2194
-518
-2712
-3087
-165
-3252
-1588
-165
-1753
-4378
-572
-4950
-2163
-572
-2735
Myy (kNm/m)
Mxy (kNm/m)
Myy+abs(Mxy)(
kN-m/m)
Mxx(kNm/m)
Mxy(kNm/m)
Mxx+abs(Mxy)(
kN-m/m)
-1194
286
-1480
-447
278
-725
-1357
226
-1583
-518
232
-750
-1270
295
-1565
-476
295
-771
-1250
210
-1460
-482
210
-692
-985
247
-1232
-406
248
-654
-1362
210
-1572
-531
211
-742
-1270
295
-1565
-476
295
-771
-1216
189
-1405
-504
189
-693
Myy (kNm/m)
Mxy (kNm/m)
Myy+abs(Mxy)(k
N-m/m)
Mxx(kNm/m)
Mxy(kNm/m)
Mxx+abs(Mxy)(k
N-m/m)
1135
18
1153
-444
18
-462
503
26
529
-750
26
-776
1101
32
1133
-515
32
-547
1086
-16
1102
-523
-16
-539
2019
-3
2022
328
-3
331
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 204 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Moment
Min
Mxy
(max)
Mxy
(min)
36
51
87
37
51
88
608
54
662
-611
54
-665
1639
-34
1673
-423
-34
-457
Pile Cap of Abutment A, Longitudinal
Crack check for SLS load cases,Longitudinal,bottom,AREA 1 (2T32@100)
Height of the cross-section,H
=
Width of the cross-section,B
=
Length of the cross-section,L
=
Effective tension area of concrete surrounding the main tension reinforcing bars,
divided by the number of bars,A
=
Diameter of main bar,db
=
Number of bundled main bars,n
Spacing of main bars,S
Number of main bars,N
Diameter of stirrup,ds
Net thickness of concrete cover to the outermost bar,c
Thickness of concrete cover measured from extreme tension fiber to center of bar
located closest thereto,dc
Crack width
Z
Yield stress of spiral or hoop reinforcement, fyh
SER1,My
SER1,N
SLS,Stress in the reinforcement,fs'
Allowable stress in the reinforcement,fs
ENVELOPE(SER2~6),My
ENVELOPE(SER2~6),N
SLS,Stress in the reinforcement,fs'
Allowable stress in the reinforcement,fs
SLS,Stress/Allowable stress
2500
1000
1000
mm
mm
mm
14800
mm2
32
2
100
20
32
100
mm
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
66
0.2
15
420
5033
0
145.81
151.1782715
5465
0
158.32
188.9728393
0.964490456
Crack check for SLS load cases,Longitudinal,bottom AREA 2 (T32@100)
Height of the cross-section,H
=
Width of the cross-section,B
=
Length of the cross-section,L
=
Effective tension area of concrete surrounding the main tension reinforcing bars,
divided by the number of bars,A
=
Diameter of main bar,db
=
Number of bundled main bars,n
Spacing of main bars,S
Number of main bars,N
Diameter of stirrup,ds
Net thickness of concrete cover to the outermost bar,c
Thickness of concrete cover measured from extreme tension fiber to center of bar
located closest thereto,dc
Crack width
Z
Yield stress of spiral or hoop reinforcement, fyh
SER1,My
mm
mm
mm
mm
mm
kN/mm
MPa
kN.m
kN
MPa
MPa
kN.m
kN
MPa
MPa
OK
2500
1000
1000
mm
mm
mm
29600
mm2
32
1
100
10
32
100
mm
=
=
=
=
=
=
=
=
=
=
66
0.2
15
420
1583
mm
mm
kN/mm
MPa
kN.m
mm
mm
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 205 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
SER1,N
SLS,Stress in the reinforcement,fs'
Allowable stress in the reinforcement,fs
ENVELOPE(SER2~6),My
ENVELOPE(SER2~6),N
SLS,Stress in the reinforcement,fs'
Allowable stress in the reinforcement,fs
SLS,Stress/Allowable stress
Crack check for SLS load cases,Longitudinal,top
Height of the cross-section,H
Width of the cross-section,B
Length of the cross-section,L
Effective tension area of concrete surrounding the main tension reinforcing bars,
divided by the number of bars,A
Diameter of main bar,db
Number of bundled main bars,n
Spacing of main bars,S
Number of main bars,N
Diameter of stirrup,ds
Net thickness of concrete cover to the outermost bar,c
Thickness of concrete cover measured from extreme tension fiber to center of bar
located closest thereto,dc
Crack width
Z
Yield stress of spiral or hoop reinforcement, fyh
SER1,My
SER1,N
SLS,Stress in the reinforcement,fs'
Allowable stress in the reinforcement,fs
ENVELOPE(SER2~6),My
ENVELOPE(SER2~6),N
SLS,Stress in the reinforcement,fs'
Allowable stress in the reinforcement,fs
SLS,Stress/Allowable stress
=
=
=
=
=
=
=
=
0
89.3
119.9902736
1572
0
89.3
149.987842
0.744226989
kN
MPa
MPa
kN.m
kN
MPa
MPa
OK
=
=
=
2500
1000
1000
mm
mm
mm
=
29000
mm2
=
=
=
=
=
=
32
1
125
8
32
100
mm
=
=
=
=
=
=
=
=
=
=
=
=
=
66
0.2
15
420
1153
0
94.2
120.8121504
2022
0
133.2
151.015188
0.882030488
=
=
=
2500
1000
1000
mm
mm
mm
=
22769.23077
mm2
=
=
=
=
=
=
32
1
100
10
32
100
mm
=
=
66
0.2
mm
mm
mm
mm
mm
mm
mm
kN/mm
MPa
kN.m
kN
MPa
MPa
kN.m
kN
MPa
MPa
OK
Pile Cap of Abutment A, Transverse
Crack check for SLS load cases,Transverse,bottom
Height of the cross-section,H
Width of the cross-section,B
Length of the cross-section,L
Effective tension area of concrete surrounding the main tension reinforcing bars,
divided by the number of bars,A
Diameter of main bar,db
Number of bundled main bars,n
Spacing of main bars,S
Number of main bars,N
Diameter of stirrup,ds
Net thickness of concrete cover to the outermost bar,c
Thickness of concrete cover measured from extreme tension fiber to center of bar
located closest thereto,dc
Crack width
mm
mm
mm
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 206 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Z
Yield stress of spiral or hoop reinforcement, fyh
SER1,My
SER1,N
SLS,Stress in the reinforcement,fs'
Allowable stress in the reinforcement,fs
ENVELOPE(SER2~6),My
ENVELOPE(SER2~6),N
SLS,Stress in the reinforcement,fs'
Allowable stress in the reinforcement,fs
SLS,Stress/Allowable stress
=
=
=
=
=
=
=
=
=
=
=
15
420
2546
0
114.2
130.9565306
2735
0
122.9
163.6956633
0.872045094
kN/mm
MPa
kN.m
kN
MPa
MPa
kN.m
kN
MPa
MPa
OK
18.2 Pile Cap of Abutment B
Due to the same reinforcement for Abutment A and B, and the slightly smaller force on B compared to A,
detailed verification of B will not be conducted.
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 207 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Appendix A Borehole Logs
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 208 OF 285
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-03
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Report No.
: ISTL-SHGT24-021/1
Easting : 433883.99
Bentonite+Water
Borehole No.
: BH05
Northing : 2783741.87
Sheet No.
: 1/3
Date Started
: 18/03/2024
4.17
Groundwater Table Depth (m)
: 3.30
Date Finished : 21/03/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 0.87
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
TCR SCR RQD
(%) (%) (%)
FI
Description
Thickness
(m)
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Grayish brown, slightly silty, fine to
medium SAND.
1
B1
-
-
-
-
-
-
-
SS1
1
2
4
4
5
5
18
SS2
2
2
1
1
2
2
6
SS3
1
2
1
1
1
1
4
SS4
1
2
3
3
2
3
11
1.5
2.67
2
Medium dense, dark gray, slightly
gravelly, very silty, fine to medium
SAND.
2.17
3
0.5
@ (1.75m-2.0m) - CLAY
Firm to very stiff, greenish gray, slightly
sandy CLAY.
3.0
4
5
SS5
1
2
4
6
5
4
19
SS6
4
13
20
25
5/20
-
>50
-0.83
Very dense, dark gray, silty, very
gravelly, fine to meduim SAND. Gravel is
fine
and
medium,
sub
angular,
weathered rock fragments.
6
-2.17
SS7
10
15
22
24
4/40
-
>50
CORE1
80
17
0
CORE2
-
-
-
Very weak to weak, very thinly to thinly
bedded, brown, fine to medium matrixsupported
SANDY
CONGLOMERATE.
Partially weathered, very closely to
closely spaced, sub horizontal fracture.
7
8
1.3
3.7
9
CORE3
SS8
18
7/30
30 20/40
-
-
CORE4
-
-
-
-
-
-
>50
10
-5.83
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Alim
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 : Page : 2 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-03
Drilling Fluid
Coordinates
Boring Diameter (mm) : 125
Report No.
: ISTL-SHGT24-021/1
Easting : 433883.99
:
Bentonite+Water
Borehole No.
: BH05
Northing : 2783741.87
Sheet No.
: 2/3
Date Started
: 18/03/2024
4.17
: NA
Groundwater Table Depth (m)
: 3.30
Date Finished : 21/03/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 0.87
Total Drilled Depth (m) : 30
Sampler
Code
SPT RECORDS
75
75
75
75
75
75
SS9
18
7/10
40
10/0
-
-
Seating
(mm)
Test Drive
(mm)
SPT
'N'
TCR SCR RQD
(%) (%) (%)
FI
>50
Description
Thickness
(m)
:
Legend
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Ditto from 6.34 to 10.0m depth below
existing ground level.
CORE5
74
40
14
CORE6
93
35
31
11
12
4.0
13
81
CORE7
25
19
4.31
14
-9.83
15
83
CORE8
32
Medium strong, very thinly flow banded,
greenish dark gray, GABBRO/ boulders
and cobbles of GABBRO. Distinctily to
partially weathered, very narrowly to
narrowly spaced, sub horizontal fracture.
26
55.57
16
77
CORE9
31
25
17
18
6.0
CORE10
70
37
23
CORE11
85
31
28
19
20
-15.83
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Alim
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 : Page : 3 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-03
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Report No.
: ISTL-SHGT24-021/1
Easting : 433883.99
Bentonite+Water
Borehole No.
: BH05
Northing : 2783741.87
Sheet No.
: 3/3
Date Started
: 18/03/2024
: 3.30
Date Finished : 21/03/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 0.87
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
TCR SCR RQD
(%) (%) (%)
-
-
-
CORE13
81
32
23
CORE14
-
-
-
CORE15
100
60
48
CORE16
76
29
14
CORE17
77
45
39
CORE18
80
47
29
CORE19
62
43
28
CORE12
SS10
4.17
18
7/00
45
5/10
-
-
FI
Description
Thickness
(m)
Groundwater Table Depth (m)
21
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Medium strong, very thinly flow banded,
greenish dark gray, GABBRO/ boulders
and cobbles of GABBRO. Distinctily to
partially weathered, very narrowly to
narrowly spaced, sub horizontal fracture.
>50
22
23
24
SS11
25
25
-
40 10/10
-
-
>50
10.0
26
61.71
27
28
29
END OF BORING @30.0m
30
-25.83
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Alim
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 : Page : 4 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: CS-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 433924.818
Borehole No.
: BH06A
Northing : 2783748.374
Sheet No.
: 1/4
Date Started
: 30/05/2024
4.33
: 3.50
Date Finished : 01/06/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 0.83
Total Drilled Depth (m) : 35
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
B1
-
-
-
-
-
-
-
SS1
2
2
4
3
4
6
17
SS2
1
3
3
2
5
4
14
SS3
1
2
2
3
2
2
9
SS4
1
3
2
2
3
4
11
SS5
2
2
2
3
3
2
10
TCR SCR RQD
(%) (%) (%)
FI
Thickness
(m)
Groundwater Table Depth (m)
1
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
Description
Grayish brown, slightly silty, slightly
gravelly, fine to medium SAND. Gravel is
fine and medium weathered rock
fragment.
1.5
Medium dense, dark green, silty,
gravelly, fine to medium SAND. Gravel is
fine and medium lime stone.
1.0
UCS
Value
(MPa)
2.83
2
1.83
3
Loose, dark green, silty, gravelly, fine to
medium SAND. Gravel is fine and
medium lime stone.
1.33
Stiff, dark green to greyish
slightly Gravelly, Sandy SILT.
0.5
brown,
4
3.0
5
6
SS6
2
1
3
3
2
4
12
SS7
6
10
13
17
20/5
-
>50
SS8
9
13
19
31/4
-
-
>50
-1.67
7
8
-
-
4.0
8
15
20
30/5
-
-
>50
CORE2
SS10
10
-5.67
ACRONYMS:
-
CORE1
SS9
9
Very dense, dark blackish gray, very
Silty, very Gravelly SAND. Gravel is fine
and medium, sub angular conglomerate
& Sandstone pieces.
12
13/4
35
15/3
-
-
CORE3
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
-
-
-
-
-
-
-
-
>50
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: M. Saeed
Logged By
: Eng'r. Michael
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 : Page : 5 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: CS-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 433924.818
Borehole No.
: BH06A
Northing : 2783748.374
Sheet No.
: 2/4
Date Started
: 30/05/2024
: 3.50
Date Finished : 01/06/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 0.83
Total Drilled Depth (m) : 35
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
CORE3
SS11
15
10/2
37
13/3
-
-
SS11
18
7/2
40
10/2
-
-
TCR SCR RQD
(%) (%) (%)
FI
-
-
-
-
-
-
-
-
Description
UCS
Value
(MPa)
Ditto from 6.0 to 10.0m depth below
existing ground level.
>50
CORE4
12
4.33
Thickness
(m)
Groundwater Table Depth (m)
11
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
>50
4.6
CORE5
-
-
-
-
-
-
-
-
47
0
0
>10
35
0
0
>10
13
SS12
14
15
10/3
38
12/3
-
-
>50
CORE6
-10.29
SS13
8
17/5
36
14/2
-
-
>50
15
CORE7
16
SS14
12
13/5
50
-
-
-
>50
CORE8
17
SS15
10
15/4
32
18/5
-
-
Very dense, dark blackish gray, silty,
sandy COBBLES & BOULDERS. Cobbles &
Boulders are those Conglomerate &
Gabbro pieces.
>50
5.4
CORE9
46
0
0
>10
-
-
-
-
-
-
-
-
18
SS16
19
16/3
38
12/2
-
-
>50
CORE10
SS17
20
-15.67
ACRONYMS:
9
10
15/3
30
20/4
-
-
CORE11
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
>50
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: M. Saeed
Logged By
: Eng'r. Michael
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 : Page : 6 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: CS-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 433924.818
Borehole No.
: BH06A
Northing : 2783748.374
Sheet No.
: 3/4
Date Started
: 30/05/2024
4.33
Groundwater Table Depth (m)
: 3.50
Date Finished : 01/06/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 0.83
Total Drilled Depth (m) : 35
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
TCR SCR RQD
(%) (%) (%)
FI
-
-
-
-
CORE12
65
28
0
>10
CORE13
63
15
0
>10
CORE14
-
-
-
-
38
0
0
>10
-
-
-
-
CORE11
SS18
8
17/1 50/4
-
-
-
Description
Thickness
(m)
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Ditto from 14.62 to 20.0m depth below
existing ground level.
>50
21
22
4.4
23
24
-20.09
25
SS19
10
15/4
40
10/3
-
-
>50
CORE15
SS20
9
16/5
39
11/3
-
-
Very dense, dark blackish gray, silty,
sandy COBBLES & BOULDERS. Cobbles &
Boulders are those Conglomerate &
Gabbro pieces.
>50
26
CORE16
SS21
27
16
9/2
45
5/1
-
-
>50
CORE17
28
SS22
12
13/5
32
18/4
-
-
4.9
-
-
-
-
-
-
-
-
93
11
11
>10
>50
CORE18
29
-25.01
SS23
10
15/6
37
13/3
-
-
CORE19
>50
30
-25.67
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
Ditto from 30.0 to 35.0m depth below
existing ground level.
0.7
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: M. Saeed
Logged By
: Eng'r. Michael
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 : Page : 7 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: CS-RIG-05
Drilling Fluid
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 433924.818
:
Borehole No.
: BH06A
Northing : 2783748.374
Sheet No.
: 4/4
Date Started
: 30/05/2024
4.33
: 3.50
Date Finished : 01/06/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 0.83
Total Drilled Depth (m) : 35
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
CORE19
SPT
'N'
TCR SCR RQD
(%) (%) (%)
FI
93
>10
11
11
CORE20
61
30
27
>10
CORE21
83
30
19
>10
CORE22
87
27
8
>10
CORE23
99
38
0
>10
Description
Thickness
(m)
Groundwater Table Depth (m)
31
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
Very weak to weak, very thinly to thinly
bedded, brown, fine to medium matrixsupported
SANDY
CONGLOMERATE.
Partially weathered, very closely to
closely spaced, sub horizontal fracture.
UCS
Value
(MPa)
2.42
32
5.0
10.56
33
34
35
-30.67
END OF BORING @35.0m
36
37
38
39
40
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: M. Saeed
Logged By
: Eng'r. Michael
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 : Page : 8 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-03
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 433966.335
Borehole No.
: BH07
Northing : 2783748.35
Sheet No.
: 1/3
Date Started
: 30/03/2024
4.36
: 3.40
Date Finished : 01/04/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 0.96
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
B1
-
-
-
-
-
-
-
SS1
2
3
3
4
5
5
17
SS2
4
3
4
5
6
6
21
SS3
3
2
2
6
7
7
22
SS4
1
1
2
2
2
2
8
SS5
1
2
1
1
2
3
7
SS6
20
5/30
-
-
>50
TCR SCR RQD
(%) (%) (%)
FI
Description
Brown, slightly silty, gravelly, fine to
medium SAND. Gravel is fine and
medium weathered rock fragments.
Thickness
(m)
Groundwater Table Depth (m)
1
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
1.5
2.86
2
3
Medium
dense,
grayish
brown,
carbonate, silty to very silty, slightly
gravelly, fine to medium SAND with shell
fragments. Gravel is fine and medium
cemented sand pieces.
1.36
Firm, greenish yellowish gray, slightly
sandy CLAY.
4
5
1.5
2.0
-0.64
6
-1.85
SS7
22
3/20
35 15/20
45
5/40
-
-
Very dense, grayish brown, silty to very
silty, gravelly, fine to medium SAND.
Gravel is fine and medium sub angular
conglomerte.
>50
CORE1
81
30
0
CORE2
-
-
-
Very dense, dark blackish gray, silty,
sandy, Sandy GRAVEL & COBBLES.
Gravel
&
cobbles,
sub
angular
conglomerate & Sandstone pieces.
7
8
3.8
SS8
9
10
-5.64
ACRONYMS:
1.2
25
-
40 10/30
-
-
>50
CORE3
61
0
0
CORE4
76
0
0
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Arshad
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 : Page : 8 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-03
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 433966.335
Borehole No.
: BH07
Northing : 2783748.35
Sheet No.
: 2/3
Date Started
: 30/03/2024
4.36
Groundwater Table Depth (m)
: 3.40
Date Finished : 01/04/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 0.96
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
TCR SCR RQD
(%) (%) (%)
FI
Description
Thickness
(m)
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Ditto from 6.21 to 10.0m depth below
existing ground level.
-
-
-
CORE6
85
0
0
CORE7
81
0
0
CORE8
-
-
-
CORE5
11
-7.32
12
SS9
23
2/10
40 10/20
-
-
1.7
>50
Very dense, dark blackish gray, silty,
sandy COBBLES & BOULDERS. Cobbles &
Boulders are those Conglomerate &
Gabbro pieces.
13
14
15
SS10
25
-
48
2/30
-
-
>50
8.3
16
CORE9
87
0
0
CORE10
85
0
0
CORE11
-
-
-
17
18
19
20
-15.64
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Arshad
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 : Page : 9 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-03
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 433966.335
Borehole No.
: BH07
Northing : 2783748.35
Sheet No.
: 3/3
Date Started
: 30/03/2024
4.36
: NA
Groundwater Table Depth (m)
: 3.40
Date Finished : 01/04/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 0.96
Total Drilled Depth (m) : 30
Sampler
Code
SPT RECORDS
75
75
75
75
75
75
SS11
25
-
50/40
-
-
-
Seating
(mm)
Test Drive
(mm)
SPT
'N'
TCR SCR RQD
(%) (%) (%)
FI
>50
CORE12
85
0
0
CORE13
83
0
0
CORE14
-
-
-
98
0
0
Description
Thickness
(m)
:
Legend
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Ditto from 11.68 to 20.0m depth below
existing ground level.
21
22
23
24
SS12
25
-
47
3/30
-
-
>50
CORE15
25
26
10.0
CORE16
75
0
0
CORE17
-
-
-
CORE18
88
0
0
CORE19
98
0
0
27
28
SS13
25
-
50/30
-
-
-
>50
29
END OF BORING @30.0m
30
-25.64
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Arshad
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 10 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 434006.335
Borehole No.
: BH08
Northing : 2783748.364
Sheet No.
: 1/3
Date Started
: 01/04/2024
4.37
: 3.00
Date Finished : 03/04/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.37
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
B1
-
-
-
-
-
-
-
SS1
1
1
2
2
3
3
10
SS2
1
2
3
3
4
5
15
SS3
1
3
3
4
5
7
19
SS4
2
3
3
5
6
7
21
SS5
1
3
3
5
6
8
22
SS6
2
3
4
6
7
8
25
SS7
4
5
5
7
8
9
29
SS8
7
5
5
6
9
9
29
SS9
18
7/30
-
-
>50
TCR SCR RQD
(%) (%) (%)
FI
Description
Brown, slightly silty, gravelly, fine to
medium SAND with shell fragments.
Gravel is fine and medium weathered
rock fragments.
Thickness
(m)
Groundwater Table Depth (m)
1
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
1.5
2.87
2
3
4
Medium dense to dense, grayish brown,
carbonate, silty to very silty, slightly
gravelly to gravelly, fine to medium
SAND with shell fragments. Gravel is fine
and medium cemented sand pieces.
2.5
0.37
Very stiff, reddish black, slightly sandy
CLAY.
5
6
2.0
-1.63
Medium dense, grayish brown, caronate,
slightly silty to very silty, slightly
gravelly, fine to medium SAND with shell
fragments. Gravel is fine and medium
cemented sand pieces.
7
8
9
-3.63
-4.83
10
-5.63
ACRONYMS:
SS10
20
5/10
30 20/40
35 15/30
-
-
Very dense, gray, silty to very silty,
gravelly, fine to meduim SAND. Gravel is
fine and medium, sub angular weathered
rock fragments.
1.2
>50
CORE1
80
0
0
CORE2
80
0
0
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
2.0
Very dense, dark blackish gray, silty,
sandy COBBLES & BOULDERS. Cobbles &
Boulders are those Conglomerate &
Gabbro pieces.
0.8
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Alim
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 11 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 434006.335
Borehole No.
: BH08
Northing : 2783748.364
Sheet No.
: 2/3
Date Started
: 01/04/2024
4.37
Groundwater Table Depth (m)
: 3.00
Date Finished : 03/04/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.37
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
TCR SCR RQD
(%) (%) (%)
CORE2
80
0
0
CORE3
63
0
0
CORE4
93
0
0
CORE5
89
8
0
FI
Description
Thickness
(m)
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Ditto from 9.2 to 10.0m depth below
existing ground level.
11
12
13
14
15
10.0
16
CORE6
80
0
0
CORE7
-
-
-
0
0
0
17
18
SS11
25
-
42
8/10
-
-
>50
19
CORE8
20
-15.63
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Alim
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 12 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 434006.335
Borehole No.
: BH08
Northing : 2783748.364
Sheet No.
: 3/3
Date Started
: 01/04/2024
4.37
: 3.00
Date Finished : 03/04/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.37
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
TCR SCR RQD
(%) (%) (%)
CORE9
93
6
0
CORE10
89
4
0
CORE11
82
3
0
CORE12
90
1
0
CORE13
89
0
0
CORE14
91
1
0
CORE15
91
7
0
FI
Description
Thickness
(m)
Groundwater Table Depth (m)
21
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Very dense, light brown & light gray,
silty, sandy COBBLES & BOULDERS.
Cobbles
&
Boulders
are
those
Conglomerate, Siltstone & some Gabbro
pieces.
22
23
24
25
10.0
26
27
28
29
END OF BORING @30.0m
30
-25.63
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Alim
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 13 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: CS-RIG-03
Drilling Fluid
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 434044.814
:
Borehole No.
: BH11A
Northing : 2783748.373
Sheet No.
: 1/4
Date Started
: 26/05/2024
4.95
: 3.50
Date Finished : 29/05/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.45
Total Drilled Depth (m) : 35
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
B1
-
-
-
-
-
-
-
SS1
3
4
4
5
5
8
22
SS2
3
4
6
5
6
9
26
SS3
4
4
6
8
8
9
31
SS4
4
6
6
8
11
16
41
SS5
3
4
4
4
5
6
19
SS6
3
2
2
1
2
3
8
SS7
2
3
2
3
4
9
18
TCR SCR RQD
(%) (%) (%)
FI
Description
Brownish grey, moist, non-plastic, fine to
coarse, slightly Gravelly, Silty SAND with
rare shell fragments.
Thickness
(m)
Groundwater Table Depth (m)
1
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: 101
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
1.5
3.45
2
3
4
Medium dense to dense, grey, moist to
wet, non-plastic, fine to coarse, Silty,
very Gravelly SAND with rare shell
fragments.
2.5
0.95
Stiff, light grey to dark grey, wet, plastic,
slightly Gravelly, Sandy SILT.
5
6
7
2.0
-1.05
Very Stiff, dark grey and greyish black,
wet, plastic, Sandy SILT.
-2.05
SS8
7
8
10
7
6
6
29
SS9
5
7
8
8
10
13
39
SS10
11
14/8
24
26/5
-
-
>50
Medium dense to dense, blackish grey,
dark grey, wet, non-plastic, fine to
coarse, very Silty, very Gravelly SAND.
8
9
1.0
2.0
-4.05
Very dense, light grey to dark grey, wet,
non-plastic, fine to coarse, slightly Silty,
very Sandy GRAVEL.
10
-5.05
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
1.0
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Ashraf
Logged By
: Eng'r. Michael
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 18 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: CS-RIG-03
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 434044.814
Borehole No.
: BH11A
Northing : 2783748.373
Sheet No.
: 2/4
Date Started
: 26/05/2024
Groundwater Table Depth (m)
: 3.50
Date Finished : 29/05/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.45
Total Drilled Depth (m) : 35
Sampler
Code
SPT RECORDS
75
75
75
75
75
75
SS11
12
13/9
27
23/3
-
-
Seating
(mm)
Test Drive
(mm)
SPT
'N'
CORE1
12
11
14/1
40
10/2
-
-
13
10
15/2 50/5
-
-
-
14
21
4/1 50/5
-
-
-
SS15
9
16/1
17
33/2
-
-
SS16
17
8/1 50/6
-
-
-
SS17
9
16/3 50/6
-
-
-
0
0
>10
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
60
0
0
>10
Very dense, light brown, light grey,
sandy GRAVEL. Recovered as Gravel &
Cobbles of Sandstone, Conglomerate
pieces.
8.2
>50
CORE6
17
46
0.2
>50
CORE5
16
Ditto from 10.22 to 18.4m depth below
existing ground level.
UCS
Value
(MPa)
>50
CORE4
15
Description
>50
CORE3
SS14
FI
>50
CORE2
SS13
TCR SCR RQD
(%) (%) (%)
>50
11
SS12
4.95
Thickness
(m)
: NA
-5.27
:
Legend
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: 101
Depth
(m)
Core Diameter (mm)
>50
CORE7
18
-13.45
19
SS18
12
13/5
21
29/4
-
-
>50
CORE8
Ditto from 20.0 to 30.0m depth below
existing ground level.
1.6
SS19
20
-15.05
ACRONYMS:
8
17
27
23/3
-
-
95
CORE9
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
>50
50
35
>10
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Ashraf
Logged By
: Eng'r. Michael
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 19 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: CS-RIG-03
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 434044.814
Borehole No.
: BH11A
Northing : 2783748.373
Sheet No.
: 3/4
Date Started
: 26/05/2024
4.95
Groundwater Table Depth (m)
: 3.50
Date Finished : 29/05/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.45
Total Drilled Depth (m) : 35
SPT RECORDS
Seating
(mm)
Test Drive
(mm)
TCR SCR RQD
(%) (%) (%)
FI
CORE9
95
50
35
>10
CORE10
58
3
0
>10
CORE11
80
27
18
>10
CORE12
25
0
0
>10
75
75
75
75
75
75
SPT
'N'
21
Description
Thickness
(m)
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: 101
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Extremely weak to very weak, very
thinly to medium bedded, light grey, fine
to coarse CONGLOMERATE distinctly to
destructured weathered, very closely to
medium spaced plannar, rough fractures.
22
23
24
25
SS20
12
13/2
30
20/1
-
-
>50
10.0
40
0
0
>10
CORE14
82
0
0
>10
CORE15
91
17
10
>10
CORE16
81
71
67
8
CORE17
97
77
50
>10
CORE13
26
SS21
10
15/3
50
-
-
-
>50
27
28
29
30
-25.05
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Ashraf
Logged By
: Eng'r. Michael
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 20 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: CS-RIG-03
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 434044.814
Borehole No.
: BH11A
Northing : 2783748.373
Sheet No.
: 4/4
Date Started
: 26/05/2024
4.95
Groundwater Table Depth (m)
: 3.50
Date Finished : 29/05/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.45
Total Drilled Depth (m) : 35
SPT RECORDS
Seating
(mm)
Test Drive
(mm)
TCR SCR RQD
(%) (%) (%)
FI
CORE17
97
77
50
>10
CORE18
60
9
7
>10
75
75
75
75
75
75
SPT
'N'
Description
Thickness
(m)
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: 101
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Ditto from 20.0 to 30.0m depth below
existing ground level.
31
32
5.0
33
CORE19
82
47
42
>10
CORE20
58
43
39
5
34
35
-30.05
END OF BORING @35.0m
36
37
38
39
40
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Ashraf
Logged By
: Eng'r. Michael
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 21 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-03
Drilling Fluid
Coordinates
Boring Diameter (mm) : 125
Report No.
: ISTL-SHGT24-021/1
Easting : 434086.33
:
Bentonite+Water
Borehole No.
: BH12
Northing : 2783748.34
Sheet No.
: 1/3
Date Started
: 27/03/2024
5.06
: 3.20
Date Finished : 29/03/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.86
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
TCR SCR RQD
(%) (%) (%)
FI
Description
Brown, slightly silty, fine to medium
sandy
GRAVEL with shell fragments.
Gravel is fine and medium weathered
rock fragments.
B1
-
-
-
-
-
-
SS1
4
5
6
6
7
7
26
SS2
1
1
2
1
2
3
8
SS3
2
1
3
1
3
3
10
SS4
1
2
2
3
2
2
9
SS5
2
2
1
1
2
3
7
SS6
1
1
2
2
2
2
8
SS7
1
1
1
1
1
2
5
SS8
1
1
2
1
1
2
6
SS9
10
10
15
22 13/30
-
>50
Thickness
(m)
Groundwater Table Depth (m)
1
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
1.5
3.56
2
3
4
Medium
dense,
grayish
brown,
carbonate, silty to very silty, slightly
gravelly, fine to medium SAND with shell
fragments. Gravel is fine and medium
cemented sand pieces.
3.06
Loose, dark brown, carbonate, slightly
silty, slighty gravelly, fine to medium
SAND. Gravel is sub angular to sub
rounded, weathered rock fragments.
Firm, yellowish gray, slightly silty,
slightly gravelly CLAY. Gravel is sub
angular to sub rounded, weathered rock
fragments.
2.0
-0.94
Firm, reddish black, sandy SILT with
orgnic fibrous texture and pungent
odour.
7
8
2.0
1.06
5
6
0.5
2.0
-2.94
9
-4.20
SS10
12
13
30 20/40
-
-
Very dense,dark gray, silty to very silty,
fine to meduim sandy GRAVEL. Gravel is
fine
and
medium,
sub
angular
conglomerate.
>50
97
CORE1
41
Ditto from 10.0 to 13.0m depth below
existing ground level.
18
10
-4.94
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
1.3
0.7
3.11
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Arshad
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 21 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-03
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Report No.
: ISTL-SHGT24-021/1
Easting : 434086.33
Bentonite+Water
Borehole No.
: BH12
Northing : 2783748.34
Sheet No.
: 2/3
Date Started
: 27/03/2024
5.06
: 3.20
Date Finished : 29/03/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.86
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
TCR SCR RQD
(%) (%) (%)
82
CORE2
17
FI
Description
Thickness
(m)
Groundwater Table Depth (m)
11
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Very weak to weak, very thinly to thinly
bedded,
brownish
gray,
CONGLOMERATE. Distinctily weathered,
very closely to closely spaced, sub
horizontal fracture.
7
@ (13.0m-14.50m)-NCR
@(14.50m-14.83m)-SPT
3.0
12
80
CORE3
13
5
0
-7.94
14
-
-
-
CORE5
81
0
0
CORE6
67
0
0
CORE4
SS11
12
13
22
26
2/30
-
Very dense, dark blackish gray, silty,
sandy COBBLES & BOULDERS. Cobbles &
Boulders are those Conglomerate &
Gabbro pieces.
>50
15
16
7.0
17
18
CORE7
SS12
10
14
19
20 11/40
-
-
-
-
64
0
0
>50
19
CORE8
20
-14.94
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Arshad
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 22 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-03
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Report No.
: ISTL-SHGT24-021/1
Easting : 434086.33
Bentonite+Water
Borehole No.
: BH12
Northing : 2783748.34
Sheet No.
: 3/3
Date Started
: 27/03/2024
5.06
Groundwater Table Depth (m)
: 3.20
Date Finished : 29/03/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.86
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
TCR SCR RQD
(%) (%) (%)
FI
Description
Thickness
(m)
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Ditto from 13.0 to 20.0m depth below
existing ground level.
-
-
-
CORE10
80
6
0
CORE11
78
24
9
CORE12
80
14
9
CORE9
21
-16.64
22
SS13
20
5/10
35 15/40
-
-
1.7
>50
Medium strong, very thinly flow banded,
greenish dark gray, GABBRO/boulders
and cobbles of GABBRO. Distinctily to
partially weathered, very narrowly to
narrowly spaced, sub horizontal fracture.
23
24
25
8.3
26
CORE13
75
13
8
CORE14
-
-
-
67
14
9
27
28
SS14
25
-
50/30
-
-
-
>50
29
81.71
CORE15
END OF BORING @30.0m
30
-24.94
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Arshad
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 23 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Report No.
: ISTL-SHGT24-021/1
Easting : 434130.32
Bentonite+Water
Borehole No.
: BH17
Northing : 2783748.35
Sheet No.
: 1/3
Date Started
: 25/03/2024
5.15
: 3.40
Date Finished : 27/03/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.75
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
B1
-
-
-
-
-
-
-
SS1
2
3
2
3
2
2
9
SS2
1
1
1
1
1
1
4
SS3
1
1
2
2
2
2
8
SS4
2
3
4
5
5
6
20
SS5
2
1
1
1
2
1
5
TCR SCR RQD
(%) (%) (%)
FI
Description
Brown, slightly silty, fine to medium
Sandy GRAVEL with shell fragments.
Gravel is fine and medium weathered
rock fragments.
Thickness
(m)
Groundwater Table Depth (m)
1
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
1.5
3.65
2
3
Loose locally medium dense, grayish
brown, slightly silty, slightly gravelly, fine
to medium SAND with shell fragments.
Gravel is fine and medium cemented
sand pieces.
1.5
2.15
Firm to stiff, greenish, yellowish gray,
slightly gravelly, Sandy SILT. Gravel is
sub angular to sub rounded, weathered
rock fragments.
4
3.0
5
6
7
SS6
2
2
3
2
2
2
9
SS7
4
5
10
10
12
12
44
-0.85
Very stiff, reddish black, sandy SILT with
orgnic fibrous texture and pungent
odour.
1.0
-1.85
SS8
10
13
16
14 20/20
-
>50
Very dense, black, slightly silty, fine to
meduim sandy GRAVEL. Gravel is fine
and medium, sub angular conglomerate.
1.3
8
-3.18
SS9
12
13
16
18 16/30
-
>50
CORE1
97
13
0
CORE2
-
-
-
Very weak, very thinly to thinly bedded,
grayish brown, fine to medium matrix
supported boulders and cobbles of
CONGLOMERATE. Distinctily weathered,
very closely to closely spaced, sub
horizontal fracture.
9
10
-4.85
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
1.7
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Noman
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 24 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Report No.
: ISTL-SHGT24-021/1
Easting : 434130.32
Bentonite+Water
Borehole No.
: BH17
Northing : 2783748.35
Sheet No.
: 2/3
Date Started
: 25/03/2024
: 3.40
Date Finished : 27/03/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.75
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
TCR SCR RQD
(%) (%) (%)
-
-
-
CORE3
94
28
12
CORE4
-
-
-
CORE5
94
4
0
CORE6
93
11
11
CORE7
-
-
-
CORE8
100
29
14
CORE9
-
-
-
83
0
0
CORE2
SS10
5.15
10 10/20 35 15/20
-
-
FI
Description
Thickness
(m)
Groundwater Table Depth (m)
11
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Ditto from 8.33 to 10.0m depth below
existing ground level.
>50
2.79
12
13
SS11
25
-
40 10/20
-
-
>50
14
15
9.5
16
17
SS12
25
-
35 18/20
-
-
>50
18
19
-14.35
20
-14.85
ACRONYMS:
SS13
CORE10
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
Ditto from 20.0 to 26.0m depth below
existing ground level.
0.5
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Noman
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 25 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Report No.
: ISTL-SHGT24-021/1
Easting : 434130.32
Bentonite+Water
Borehole No.
: BH17
Northing : 2783748.35
Sheet No.
: 3/3
Date Started
: 25/03/2024
5.15
Groundwater Table Depth (m)
: 3.40
Date Finished : 27/03/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.75
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
TCR SCR RQD
(%) (%) (%)
CORE10
83
0
0
CORE11
-
-
-
99
11
0
FI
SS14
25
-
40 10/10
-
-
UCS
Value
(MPa)
Medium strong, very thinly flow banded,
greenish dark gray, GABBRO/ boulders
and cobbles of GABBRO.Distinctily to
partially weathered, very narrowly to
narrowly spaced, sub horizontal fracture.
21
22
Description
Thickness
(m)
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
>50
CORE12
23
6.0
24
CORE13
91
33
10
CORE14
-
-
-
25
26
-20.85
SS15
10
15
30 20/30
-
-
>50
96
CORE15
0
Very weak, very thinly to thinly bedded,
grayish brown, fine to medium matrix
supported boulders and cobbles of
CONGLOMERATE. Distinctily weathered,
very closely to closely spaced, sub
horizontal fracture.
0
27
73
CORE16
28
38
2.4
27
-23.25
Medium strong, very thinly flow banded,
greenish dark gray, GABBRO/ boulders
and cobbles of GABBRO.Distinctily to
partially weathered, very narrowly to
narrowly spaced, sub horizontal fracture.
29
91
CORE17
25
10
59.60
END OF BORING @30.0m
30
-24.85
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
1.6
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Noman
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 26 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: CS-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 434172.121
Borehole No.
: BH20A
Northing : 2783748.379
Sheet No.
: 1/3
Date Started
: 23/05/2024
5.35
: 3.30
Date Finished : 25/05/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 2.05
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
B1
-
-
-
-
-
-
-
SS1
3
4
6
8
9
9
32
SS2
3
5
6
7
7
9
29
SS3
5
9
8
9
9
10
36
SS4
6
8
8
10
9
9
36
SS5
2
1
2
3
4
2
11
SS6
2
3
4
4
5
7
20
SS7
2
2
2
3
3
4
12
TCR SCR RQD
(%) (%) (%)
FI
Description
Brownish grey, moist, non-plastic, fine to
coarse, slightly Gravelly, Silty SAND with
rare shell fragments.
Thickness
(m)
Groundwater Table Depth (m)
1
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: 101
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
1.5
3.85
2
3
4
Medium dense to dense, grey, moist to
wet, non-plastic, fine to coarse, Silty,
Gravelly to very Gravelly SAND with rare
shell fragments.
2.5
1.35
Stiff to very stiff, light grey to grey, wet,
plastic, slightly Sandy SILT.
5
6
7
2.0
-0.65
Stiff, dark grey and greyish black, wet,
plastic, Sandy SILT.
-1.65
SS8
6
8
13
17
20/5
-
>50
SS9
2
6
14
17
19/2
-
>50
Very dense, blackish grey, dark grey,
wet, non-plastic, fine to coarse, Silty,
very Sandy GRAVEL. Gravel are those
rock fragments.
8
-3.65
SS10
2.0
-
CORE1
9
1.0
8
15
23
27/5
-
-
-
-
-
>50
Very dense, light grey to dark grey, wet,
non-plastic, fine to coarse, slightly Silty,
very Sandy GRAVEL.
10
-4.65
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
1.0
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Ashraf
Logged By
: Eng'r. Michael
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 30 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: CS-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 434172.121
Borehole No.
: BH20A
Northing : 2783748.379
Sheet No.
: 2/3
Date Started
: 23/05/2024
Groundwater Table Depth (m)
: 3.30
Date Finished : 25/05/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 2.05
Total Drilled Depth (m) : 30
Sampler
Code
SPT RECORDS
75
75
75
75
75
75
SS11
11
13
21
29/3
-
-
Seating
(mm)
Test Drive
(mm)
SPT
'N'
-6.84
SS12
3
11
24
26/5
-
-
>50
SS13
12
13/4
50
-
-
-
>50
SS14
9
16/5
28
22/4
-
-
SS15
25
-
50/6
-
-
-
SS15
11
14/5
24
26/3
-
-
SS16
12
13/4
20
30/5
-
-
SS17
11
14/5
27
23/6
-
-
SS18
17
8/3
20
30/2
-
-
SS19
25
-
36
14/2
-
-
CORE10
2.2
30
0
0
>10
-
-
-
-
-
-
-
-
-
-
-
-
Very dense, light brown, light grey, Silty,
very Sandy GRAVEL. Recovered as
Gravel
&
Cobbles
of
Sandstone,
Conglomerate pieces.
7.8
30
0
0
>10
25
0
0
>10
-
-
-
20
0
0
>50
CORE9
19
-
>50
CORE8
18
-
>50
CORE7
17
>50
>10
20
-14.65
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
UCS
Value
(MPa)
>50
CORE6
16
Description
>50
CORE5
15
-
>50
CORE4
14
FI
Very dense, light grey to brownish grey,
Silty, very Sandy GRAVEL.
-
CORE3
13
TCR SCR RQD
(%) (%) (%)
>50
CORE2
12
5.35
Thickness
(m)
: NA
11
:
Legend
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: 101
Depth
(m)
Core Diameter (mm)
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Ashraf
Logged By
: Eng'r. Michael
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 31 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: CS-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 434172.121
Borehole No.
: BH20A
Northing : 2783748.379
Sheet No.
: 3/3
Date Started
: 23/05/2024
Groundwater Table Depth (m)
: 3.30
Date Finished : 25/05/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 2.05
Total Drilled Depth (m) : 30
Sampler
Code
SPT RECORDS
75
75
75
75
75
75
SS20
19
6/2
40
10/1
-
-
Seating
(mm)
Test Drive
(mm)
SPT
'N'
0
>10
45
0
0
>10
44
0
0
>10
20
0
0
>10
30
0
0
>10
55
0
0
>10
CORE17
98
22
0
>10
CORE18
61
6
0
>10
CORE19
91
70
65
>10
20
5/1
50
-
-
-
SS22
25
-
31
19/2
-
-
5
20/1 50/5
-
-
-
>50
3
22/5 50/2
-
-
-
>50
CORE15
25
-19.77
SS25
21
4/3 50/2
-
-
-
>50
CORE16
26
SS25
18
7/2 50/6
-
-
-
5.1
>50
CORE14
SS24
UCS
Value
(MPa)
>50
CORE13
SS23
Description
Ditto from 12.19 to 20.0m depth below
existing ground level.
0
CORE12
24
FI
15
SS21
23
TCR SCR RQD
(%) (%) (%)
>50
CORE11
22
5.35
Thickness
(m)
: NA
21
:
Legend
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: 101
Depth
(m)
Core Diameter (mm)
>50
Extremely weak to very weak, very
thinly to medium bedded, light grey, fine
to coarse CONGLOMERATE distinctly to
destructured weathered, very closely to
medium spaced plannar, rough fractures.
27
4.9
28
29
END OF BORING @30.0m
30
-24.65
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Ashraf
Logged By
: Eng'r. Michael
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 32 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-05
Drilling Fluid
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 434212.329
:
Borehole No.
: BH21
Northing : 2783748.359
Sheet No.
: 1/3
Date Started
: 30/03/2024
5.25
: 3.00
Date Finished : 01/04/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 2.25
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
B1
-
-
-
-
-
-
-
SS1
3
4
5
7
7
10
29
SS2
4
6
6
8
10
11
35
SS3
7
4
12
10
12
13
47
SS4
6
8
10
10
11
12
43
SS5
4
1
1
1
2
1
5
SS6
1
1
2
2
1
3
8
SS7
2
1
2
2
2
3
9
SS8
1
2
3
2
3
4
12
SS9
15 10/20 35 15/30
-
-
>50
TCR SCR RQD
(%) (%) (%)
FI
Description
Brown, slightly silty, gravelly, fine to
medium SANDY GRAVEL with shell
fragments. Gravel is fine and medium
weathered rock fragments.
Thickness
(m)
Groundwater Table Depth (m)
1
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
1.5
3.75
2
3
4
Medium dense to dense, grayish brown,
carbonate, silty to very silty, slightly
gravelly to gravelly, fine to medium
SAND with shell fragments. Gravel is fine
and medium cemented sand pieces.
2.5
1.25
Firm,
greenish gray, slightlysandy,
slightly gravelly CLAY. Gravel is fine and
medium sub angular weathered rock
fragments.
5
6
2.0
-0.75
Firm to stiff, reddish black, sandy SILT
with orgnic fibrous texture and pungent
odour.
7
8
9
2.0
-2.75
-3.93
SS10
19
6/10
42
8/20
-
-
Very dense, dark gray, silty to very silty,
fine to meduim sandy GRAVEL with shell
fragments. Gravel is fine and medium,
sub angular wathered rock gragments.
>50
80
CORE1
27
Ditto from 10.0 to 14.5m depth below
existing ground level.
0
10
-4.75
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
1.2
0.8
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Alim
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 33 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 434212.329
Borehole No.
: BH21
Northing : 2783748.359
Sheet No.
: 2/3
Date Started
: 30/03/2024
: 3.00
Date Finished : 01/04/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 2.25
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
CORE2
SS11
5.25
23
2
45
5/10
-
-
TCR SCR RQD
(%) (%) (%)
-
-
-
86
0
0
FI
Description
Thickness
(m)
Groundwater Table Depth (m)
11
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
UCS
Value
(MPa)
Very dense, dark blackish gray, silty,
sandy COBBLES & BOULDERS. Cobbles &
Boulders are those Conglomerate &
Gabbro pieces.
>50
CORE3
12
4.5
CORE4
13
SS12
14
25
-
40 10/20
-
-
-
-
-
77
0
0
>50
CORE5
-9.25
Very dense, light brown, light grey,
sandy GRAVEL & COBBLES. Recovered
as Gravel & Cobbles of Sandstone,
Conglomerate pieces.
15
CORE6
77
5
0
CORE7
-
-
-
16
17
5.5
SS13
18
25
-
50/60
-
-
-
>50
CORE8
77
0
0
CORE9
-
-
-
19
20
-14.75
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Alim
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 34 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Bentonite+Water
Report No.
: ISTL-SHGT24-021/1
Easting : 434212.329
Borehole No.
: BH21
Northing : 2783748.359
Sheet No.
: 3/3
Date Started
: 30/03/2024
5.25
Groundwater Table Depth (m)
: 3.00
Date Finished : 01/04/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 2.25
Total Drilled Depth (m) : 30
Sampler
Code
SPT RECORDS
75
75
75
75
75
75
SS14
10
15
25
25
-
-
Seating
(mm)
Test Drive
(mm)
SPT
'N'
TCR SCR RQD
(%) (%) (%)
FI
>50
Description
Ditto from 14.5 to 20.0m depth below
existing ground level.
100
CORE10
Thickness
(m)
: NA
21
:
Legend
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
19
0
UCS
Value
(MPa)
1.0
-15.75
85
CORE11
22
5
Very dense, dark blackish gray, silty,
sandy COBBLES & BOULDERS. Cobbles &
Boulders are those Conglomerate &
Gabbro pieces.
0
29.5m to 30.0m
CONGLOMERATE.
23
CORE12
24
SS15
25
-
30 20/40
-
-
-
-
-
89
0
0
-
Light
brown,
>50
CORE13
25
8.5
26
CORE14
61
0
0
CORE15
-
-
-
CORE16
68
0
0
CORE17
98
15
0
27
28
SS16
25
-
40 10/10
-
-
>50
29
-24.25
END OF BORING @30.0m
30
-24.75
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
0.5
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Alim
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 35 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-05
Drilling Fluid
Coordinates
Boring Diameter (mm) : 125
Report No.
: ISTL-SHGT24-021/1
Easting : 434246.23
:
Bentonite+Water
Borehole No.
: BH22
Northing : 2783748.36
Sheet No.
: 1/3
Date Started
: 28/03/2024
4.89
: 3.00
Date Finished : 29/03/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.89
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
B1
-
-
-
-
-
-
-
SS1
3
4
5
7
6
8
26
SS2
4
4
6
8
7
8
29
SS3
4
4
4
6
5
5
20
SS4
1
1
1
2
2
2
7
TCR SCR RQD
(%) (%) (%)
FI
Thickness
(m)
Groundwater Table Depth (m)
1
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
Description
Brown, slightly silty, fine to medium
sandy GRAVEL with shell fragments.
Gravel is fine and medium weathered
rock fragments.
UCS
Value
(MPa)
1.5
3.39
2
3
4
Loose, brown,
medium SAND.
slightly
silty,
fine
to
1.0
0.89
2
2
2
2
3
4
Stiff, greenish yellowish gray, slightly
sandy CLAY.
11
2
2
3
3
4
5
Very stiff, reddish black, sandy SILT with
orgnic fibrous texture and pungent
odour.
15
9
1.0
-1.11
SS7
1
-
1
-
1
-
2
SS8
1
1
1
1
1
1
4
SS9
25
-
30 20/30
-
-
>50
Soft, reddish black, sandy SILT with
orgnic fibrous texture and pungent
odour.
7
8
1.0
-0.11
SS6
6
1.5
1.89
SS5
5
Medium
dense,
creamish
brown,
carbonate, slightly silty to silty, slightly
gravelly, fine to medium SAND with shell
fragments. Gravel is fine and medium
cemented sand pieces.
2.0
-3.11
-4.27
SS10
25
-
40 10/15
-
-
1.2
Ditto from 10.0 to 11.66m depth below
existing ground level.
0.8
>50
83
CORE1
Very dense, black, silty, fine to meduim
sandy GRAVEL. Gravel is fine and
medium sub angular conglomerate.
18
0
10
-5.11
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Noman
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 36 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Report No.
: ISTL-SHGT24-021/1
Easting : 434246.23
Bentonite+Water
Borehole No.
: BH22
Northing : 2783748.36
Sheet No.
: 2/3
Date Started
: 28/03/2024
: 3.00
Date Finished : 29/03/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.89
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
75
75
Test Drive
(mm)
75
75
75
75
SPT
'N'
CORE2
-6.77
12
SS11
4.89
25
-
45
5/10
-
-
TCR SCR RQD
(%) (%) (%)
-
-
-
88
16
16
FI
1.7
Medium strong, very thinly to thinly
bedded, dark gray, boulders and cobbles
of DOLOMITIC LIMESTONE. Distinctily to
partially weathered, very closely to
closely spaced, sub horizontal fracture.
-7.61
-
-
-
CORE5
99
0
0
CORE6
81
17
0
SS12
25
-
30 20/30
-
-
62.17
0.8
Very dense, dark blackish gray, silty,
sandy COBBLES & BOULDERS. Cobbles &
Boulders are those Conglomerate &
Gabbro pieces.
13
CORE4
UCS
Value
(MPa)
Very dense, brown to dark grayish
brown, recovered as GRAVEL & COBBLES
of Conglomerate pieces.
>50
CORE3
14
Description
Thickness
(m)
Groundwater Table Depth (m)
11
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
>50
15
16
7.5
17
-
-
-
CORE8
100
0
0
CORE9
-
-
-
CORE7
18
SS13
25
-
50/70
-
-
-
>50
19
20
-15.11
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Noman
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 37 / 38
BOREHOLE LOG
China Railway International Group - CRIG
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Client
: Etihad Rail Company PJSC, Abu Dhabi
Consultant
: JOUZY Consulting Engineers
Contractor
: M/s. China Railway International Group Co. LTD- Abu Dhabi
Project Name
: Etihad Rail - Conventional Speed Passenger Project - Fujairah Station - Bridge Area
Project Location : Fujairah, United Arab Emirates
Boring Method
: Rotary
Boring Equipment
: GT-RIG-05
Drilling Fluid
:
Coordinates
Boring Diameter (mm) : 125
Report No.
: ISTL-SHGT24-021/1
Easting : 434246.23
Bentonite+Water
Borehole No.
: BH22
Northing : 2783748.36
Sheet No.
: 3/3
Date Started
: 28/03/2024
: 3.00
Date Finished : 29/03/2024
Casing Diameter (mm) : NA
Groundwater Table Level (m)
: 1.89
Total Drilled Depth (m) : 30
SPT RECORDS
Seating
(mm)
Test Drive
(mm)
75
75
75
75
75
75
25
-
50/50
-
-
-
SPT
'N'
CORE9
21
4.89
TCR SCR RQD
(%) (%) (%)
-
-
-
90
0
0
FI
UCS
Value
(MPa)
Ditto from 12.5 to 20.0m depth below
existing ground level.
>50
CORE10
Description
Thickness
(m)
Groundwater Table Depth (m)
SS14
:
Legend
: NA
Sampler
Code
Casing Depth (m)
Sampler
Type
Ground Level (m)
Reduced
Level
(m)
: NA
Depth
(m)
Core Diameter (mm)
3.1
22
-
-
-
CORE12
87
13
0
CORE13
-
-
-
CORE14
94
11
11
CORE15
82
17
15
CORE16
84
10
10
CORE17
89
0
0
CORE11
23
-18.21
SS15
25
-
50/30
-
-
-
>50
Medium strong, very thinly flow banded,
greenish dark gray, GABBRO/ boulders
and cobbles of GABBRO.Distinctily to
partially weathered, very narrowly to
narrowly spaced, sub horizontal fracture.
24
25
SS16
25
-
50/40
-
-
-
>50
26
6.9
27
28
60.07
29
END OF BORING @30.0m
30
-25.11
ACRONYMS:
1. TCR : Total Core Recovery
2. SCR : Solid Core Recovery
3. RQD : Rock Quality Designation
4. SPT : Standard Penetration Test
5. UCS : Unconfined Compressive Strength
REMARKS:
6. B : Bulk Sampling
7. D : Disturbed (Tricone) Sampling
8. SS : Split Spoon Sampling
9. CORE : Rock Sampling
10. FI : Fractured Index
Test Methods: BS1377 Part 9, Cl.3.3 : 1990 AMD8264-95,
BS 5930: 2015 Cl.36.4 & 36.4.2
11. NE : Not Encountered
12. NA : Not Available
13. G.W.T : Groundwater Table
14. NADD : New Abu Dhabi Datum
15. IP : Initial Penetration
Drilled By
: Noman
Logged By
: ANAGHA
*Coordinates are based on WGS-84.
Borehole level are with respect from
New Abu Dhabi Datum (0.00m).
**The groundwater depth was
measured at the time of investigation.
Appendix B, Section B2 :Page : 38 / 38
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Appendix B Geological Profile
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 209 OF 285
GEOLOGICAL CROSS SECTION OF ABUTMENT A & B
CRIG
Etihad Rail Company PJSC, Abu Dhabi
Customer
JOUZY Consulting Engineers
Consultant
Project Name
Project Location
Fujairah, United Arab Emirates
Report No.
ISTL-SHGT24-021/1
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
Top of Railway
Level (m) (New Abu Dhabi Datum-NADD)
+4.17
CH:0+676.29
CH:0+315.89
+18.0
China Railway International Group
Etihad Rail - Conventional Speed Passenger Project - Fujairah Station
+4.89
EGL-Existing ground surface
SPT (N1)60 = 18 (Medium dense, SAND)
+2.17
+0.87 GWT-Groundwater
-0.83
SPT (N1)60 = 20 (Medium dense, SAND)
+0.89
SPT (N1)60 = 3 (Soft, SILT/CLAY)
SPT (N1)60 = 3 (Soft, SILT/CLAY)
SPT (N1)60 = 56 (Dense, Gravelly SAND)
-2.17
SPT (N1)60 = 56 (Dense, Gravelly SAND)
-3.11
-4.27
UCS = 3.3MPa
TCR = 77 to 87% ; RQD = 3 to 22%
(CONGLOMERATE)
SPT (N1)60 = 100
TCR = 30%; RQD = 0%
(Boulders of Conglomerate Pieces)
-9.83
UCS = 38MPa
TCR = 77% to 87% ; RQD = 3 to 22%
(GABBRO)
-18.21
PILE
DAIMETER = 1.0m
DEPTH = 25m bgl
LEVEL-20.00m NADD
UCS = 38MPa
TCR = 77% to 87% ; RQD = 3 to 22%
(GABBRO)
-25.11
-25.83
Lithology Graphics
SAND
SILT & CLAY
GABBRO
BOULDERS & COBBLES
CONGLOMERATE
Appendix B, Section B1, Page : 1/1
GEOLOGICAL CROSS SECTION OF PIER #1 TO #4, PIER #7 & #8
CRIG
Customer
Etihad Rail Company PJSC, Abu Dhabi
Consultant
Project Name
JOUZY Consulting Engineers
Etihad Rail - Conventional Speed Passenger Project - Fujairah Station
Project Location
Fujairah, United Arab Emirates
Report No.
ISTL-SHGT24-021/1
Level (m) (New Abu Dhabi Datum-NADD)
+4.50
+1.40
+0.00
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
CH:0+475.89
EGL
Existing ground surface
GWT
CH:0+599.89
Top of Railway
CH:0+355.89
+18.0
China Railway International Group
SPT (N1)60 = 8 (Loose, SAND)
SPT (N1)60 = 3 (Soft, SILT/CLAY)
-1.50
SPT (N1)60 = 30 (Dense, Gravelly SAND)
-4.50
SPT (N1)60 = 56
(Very dense, Sandy GRAVEL)
-16.2
SPT (N1)60 = 100
TCR = 30%; RQD = 0%
(Boulders of Conglomerate Pieces)
-24.8
UCS = 3.3MPa
TCR = 75% ; RQD = 4 to 22%
(CONGLOMERATE)
-30.0
BH-11A
BH-06A
PILE
DAIMETER = 1.0m
DEPTH = 32m bgl
LEVEL-27.50m NADD
BH-20A
Lithology Graphics
SAND
SILT & CLAY
GRAVEL
BOULDERS & COBBLES
CONGLOMERATE
Appendix B, Section B1, Page : 1/1
GEOLOGICAL CROSS SECTION OF PIER #5 & #6
CRIG
Etihad Rail Company PJSC, Abu Dhabi
Customer
JOUZY Consulting Engineers
Consultant
Project Name
Etihad Rail - Conventional Speed Passenger Project - Fujairah Station
Project Location
Fujairah, United Arab Emirates
Report No.
ISTL-SHGT24-021/1
Level (m) (New Abu Dhabi Datum-NADD)
+5.06
+1.86
+1.06
Office C, 8th Floor Prestige Tower 17, 79th Street
Mohammed Bin Zayed, Abu Dhabi, U.A.E.
EGL-Existing ground surface
GWT-Groundwater
CH:0+559.89
Top of Railway
CH:0+515.89
+18.0
China Railway International Group
SPT (N1)60 = 8 (Loose, SAND)
SPT (N1)60 = 3 (Soft, SILT/CLAY)
-2.94
SPT (N1)60 = 56 (Dense, Gravelly SAND)
-4.20
UCS = 1.5MPa
TCR = 75 to 95% ; RQD = 4 to 5%
(CONGLOMERATE)
-16.64
UCS = 38MPa
UCS = 38MPa
TCR = 75% to 95% ; RQD = 4 to 5%
TCR = 75% to 95% ; RQD = 4 to 5%
PILE
(GABBRO)
(GABBRO)
DAIMETER = 1.0m
DEPTH = 25m bgl
LEVEL-20.00m NADD
-24.94
Lithology Graphics
SAND
SILT & CLAY
GABBRO
BOULDERS & COBBLES
CONGLOMERATE
Appendix B, Section B1, Page : 1/1
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Appendix C Lateral P-Y Curves
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 210 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
A1:
S.NO
Y[m]
1
S.NO
P[kN/m]
0,
Y[m]
2
S.NO
P[kN/m]
0,
0
Y[m]
0
3
S.NO
P[kN/m]
0,
4
Y[m]
0
P[kN/m]
0,
0
0.002,
32.170746
0.002,
36.584681
0.002,
47.409744
0.002,
362.68896
0.004,
64.04855
0.004,
72.870065
0.004,
94.324764
0.004,
713.67947
95.351045
0.006,
108.56657
0.006,
140.27077
0.006,
1042.7352
125.81621
0.008,
143.40338
0.008,
184.81259
0.008,
1342.1723
0.006,
0.008,
0.01,
155.21064
0.01,
177.13626
0.01,
227.56953
0.01,
1607.3595
0.012,
183.33582
0.012,
209.55363
0.012,
268.22646
0.012,
1836.6272
0.014,
210.03208
0.014,
240.48075
0.014,
306.54004
0.014,
2030.7506
0.016,
235.18023
0.016,
269.78183
0.016,
342.34026
0.016,
2192.2363
0.018,
258.70111
0.018,
297.36016
0.018,
375.52773
0.018,
2324.6071
0.02,
280.55317
0.02,
323.15664
0.02,
406.06768
0.02,
2431.8083
300.7289
0.022,
347.14686
0.022,
433.98172
0.022,
2517.7789
319.25014
0.024,
369.33728
0.024,
459.33818
0.024,
2586.1829
336.16309
0.026,
389.76073
0.026,
482.24223
0.026,
2640.2699
351.53315
0.028,
408.47175
0.028,
502.8262
0.028,
2682.8249
365.44002
0.03,
425.54193
0.03,
521.24078
0.03,
2716.1761
0.022,
0.024,
0.026,
0.028,
0.03,
S.N
O
5
S.N
O
6
S.N
O
7
S.N
O
8
S.N
O
9
S.N
O
10
S.N
O
11
S.N
O
12
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
2919.1
509
3471.4
75
3841.8
186
4128.3
027
4365.1
487
4568.7
18
4568.7
18
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
4328.3
961
5147.3
594
5696.4
896
6121.2
765
6472.4
618
6774.3
06
6774.3
06
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
5737.6
413
6823.2
439
7551.1
607
8114.2
502
8579.7
75
8979.8
94
8979.8
94
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
7146.8
866
8499.1
284
9405.8
317
10107.
224
10687.
088
11185.
482
11185.
482
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
7851.5
092
9337.0
706
10333.
167
11103.
711
11740.
745
12288.
276
12288.
276
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
7851.5
092
9337.0
706
10333.
167
11103.
711
11740.
745
12288.
276
12288.
276
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
7851.5
092
9337.0
706
10333.
167
11103.
711
11740.
745
12288.
276
12288.
276
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
7851.5
092
9337.0
706
10333.
167
11103.
711
11740.
745
12288.
276
12288.
276
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 211 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
S.N
O
Pile
Diamete
r
(d)[m]
Layer
Medium
strong
Medium
strong
Medium
strong
13
14
15
Medium
strong
Medium
strong
16
17
GABBR
O
GABBR
O
GABBR
O
1.5
1.5
1.5
GABBR
O
GABBR
O
1.5
1.5
UCS
[kPa]
Su
[kPa]
y1
K1
K2
3800
0
3800
0
3800
0
1900
0
1900
0
1900
0
0.0006
0
0.0006
0
0.0006
0
3800000
0
3800000
0
3800000
0
190000
0
190000
0
190000
0
3800
0
3800
0
1900
0
1900
0
0.0006
0
0.0006
0
3800000
0
3800000
0
Ultimate
Horizontal
Resistance
Standard
Value (Pu)
[kN/m]
Y[m]
P[kN/m
]
28500
0
0
28500
28500
190000
0
190000
0
28500
28500
0.000
60
0.003
6
22800
28500
Y[m]
P[kN/m
]
0
0
0.000
60
0.003
6
0.013
6
22800
28500
28500
P1:
S.NO
1
S.NO
2
S.NO
3
S.NO
4
S.NO
5
S.NO
6
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
31.58839
2
62.89122
6
93.63317
7
123.5586
2
152.4396
4
180.0821
3
206.3296
9
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
36.11951
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
46.94257
9
93.38887
7
138.8633
8
182.9302
9
0,
0.002
,
0.004
,
0.006
,
0.008
,
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
427.8176
4
844.9530
7
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
225.2091
265.3857
3
303.2187
2
338.5406
1
371.2550
4
401.3305
4
428.7919
9
453.7108
3
476.1949
4
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0
57.80679
1
115.1532
9
171.5937
6
226.7105
8
280.1259
9
331.5114
2
380.5938
1
427.1590
4
471.0524
1
512.1765
8
0
495.8424
4
981.9180
6
1449.214
7
1890.108
8
2298.790
5
2671.441
8
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
231.0652
254.2104
3
275.7238
3
295.5969
8
313.8501
7
330.5275
5
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
71.95002
107.2116
7
141.6423
6
175.0051
6
207.0940
9
237.7382
1
266.8036
6
294.1939
7
319.8487
7
343.7411
3
365.8740
5
386.2762
3
0.02,
0.022
,
0.024
,
0.026
,
0.02,
0.022
,
0.024
,
0.026
,
550.4875
585.9887
9
618.7251
2
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
1241.765
1610.485
5
1945.704
7
2244.471
4
2506.071
2
2731.596
3
2923.431
6
3084.757
3
3219.128
2
3330.154
8
3421.287
3
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
3006.184
3302.849
6
3562.646
3
3787.785
9
3981.127
8
4145.872
1
4285.317
9
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 212 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.028
,
345.6921
3
359.4209
9
0.028
,
S.NO
7
Y[m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.03,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
404.9977
3
422.1054
7
0.028
,
S.NO
P[kN/m]
0
563.8421
2
1118.703
1656.164
6
2168.862
1
2650.842
6
3097.762
6
0.028
,
0.03,
496.3789
2
514.4152
1
8
S.NO
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
631.8215
9
0.03,
0.028
,
3495.684
3
0.028
,
0.03,
648.7752
4
676.2449
6
0.03,
3556.15
0.03,
4402.686
8
4501.006
4
9
S.NO
10
S.NO
11
S.NO
12
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
767.7346
3
1528.265
6
2274.657
2
3000.488
4
3700.061
1
4368.555
3
5002.126
6
5597.941
9
6154.162
6
0,
0.002
,
0.004
,
0.006
,
0.008
,
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
6669.881
7145.023
1
7580.230
2
7976.729
9
8336.206
3
8660.677
5
0.03,
0
835.6736
2
1664.594
9
2480.228
2
3276.455
9
4047.753
5
4789.326
2
5497.202
4
6168.282
9
6800.345
7
7392.013
9
7942.693
2
8452.486
6
8922.096
2
9352.718
2
9745.938
7
0.03,
0
903.6035
6
1800.854
5
2685.577
5
3551.941
7
4394.607
8
5208.847
9
5990.633
2
6736.687
1
7444.505
2
8112.343
2
8739.179
2
9324.654
9
9869.002
3
10372.96
1
10837.69
3
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
5223.51
5551.713
1
5843.858
3
6102.315
4
6329.730
1
6528.876
2
0.03,
0
699.7847
5
1391.852
8
2068.823
9
2723.960
8
3351.417
7
3946.415
3
4505.334
1
5025.727
2
5506.265
5
5946.629
7
6347.366
5
6709.728
1
7035.508
4
7326.887
8
7586.294
5
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
1255.339
1862.679
1
2446.783
8
3001.709
6
3522.818
4
4006.854
3
4451.913
7
4857.331
7
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.03,
3506.923
3877.165
3
4208.667
6
4502.685
6
4761.275
1
4987.029
2
5182.848
3
5351.752
3
5496.737
7
S.NO
13
S.NO
14
S.NO
15
S.NO
16
S.NO
17
S.NO
18
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
971.5259
3
1937.055
3
2890.738
5
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1040.014
6
2077.766
5
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1107.896
4
2213.648
8
3315.129
8
4410.244
6
5496.947
4
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1175.776
3
2349.515
5
3519.194
4
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1243.654
5
2485.368
7
3723.214
2
4955.286
8
6179.717
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1311.531
3
2621.210
2
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
3827.013
4740.727
5
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
3111.013
4137.549
8
5155.230
6
0.01,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
4682.818
5838.432
7
0.01,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
3927.195
5227.664
6
6520.828
7
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 213 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.012
,
0.014
,
0.016
,
0.018
,
0.012
,
0.014
,
0.016
,
0.018
,
6161.983
9
7155.829
4
8134.892
8
9097.418
2
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
10041.78
10966.48
9
11870.20
3
12751.72
9
13610.02
6
14444.20
3
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
5627.247
4
6482.534
9
7303.203
3
8086.544
2
8830.529
7
9533.792
4
10195.58
6
10815.73
2
11394.55
7
11932.82
2
0.03,
11735.6
12713.06
6
13669.04
4
14602.44
5
15512.31
5
S.NO
19
S.NO
20
S.NO
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1379.406
7
2757.041
6
4131.141
9
5499.962
9
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1447.281
1
2892.864
1
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
6861.787
8214.931
6
9557.757
9
10888.67
8
12206.16
3
13508.74
9
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
14795.04
16063.72
1
17313.55
3
18543.38
3
19752.14
6
S.NO
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
25
4335.059
5772.191
5
7202.611
1
8624.698
10036.87
1
11437.59
3
12825.38
1
14198.80
6
15556.50
3
16897.17
5
18219.59
8
6573.255
7
7637.264
7
8687.159
8
9721.228
3
10737.86
9
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
6984.139
1
8118.104
5
9238.573
6
10343.87
9
11432.44
9
12502.81
9
13553.63
14583.64
5
0.012
,
0.014
,
0.016
,
0.018
,
0.012
,
0.014
,
0.016
,
0.018
,
0.03,
7394.685
5
8598.425
3
9789.239
9
10965.50
8
12125.69
3
13268.34
8
14392.12
5
15495.77
8
16578.16
6
17638.25
7
0.03,
17561.97
18696.58
5
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
7804.937
6
9078.291
6
10339.24
9
11586.23
5
12817.74
9
14032.36
9
15228.76
16405.67
7
0.03,
15591.74
16576.91
7
21
S.NO
22
S.NO
23
S.NO
24
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1515.154
4
3028.678
7
4538.949
8
6044.358
5
7543.316
5
9034.262
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1583.026
9
3164.486
4
4742.817
3
6316.470
9
7883.916
6
9443.648
4
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1650.898
6
3300.287
9
4946.664
1
6588.534
6
8224.422
7
9852.873
9
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0
1718.769
6
3436.083
9
5150.492
4
6860.554
7
8564.844
6
10261.95
6
11950.50
5
13629.13
9
15296.53
5
16951.40
8
18592.51
3
20218.64
9
21828.66
1
23421.44
6
0.03,
24995.95
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
19522.62
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
20805.17
0.03,
10515.67
11986.05
1
13443.96
4
14888.01
9
16316.87
9
17729.27
1
19123.98
5
20499.87
6
21855.87
4
S.NO
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
26
10994.19
12534.10
1
14061.98
1
15576.47
5
17076.27
8
18560.14
20026.86
8
21475.32
9
22904.45
4
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
11472.46
13081.78
4
14679.48
7
16264.24
9
17834.79
5
19389.89
8
20928.38
6
22449.13
7
23951.09
2
S.NO
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
27
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 214 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Y[m]
P[kN/m]
0,
Y[m]
0
P[kN/m]
0,
Y[m]
0
P[kN/m]
0,
0
0.002,
1786.64
0.002,
1854.5098
0.002,
1922.3792
0.004,
3571.8749
0.004,
3707.6615
0.004,
3843.444
0.006,
5354.3041
0.006,
5558.1007
0.006,
5761.8839
0.008,
7132.5357
0.008,
7404.4814
0.008,
7676.3952
0.01,
8905.1909
0.01,
9245.4689
0.01,
9585.6851
0.012,
10670.908
0.012,
11079.745
0.012,
11488.475
0.014,
12428.348
0.014,
12906.009
0.014,
13383.504
0.016,
14176.197
0.016,
14722.986
0.016,
15269.531
0.018,
15913.168
0.018,
16529.425
0.018,
17145.34
0.02,
17638.01
0.02,
18324.106
0.02,
19009.742
0.022,
19349.507
0.022,
20105.843
0.022,
20861.578
0.024,
21046.483
0.024,
21873.483
0.024,
22699.72
0.026,
22727.805
0.026,
23625.914
0.026,
24523.078
0.028,
24392.383
0.028,
25362.066
0.028,
26330.597
0.03,
26039.177
0.03,
27080.908
0.03,
28121.264
S.NO
28
S.NO
29
S.NO
30
S.NO
31
S.NO
32
S.NO
33
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2140.751
4
2545.796
8
2817.387
3
3027.479
7
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
3174.217
6
3774.802
1
4177.505
3
4489.021
6
4746.562
4
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
4207.683
8
5003.807
5
5537.623
3
5950.563
5
6291.954
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
5757.883
1
6847.315
5
7577.800
3
8142.876
3
8610.043
4
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
5757.883
1
6847.315
5
7577.800
3
8142.876
3
8610.043
4
0.01,
0.012
,
0.03,
3201.17
3350.457
3350.457
S.NO
0.01,
0.012
,
0.03,
34
4967.919
4967.919
0.01,
0.012
,
0.03,
S.NO
35
6585.381
6585.381
0.01,
0.012
,
0.03,
5241.15
6232.812
8
6897.741
3
7412.105
4
7837.347
2
8202.843
8202.843
S.NO
36
0.01,
0.012
,
0.03,
9011.574
9011.574
0.01,
0.012
,
0.03,
S.NO
9011.574
9011.574
37
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 215 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Y[m]
P[kN/m]
0,
Y[m]
P[kN/m]
0,
0
Y[m]
P[kN/m]
0,
0
Y[m]
P[kN/m]
0,
0
0
0.002,
5757.8831
0.002,
5757.8831
0.002,
5757.8831
0.002,
5757.8831
0.004,
6847.3155
0.004,
6847.3155
0.004,
6847.3155
0.004,
6847.3155
0.006,
7577.8003
0.006,
7577.8003
0.006,
7577.8003
0.006,
7577.8003
8142.8763
0.008,
8142.8763
0.008,
8142.8763
0.008,
8142.8763
8610.0434
0.01,
8610.0434
0.01,
8610.0434
0.01,
8610.0434
9011.574
0.012,
9011.574
0.012,
9011.574
0.012,
9011.574
9011.574
0.03,
9011.574
0.03,
9011.574
0.03,
9011.574
0.008,
0.01,
0.012,
0.03,
P2:
S.NO
1
S.NO
2
S.NO
3
S.NO
4
S.NO
5
S.NO
6
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
98.41265
3
189.6943
9
268.6414
5
332.8940
1
382.6494
7
419.7148
2
446.5374
9
465.5432
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
146.2159
7
279.5070
4
391.1471
9
478.2075
2
542.3938
7
587.7839
7
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
130.0982
6
251.6653
9
358.2702
4
446.6709
7
516.6397
5
570.0056
1
609.5693
6
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
339.9509
1
667.8145
7
973.1637
9
1248.429
4
1489.382
5
1694.929
1
1866.448
6
2006.960
4
2120.342
4
2210.721
5
2282.065
3
2337.950
5
2381.462
9
2415.182
7
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
408.0168
8
805.0577
2
1181.296
6
1528.960
9
1842.827
4
2120.281
7
2361.022
3
2566.554
9
2739.618
6
2883.653
7
3002.370
8
3099.439
4
3178.288
6
3241.997
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
476.0500
6
942.0812
9
1388.900
9
1808.827
4
2196.134
8
2547.216
2
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
478.8101
487.9743
7
494.2590
3
498.5475
501.4639
2
503.4426
7
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
618.9441
639.9023
2
653.8055
2
662.9443
2
668.9152
1
672.8009
5
675.3232
1
676.9576
9
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
638.2878
658.8158
6
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
673.3287
683.5092
3
690.6117
2
695.5478
8
698.9693
5
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
2860.493
3136.136
4
3375.685
3
3581.638
2
3757.075
2
3905.343
4029.815
8
4133.728
4
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 216 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.03,
504.7831
2
0.03,
678.0157
2
0.03,
701.3365
6
0.03,
2441.218
6
0.03,
3293.252
8
0.03,
4220.071
5
S.NO
7
S.NO
8
S.NO
9
S.NO
10
S.NO
11
S.NO
12
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
0,
0.002
,
0.004
,
0.006
,
0.008
,
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
748.7011
1
1494.439
4
2234.298
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.03,
8779.055
9311.297
1
9817.924
6
0.03,
0
816.5965
4
1630.428
9
2438.770
3
3238.967
4
4028.474
6
4804.885
1
5565.958
4
6309.643
3
7034.096
4
7737.694
7
8419.044
7
9076.985
4
9710.587
1
10319.14
6
10902.17
7
0.03,
0
884.4877
9
1766.385
5
2643.133
4
3512.231
5
4371.267
4
5217.942
5
6050.095
4
6865.721
4
7662.989
6
8440.255
4
9196.070
1
9929.185
8
10638.55
7
11323.34
1
11982.88
9
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
544.0565
1078.915
2
1595.990
1
2087.833
9
2548.515
8
2973.817
2
3361.247
2
3709.908
4
4020.26
4293.827
7
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
612.0414
1215.591
7
1802.624
4
2365.989
7
2899.729
9
3399.274
1
3861.505
6
4284.714
6
4668.462
5
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
0
680.0089
6
1352.138
5
2008.870
3
2643.373
5
3249.767
3
3823.301
3
4360.445
2
4858.892
3
5317.489
6
5736.113
4
6115.509
9
6457.120
6
6762.907
9
7035.193
1
7276.513
8
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
4391.069
5080.694
1
5752.009
6
6403.181
8
7032.640
2
7639.083
2
8221.477
9
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
4918.962
5072.078
6
0.03,
5202.649
0.03,
5013.386
5320.974
5
5593.343
3
5833.024
6
6042.785
6
6225.480
5
S.NO
13
S.NO
14
S.NO
15
S.NO
16
S.NO
17
S.NO
18
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
0
1020.260
5
2038.221
5
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
952.3756
1902.314
9
2847.406
5
3785.288
1
0,
0.002
,
0.004
,
0.006
,
0.008
,
0,
0.002
,
0.004
,
0.006
,
0.008
,
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1291.779
3
2581.681
4
3867.840
3
5148.411
3
4713.67
5630.356
6
0.01,
0.012
,
0
1223.902
1
2445.836
7
3663.848
7
4876.008
3
6080.422
9
7275.248
6
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.01,
0.012
,
0
1156.023
5
2309.979
8
3459.816
5
4603.510
6
5739.082
4
6864.608
9
0.01,
0.012
,
6421.582
7685.582
4
3051.604
4058.170
1
5055.742
4
6042.222
4
0.01,
0.012
,
1088.143
2174.108
8
3255.737
5
4330.903
8
5397.533
2
6453.618
2
0.01,
0.012
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
4532.904
4740.270
6
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
2965.455
3685.217
9
0.01,
0.012
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 217 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.014
,
0.016
,
0.018
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
6533.266
4
7420.449
2
8290.101
3
9140.577
2
9970.399
5
10778.26
4
11563.04
5
12323.79
4
0.03,
13059.74
0.03,
10742.29
11624.46
3
12484.24
4
13320.60
9
14132.69
2
S.NO
19
S.NO
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1359.655
1
2717.515
6
4071.796
6
5420.731
7
6762.582
7
8095.648
1
9418.271
6
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
10728.85
12025.84
1
13307.77
14573.23
4
0.03,
15820.91
17049.55
8
18258.02
6
19445.24
9
S.NO
25
0.014
,
0.016
,
0.018
,
0.03,
7497.232
2
8526.543
3
9539.825
9
10535.47
1
11511.99
3
12468.04
1
13402.39
7
14313.98
4
15201.86
7
0.03,
13309.25
14317.76
1
15304.16
3
16267.46
6
20
S.NO
21
S.NO
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1427.529
7
2853.340
6
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1495.403
4
2989.157
4
4479.620
1
5965.163
9
7444.182
7
8915.098
9
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
7015.607
3
7974.005
4
8915.649
2
9838.906
8
4275.722
5692.979
7
7103.444
1
8505.477
8
9897.483
11277.90
9
12645.25
7
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
10376.37
11826.49
4
13264.01
8
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
13998.09
15335.03
5
16654.78
7
17956.11
7
19237.87
5
20498.98
9
14687.54
16095.71
5
17487.26
4
0.03,
18860.97
20215.68
8
21550.34
7
S.NO
26
S.NO
27
0.014
,
0.016
,
0.018
,
0.03,
8458.701
5
9629.067
5
10784.71
2
11924.08
8
13045.74
2
14148.32
4
15230.58
8
16291.39
8
17329.72
9
0.03,
17275.94
18388.90
8
22
S.NO
23
S.NO
24
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1563.276
1
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1699.019
2
3396.567
8
5091.180
2
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.03,
8465.79
10142.92
7
11811.41
6
13469.89
1
15117.01
9
16751.50
5
18372.09
5
19977.58
1
21566.80
3
23138.65
1
24692.07
1
S.NO
30
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
7978.236
8
9078.193
6
10162.79
9
11230.47
2
12279.74
1
0.03,
3124.967
4683.494
1
6237.291
5
7784.812
2
9324.534
5
10854.96
8
12374.65
8
13882.19
3
15376.20
8
16855.38
8
18318.47
7
19764.27
6
21191.64
8
22599.52
5
S.NO
28
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
1631.148
3260.770
3
4887.346
7
6509.368
7
8125.344
5
9733.804
8
11333.30
8
12922.44
4
14499.84
2
16064.17
3
17614.15
2
19148.54
7
20666.17
7
0.03,
22165.92
23646.71
1
S.NO
29
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
8938.694
10179.25
9
11405.69
12616.47
5
13810.18
5
14985.48
16141.11
4
6781.401
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 218 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1766.889
8
3532.360
2
5294.996
5
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1834.759
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1902.629
2
3803.931
7
5702.584
3
7597.271
4
9486.688
2
11369.54
5
13244.56
9
0,
0.002
,
0.004
,
0.006
,
0.008
,
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
0.03,
0
2038.366
8
4075.488
1
6110.121
4
8141.030
4
10166.98
8
12186.77
8
14199.20
1
16203.07
3
18197.23
4
20180.54
2
22151.88
6
24110.17
8
26054.36
3
27983.41
9
29896.35
5
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.03,
0
1970.498
2
3939.711
6
5906.358
6
7869.164
4
9826.864
2
11778.20
6
13721.95
5
15656.89
6
17581.83
4
19495.60
2
21397.05
9
23285.09
7
25158.63
8
27016.64
1
28858.10
3
0.03,
2106.235
4211.261
5
6313.873
7
8412.871
6
10507.06
3
12595.26
8
14676.31
7
16749.06
1
18812.36
6
20865.12
2
22906.23
9
24934.65
6
26949.33
8
28949.27
9
30933.50
5
0.03,
3668.148
5498.797
4
7325.348
6
9146.454
6
10960.78
5
12767.02
8
14563.89
6
16350.13
1
18124.50
1
19885.81
3
21632.90
8
23364.66
6
25080.01
1
26777.91
2
31
S.NO
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2174.102
8
0.03,
7053.393
8806.157
5
10551.91
6
12289.31
6
14017.03
2
15733.76
8
17438.26
3
19129.29
2
20805.67
3
22466.26
5
24109.97
5
25735.75
8
S.NO
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
4347.032
6517.616
5
8684.690
4
10847.09
5
13003.68
2
15153.31
6
17294.87
4
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
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,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
15110.51
16966.14
2
18810.26
7
20641.71
8
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
22459.36
24262.09
6
26048.86
8
27818.65
5
32
S.NO
33
S.NO
34
S.NO
35
S.NO
36
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2241.970
3
4482.799
9
6721.350
5
8956.488
4
11187.08
7
13412.02
8
15630.20
6
17840.52
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2309.837
5
4618.565
4
6925.076
5
9228.267
4
11527.04
2
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2377.704
4
4754.328
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2445.571
1
4890.090
1
7332.506
7
9771.774
4
12206.85
2
14636.70
5
17060.30
8
19476.64
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2513.437
5
5025.849
5
7536.212
1
10043.50
5
12546.71
2
15044.82
5
17536.84
3
20021.77
6
0.01,
0.012
,
0.014
,
0.016
,
0.01,
0.012
,
0.014
,
0.016
,
13820.31
16106.99
6
18386.03
4
0.01,
0.012
,
0.014
,
0.016
,
7128.795
9500.029
11866.96
2
14228.53
5
16583.69
5
18931.40
4
0.01,
0.012
,
0.014
,
0.016
,
0.01,
0.012
,
0.014
,
0.016
,
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 219 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.018
,
19427.25
4
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
21549.37
23660.15
9
25758.58
1
27843.62
1
29914.29
3
31969.63
7
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
S.NO
20041.91
7
22233.31
3
24413.67
9
26581.99
4
28737.26
6
30878.52
4
33004.82
6
0.03,
37
Y[m]
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
S.NO
P[kN/m]
0,
29630.32
31842.03
1
34039.14
1
0.018
,
21270.63
5
23600.37
8
25919.63
8
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
28227.44
30522.82
7
32804.86
6
35072.64
4
0.03,
38
Y[m]
0
20656.37
2
22916.97
5
25166.82
9
27404.93
5
S.NO
P[kN/m]
0,
21884.72
1
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
24283.54
26672.13
1
29049.53
9
31414.82
7
33767.07
7
36105.39
3
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
22498.64
3
24966.47
9
27424.33
1
29871.26
2
32306.35
5
34728.70
8
0.03,
37137.44
0.03,
39
Y[m]
0
0.018
,
S.NO
P[kN/m]
0,
40
Y[m]
0
P[kN/m]
0,
0
0.002,
2581.3037
0.002,
2649.1697
0.002,
2717.0355
0.002,
2784.9012
0.004,
5161.6072
0.004,
5297.3632
0.004,
5433.1178
0.004,
5568.8709
0.006,
7739.9116
0.006,
7943.6057
0.006,
8147.2947
0.006,
8350.979
0.008,
10315.221
0.008,
10586.925
0.008,
10858.617
0.008,
11130.298
0.01,
12886.546
0.01,
13226.354
0.01,
13566.139
0.01,
13905.903
0.012,
15452.899
0.012,
15860.93
0.012,
16268.922
0.012,
16676.875
0.014,
18013.305
0.014,
18489.699
0.014,
18966.03
0.014,
19442.303
0.016,
20566.795
0.016,
21111.715
0.016,
21656.54
0.016,
22201.279
0.018,
23112.412
0.018,
23726.04
0.018,
24339.535
0.018,
24952.907
0.02,
25649.21
0.02,
26331.749
0.02,
27014.109
0.02,
27696.3
0.022,
28176.257
0.022,
28927.93
0.022,
29679.366
0.022,
30430.581
0.024,
30692.636
0.024,
31513.683
0.024,
32334.427
0.024,
33154.886
0.026,
33197.444
0.026,
34088.124
0.026,
34978.422
0.026,
35868.362
0.028,
35689.798
0.028,
36650.384
0.028,
37610.499
0.028,
38570.172
0.03,
38168.832
0.03,
39199.612
0.03,
40229.82
0.03,
41259.494
S.NO
Y[m]
0,
41
S.NO
P[kN/m]
Y[m]
0
0,
42
S.NO
P[kN/m]
Y[m]
0
0,
43
S.NO
P[kN/m]
Y[m]
0
0,
44
P[kN/m]
0
0.002,
2852.7667
0.002,
2920.632
0.002,
2988.4967
0.002,
3056.3554
0.004,
5704.6228
0.004,
5840.3734
0.004,
5976.119
0.004,
6111.8165
0.006,
8554.6588
0.006,
8758.3346
0.006,
8961.9934
0.006,
9165.4901
0.008,
11401.968
0.008,
11673.628
0.008,
11945.249
0.008,
12216.485
0.01,
14245.646
0.01,
14585.37
0.01,
14925.016
0.01,
15263.913
0.012,
17084.795
0.012,
17492.681
0.012,
17900.432
0.012,
18306.891
0.014,
19918.52
0.014,
20394.686
0.014,
20870.638
0.014,
21344.539
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 220 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.016,
22745.936
0.016,
23290.517
0.016,
23834.779
0.016,
24375.986
0.018,
25566.164
0.018,
26179.313
0.018,
26792.01
0.018,
27400.366
0.02,
28378.335
0.02,
29060.223
0.02,
29741.492
0.02,
30416.822
0.022,
31181.59
0.022,
31932.404
0.022,
32682.398
0.022,
33424.505
0.024,
33975.079
0.024,
34795.023
0.024,
35613.906
0.024,
36422.578
0.026,
36757.968
0.026,
37647.26
0.026,
38535.209
0.026,
39410.214
0.028,
39529.433
0.028,
40488.306
0.028,
41445.509
0.028,
42386.597
0.03,
42288.665
0.03,
43317.366
0.03,
44344.022
0.03,
45350.926
P3:
S.NO
1
S.NO
2
S.NO
3
S.NO
4
S.NO
5
S.NO
6
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
90.26774
4
174.0373
7
246.5562
4
305.6525
9
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
0,
0.002
,
0.004
,
0.006
,
0.008
,
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
157.2646
5
306.4556
7
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
189.9491
2
372.3868
6
540.9447
5
691.1894
9
820.8869
7
929.7857
9
1019.112
8
1090.993
7
1147.948
5
1192.526
3
1227.082
9
1253.671
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
222.6222
8
438.2623
7
640.7873
8
825.5525
3
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
989.704
0.03,
0
124.6850
6
241.3522
6
343.9214
9
429.2711
4
497.1011
5
549.0649
9
587.7654
9
615.9860
4
636.2493
8
650.6384
5
660.7757
8
667.8780
2
672.8344
5
676.2839
8
678.6801
8
0.03,
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8
0.01,
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,
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,
0.016
,
0.018
,
0.02,
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,
0.024
,
0.026
,
0.028
,
0.03,
351.4833
385.6793
9
410.4660
4
428.0576
6
440.3568
8
448.8659
7
454.7101
6
458.704
461.424
463.2721
3
464.5258
7
0.01,
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,
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,
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,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
138.21
264.8498
1
371.9243
4
456.4719
6
519.6983
1
565.0833
2
596.7125
6
618.3038
4
632.8354
3
642.5225
8
648.9392
1
653.1715
4
655.9553
5
657.7830
2
658.9815
2
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
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,
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,
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,
0.028
,
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,
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,
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,
0.02,
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,
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,
0.026
,
0.028
,
441.0764
557.1717
9
653.4450
8
730.7206
8
791.1407
6
837.4197
1
872.3115
6
898.3060
5
917.5002
9
931.5802
5
941.8588
3
0.01,
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,
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,
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,
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,
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,
0.024
,
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,
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,
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2
1301.267
4
0.02,
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,
0.024
,
0.026
,
0.028
,
1132.141
1253.227
4
1354.382
1
1437.660
9
1505.402
2
1559.967
3
0.03,
1603.573
1638.200
8
1665.561
5
1687.094
4
S.NO
7
S.NO
8
S.NO
9
S.NO
10
S.NO
11
S.NO
12
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 221 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0
255.2838
7
504.0665
4
740.4926
959.8665
7
1158.947
7
1336.005
1490.671
5
1623.673
2
1736.508
5
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,
0.004
,
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,
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,
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,
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,
0.016
,
0.018
,
0
600.5532
7
1192.503
1
1767.732
2
2319.038
1
2840.458
7
3327.468
6
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,
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,
0.026
,
0.028
,
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1831.142
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6
1974.521
2
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9
2070.711
4
2105.702
9
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3777.04
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1
4558.800
7
4891.468
5
5187.209
5
5448.254
4
5677.227
1
5876.961
2
6050.352
3
S.NO
13
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Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
940.9027
8
1879.344
5
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
2812.89
3739.154
6
4655.828
6
5560.699
5
6451.672
2
7326.787
8184.234
8
9022.369
3
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.01,
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,
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,
0.016
,
0.018
,
1335.416
1995.102
4
2645.334
5
3283.239
2
3906.168
4
4511.737
6
5097.856
4
5662.748
1
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.01,
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,
0.014
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0.016
,
0.018
,
0
737.2263
1
1471.453
4
2199.730
8
2919.203
4
3627.155
5
4321.049
6
4998.56
5657.599
7
6296.339
8
6913.222
2
7506.965
6
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
6204.96
6723.364
1
7217.149
1
7685.805
8
8129.106
1
8547.078
1
0.03,
8076.564
8621.280
1
9140.633
5
9634.384
1
14
S.NO
15
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Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1008.788
2
2015.254
7
3017.099
4
4012.064
1
4997.953
1
0,
0.002
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0.004
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0.006
,
0.008
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0
0.01,
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0.014
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0.016
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0.018
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0.02,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0
669.3247
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5972.652
6934.144
8
7880.529
8
8810.032
9
0.01,
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,
0.014
,
0.016
,
0.018
,
9721.019
0.02,
1076.671
2151.145
1
3221.243
4284.821
2
5339.788
5
6384.122
3
7415.883
5
8433.23
9434.428
9
10417.86
6
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
805.1225
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1607.449
2
2404.222
8
3192.762
5
0,
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,
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,
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,
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,
0.03,
0
873.0144
3
1743.410
9
2608.602
9
3466.065
4
4313.364
6
5148.183
9
5968.348
2
6771.844
3
7556.838
1
8321.686
8
9064.949
1
9785.389
3
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9
11153.89
5
11800.51
6
0.01,
0.012
,
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,
0.016
,
0.018
,
3970.499
4735.006
9
5484.032
7
6215.518
5
6927.620
5
7618.722
5
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3
8932.640
4
9553.407
8
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,
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,
0.016
,
0.018
,
17
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18
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Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1212.430
7
2422.877
8
3629.370
3
4829.963
2
6022.749
8
7205.873
1
8377.537
8
9536.020
1
10679.67
7
11806.95
7
0,
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,
0.004
,
0.006
,
0.008
,
0
1280.308
1
2558.724
4
3833.368
3
5102.381
3
6363.937
8
7616.255
7
8857.605
8
10086.32
1
11300.80
6
12499.54
2
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
10149.07
10719.17
3
16
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Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1144.551
8
2287.018
6
3425.330
7
4557.448
2
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1
6795.177
5
0.01,
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,
0.014
,
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,
0.018
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,
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,
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,
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,
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,
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,
0.016
,
0.018
,
0.02,
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 222 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.022
,
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3
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12325.65
13247.43
2
14146.33
5
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3
19
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20
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Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1348.184
1
2694.560
3
4037.330
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5374.714
9
6704.963
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8026.364
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9337.249
9
10636.00
8
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,
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,
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,
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,
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,
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,
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,
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,
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8
4241.260
6
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5
7045.847
6
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7
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,
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,
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,
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,
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,
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,
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,
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,
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2
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8
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,
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,
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,
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,
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6
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7
15987.38
7
17109.73
1
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3
0.03,
14163.25
15137.03
6
16087.62
1
21
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22
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23
S.NO
24
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1483.932
8
2966.204
9
4445.163
1
5919.168
9
7386.605
9
8845.886
5
10295.45
9
11733.81
4
0,
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,
0.004
,
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,
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,
0
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6
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7
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,
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,
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,
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,
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9
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,
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,
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,
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,
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,
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3
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8
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,
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,
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6
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4
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,
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,
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5
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18178.08
5
19611.71
9
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4
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9
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15679.83
6
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9
18092.21
6
19266.91
7
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25
S.NO
26
S.NO
27
S.NO
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0
1755.419
7
3509.411
6
0,
0.002
,
0.004
,
0
1823.289
8
3645.200
2
0,
0.002
,
0.004
,
0
1891.159
3
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5
0.03,
1687.549
3373.618
4
5056.733
6
6735.430
5
8408.260
4
10073.79
5
11730.63
1
13377.39
5
15012.74
7
16635.38
7
18244.05
7
19837.54
3
21414.68
2
22974.36
2
24515.52
6
29
S.NO
30
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0
0,
0.002
,
0.004
,
0
2094.765
3
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
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,
4852.897
6463.391
8067.800
9
9664.648
9
11252.48
5
12829.89
3
14395.49
4
15947.95
3
17485.98
1
19008.34
1
20513.84
9
0.03,
22001.38
23469.86
9
28
S.NO
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0
1959.028
4
3916.765
2026.897
4052.542
1
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
4188.316
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 223 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
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,
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,
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,
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9
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5
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4
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,
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,
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,
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3
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1
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4
12526.23
8
14595.69
3
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2
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7
20749.45
2
22778.78
5
0.03,
7007.429
8748.640
5
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5
12208.56
4
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5
15629.56
6
17322.23
9
19001.37
5
20665.78
8
22314.33
3
23945.91
4
25559.48
6
S.NO
31
S.NO
32
S.NO
33
S.NO
34
S.NO
35
S.NO
36
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2162.633
2
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2230.500
7
4459.855
3
6686.920
1
8910.555
9
11129.63
1
13343.02
2
15549.61
9
17748.32
3
19938.05
4
22117.74
7
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2366.234
9
4731.384
9
7094.367
1
9454.102
4
11809.51
8
14159.54
9
16503.13
9
18839.24
5
21166.83
7
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2434.101
6
4867.146
5
7298.079
9
9725.850
5
12149.41
3
14567.72
8
16979.76
6
0,
0.002
,
0.004
,
0.006
,
0.008
,
23484.9
25792.43
6
28088.46
6
0.02,
0.022
,
0.024
,
0.026
,
0
2501.968
1
5002.906
3
7501.786
3
9997.583
4
12489.27
8
14975.85
6
17456.31
4
19929.65
7
22394.90
1
24851.07
7
27297.22
9
29732.41
6
32155.71
9
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
4324.087
6483.184
6
8638.754
5
10789.63
3
12934.66
5
15072.71
1
17202.64
4
19323.35
4
21433.75
4
23532.77
6
25619.37
5
27692.53
3
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
24286.36
26442.87
1
28586.28
2
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
2298.368
4595.621
2
6890.647
3
9182.338
1
11469.59
2
13751.31
5
16026.42
5
18293.85
3
20552.54
3
22801.45
5
25039.57
1
27265.89
29479.43
3
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
30372.03
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
18093.25
20064.81
3
22024.35
4
23970.78
3
27820.1
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
29720.97
0.03,
28786.11
30758.30
1
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
25903.04
19384.51
21780.95
2
24168.10
1
26544.98
1
28910.63
2
31264.11
3
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
24795.36
26798.13
7
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 224 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.028
,
29751.26
2
31794.59
9
0.03,
S.NO
0.028
,
30715.62
1
32829.94
2
0.03,
37
Y[m]
S.NO
P[kN/m]
0,
0
0.028
,
31679.24
7
0.028
,
0.03,
33864.4
0.03,
S.NO
39
38
Y[m]
P[kN/m]
0,
Y[m]
0
32642.19
2
34898.03
7
0.028
,
0.03,
S.NO
P[kN/m]
0,
0
33604.50
5
35930.90
9
Y[m]
0.028
,
0.03,
34566.23
1
36963.07
1
S.NO
41
40
P[kN/m]
0,
Y[m]
0
P[kN/m]
0,
0
0.002,
2569.8343
0.002,
2637.7004
0.002,
2705.5662
0.002,
2773.4319
0.002,
2841.2974
0.004,
5138.6642
0.004,
5274.4205
0.004,
5410.1753
0.004,
5545.9287
0.004,
5681.6808
0.006,
7705.4868
0.006,
7909.1817
0.006,
8112.8716
0.006,
8316.5566
0.006,
8520.2372
0.008,
10269.302
0.008,
10541.008
0.008,
10812.702
0.008,
11084.384
0.008,
11356.056
0.01,
12829.116
0.01,
13168.928
0.01,
13508.717
0.01,
13848.484
0.01,
14188.231
0.012,
15383.938
0.012,
15791.976
0.012,
16199.974
0.012,
16607.934
0.012,
17015.859
0.014,
17932.788
0.014,
18409.193
0.014,
18885.535
0.014,
19361.817
0.014,
19838.043
0.016,
20474.694
0.016,
21019.63
0.016,
21564.471
0.016,
22109.224
0.016,
22653.894
0.018,
23008.695
0.018,
23622.346
0.018,
24235.863
0.018,
24849.256
0.018,
25462.532
0.02,
25533.843
0.02,
26216.413
0.02,
26898.802
0.02,
27581.021
0.02,
28263.082
0.022,
28049.2
0.022,
28800.915
0.022,
29552.39
0.022,
30303.641
0.022,
31054.683
0.024,
30553.847
0.024,
31374.948
0.024,
32195.742
0.024,
33016.247
0.024,
33836.485
0.026,
33046.88
0.026,
33937.627
0.026,
34827.987
0.026,
35717.986
0.026,
36607.647
0.028,
35527.41
0.028,
36488.079
0.028,
37448.271
0.028,
38408.017
0.028,
39367.346
0.03,
37994.571
0.03,
39025.451
0.03,
40055.754
0.03,
41085.515
0.03,
42114.769
S.NO
Y[m]
0,
42
S.NO
P[kN/m]
Y[m]
0
0,
43
S.NO
P[kN/m]
Y[m]
0
0,
44
S.NO
P[kN/m]
Y[m]
0
0,
45
P[kN/m]
0
0.002,
2909.1628
0.002,
2977.028
0.002,
3044.8873
0.002,
3112.746
0.004,
5817.4316
0.004,
5953.1813
0.004,
6088.8836
0.004,
6224.5812
0.006,
8723.9137
0.006,
8927.5863
0.006,
9131.0992
0.006,
9334.5958
0.008,
11627.718
0.008,
11899.371
0.008,
12170.646
0.008,
12441.882
0.01,
14527.958
0.01,
14867.668
0.01,
15206.64
0.01,
15545.537
0.012,
17423.75
0.012,
17831.612
0.012,
18238.199
0.012,
18644.658
0.014,
20314.217
0.014,
20790.343
0.014,
21264.45
0.014,
21738.352
0.016,
23198.488
0.016,
23743.009
0.016,
24284.522
0.016,
24825.73
0.018,
26075.698
0.018,
26688.763
0.018,
27297.554
0.018,
27905.91
0.02,
28944.994
0.02,
29626.767
0.02,
30302.691
0.02,
30978.02
0.022,
31805.53
0.022,
32556.192
0.022,
33299.089
0.022,
34041.196
0.024,
34656.47
0.024,
35476.219
0.024,
36285.912
0.024,
37094.584
0.026,
37496.991
0.026,
38386.038
0.026,
39262.338
0.026,
40137.343
0.028,
40326.283
0.028,
41284.852
0.028,
42227.553
0.028,
43168.641
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 225 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.03,
43143.547
0.03,
44171.878
0.03,
45180.759
0.03,
46187.662
P4:
S.NO
1
S.NO
2
S.NO
3
S.NO
4
S.NO
5
S.NO
6
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
118.1148
9
227.2585
6
320.9929
8
396.5641
5
454.4475
5
497.0663
4
527.5421
3
548.8821
4
563.6063
5
573.6627
5
580.4833
6
0,
0.002
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0.004
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0.006
,
0.008
,
0
111.4298
7
217.3816
6
313.4040
7
396.7157
5
466.3089
9
522.6242
6
567.0344
4
601.3491
9
627.4478
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
143.5019
1
278.6937
5
399.0849
7
501.0382
6
0,
0.002
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0.004
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0.006
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0.008
,
0
176.1902
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344.6346
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0,
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0.004
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0.006
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0.008
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0,
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0.006
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0.008
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0
0.01,
0.012
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0.014
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0.016
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0.018
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583.7646
0.01,
0.012
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0.014
,
0.016
,
0.018
,
0
208.8683
3
410.5371
4
598.7664
8
768.9759
8
918.5396
1
1046.685
8
1154.128
2
1242.587
4
1314.332
6
647.0602
661.6653
2
0.02,
0.022
,
0.024
,
0.026
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,
1371.817
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585.0875
588.1855
2
590.2656
2
591.6602
4
0.01,
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,
0.016
,
0.018
,
0.02,
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0.024
,
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0.028
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0.03,
672.4684
680.4193
5
686.2496
5
690.5133
8
0.03,
648.5927
698.0223
2
734.9295
8
762.0579
8
781.7694
6
795.9718
8
806.1430
7
813.3956
6
818.5511
2
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7
0.03,
498.8922
634.6904
9
750.1464
2
845.4358
8
922.1728
6
982.7561
1
1029.841
6
1065.992
4
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1453.335
6
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8
1503.315
4
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3
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,
0.016
,
0.018
,
241.5347
476.3718
4
698.5366
8
903.3404
7
1087.682
1250.070
9
1390.430
2
1509.770
5
1609.829
5
1692.742
8
1760.782
2
0.03,
1816.171
1860.968
4
1897.008
9
1925.881
6
S.NO
7
S.NO
8
S.NO
9
S.NO
10
S.NO
11
S.NO
12
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
274.1900
4
0,
0.002
,
0.004
,
0.006
,
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,
0
639.9099
9
1271.590
1
1887.228
5
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1
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0.002
,
0.004
,
0.006
,
0.008
,
0
707.8714
3
1408.090
8
2093.333
4
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8
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,
0.006
,
0.008
,
0
0,
0.002
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0.004
,
0.006
,
0.008
,
0
843.7577
2
1680.813
3
2504.675
7
3309.262
6
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
911.6866
9
1817.065
2
2710.000
9
3584.695
7
542.1345
798.1441
9
1037.540
6
775.8199
1544.492
9
2299.133
1
3033.356
3
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 226 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
1256.936
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6
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9
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7
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7
2262.097
4
2316.150
9
0.03,
2360.617
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Y[m]
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0.022
,
0.024
,
0.026
,
0.028
,
3043.384
1
3573.304
1
4066.256
8
4520.264
3
4934.573
9
5309.494
1
5646.199
5
5946.526
4
6212.777
3
6447.545
9
0.03,
6653.57
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
13
S.NO
P[kN/m]
0,
Y[m]
0
0,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
3392.959
9
3996.725
2
4564.542
8
5093.912
6
5583.437
4
6032.720
9
6442.230
7
6813.143
1
7147.183
1
7446.472
8
7713.394
1
14
S.NO
P[kN/m]
0
Y[m]
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
3741.484
4418.696
7
5061.129
8
5665.913
4
6231.156
9
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
6755.891
7239.974
5
7683.980
7
8089.072
1
8456.873
8
8789.352
9
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
15
0,
0
Y[m]
8556.307
9034.737
8
9473.986
5
9875.588
2
0.03,
S.NO
P[kN/m]
4089.071
4839.312
3
5556.004
9
6236.024
4
6877.110
1
7477.836
8
8037.554
4
0.03,
4435.832
7
5258.693
8
6049.247
1
6804.199
8
7521.019
4
8197.923
8
8833.845
9
9428.377
6
9981.698
7
10494.49
7
10967.88
6
S.NO
17
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
16
P[kN/m]
0,
0
Y[m]
P[kN/m]
0,
0
0.002,
979.60824
0.002,
1047.5235
0.002,
1115.4335
0.002,
1183.3388
0.002,
1251.2402
0.004,
1953.2597
0.004,
2089.4052
0.004,
2225.509
0.004,
2361.5768
0.004,
2497.6135
0.006,
2915.1415
0.006,
3120.1242
0.006,
3324.9712
0.006,
3529.7008
0.006,
3734.3284
0.008,
3859.7216
0.008,
4134.3959
0.008,
4408.7654
0.008,
4682.8695
0.008,
4956.7417
0.01,
4781.8712
0.01,
5127.2768
0.01,
5472.1279
0.01,
5816.4919
0.01,
6160.427
0.012,
5676.968
0.012,
6094.2551
0.012,
6510.6653
0.012,
6926.2965
0.012,
7341.2355
0.014,
6540.9755
0.014,
7031.3225
0.014,
7520.4195
0.014,
8008.3904
0.014,
8495.3489
0.016,
7370.4976
0.016,
7935.0266
0.016,
8497.9171
0.016,
9059.305
0.016,
9619.3226
0.018,
8162.8059
0.018,
8802.5027
0.018,
9440.2031
0.018,
10076.03
0.018,
10710.117
0.02,
8915.8436
0.02,
9631.4858
0.02,
10344.857
0.02,
11056.032
0.02,
11765.121
0.022,
9628.2071
0.022,
10420.304
0.022,
11209.995
0.022,
11997.263
0.022,
12782.16
0.024,
10299.108
0.024,
11167.854
0.024,
12034.259
0.024,
12898.155
0.024,
13759.498
0.026,
10928.324
0.026,
11873.569
0.026,
12816.787
0.026,
13757.604
0.026,
14695.829
0.028,
11516.135
0.028,
12537.367
0.028,
13557.186
0.028,
14574.946
0.028,
15590.26
0.03,
12063.256
0.03,
13159.604
0.03,
14255.487
0.03,
15349.928
0.03,
16442.288
20
S.NO
S.NO
18
S.NO
19
S.NO
21
S.NO
22
S.NO
23
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 227 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2550.435
3
3032.995
8
3356.561
7
3606.860
2
3813.790
4
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
5012.924
6
5961.405
6
6597.379
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
6244.169
2
7425.610
5
8217.788
9
8830.588
8
9337.210
9
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
6859.791
6
8157.712
9
9027.993
4
9701.210
3
10257.78
1
10736.15
4
10736.15
4
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
6859.791
6
8157.712
9
9027.993
4
9701.210
3
10257.78
1
10736.15
4
10736.15
4
0.01,
0.012
,
3991.647
0.03,
3991.647
0.01,
0.012
,
0.03,
3781.68
4497.200
7
4976.970
7
5348.103
1
5654.930
5
5918.649
5918.649
7089.346
7496.070
7
0.01,
0.012
,
0.01,
0.012
,
7845.651
0.03,
9772.653
0.03,
7845.651
0.01,
0.012
,
0.03,
9772.653
0.01,
0.012
,
0.03,
S.N
O
24
S.N
O
25
S.N
O
26
S.N
O
27
S.N
O
28
S.N
O
29
S.N
O
30
S.N
O
31
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
6859.7
916
8157.7
129
9027.9
934
9701.2
103
10257.
781
10736.
154
10736.
154
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
6859.7
916
8157.7
129
9027.9
934
9701.2
103
10257.
781
10736.
154
10736.
154
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
6859.7
916
8157.7
129
9027.9
934
9701.2
103
10257.
781
10736.
154
10736.
154
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
6859.7
916
8157.7
129
9027.9
934
9701.2
103
10257.
781
10736.
154
10736.
154
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
6859.7
916
8157.7
129
9027.9
934
9701.2
103
10257.
781
10736.
154
10736.
154
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
6859.7
916
8157.7
129
9027.9
934
9701.2
103
10257.
781
10736.
154
10736.
154
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
6859.7
916
8157.7
129
9027.9
934
9701.2
103
10257.
781
10736.
154
10736.
154
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
6859.7
916
8157.7
129
9027.9
934
9701.2
103
10257.
781
10736.
154
10736.
154
S.NO
1
P5:
S.NO
2
S.NO
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0
0,
0
Y[m]
0,
3
S.NO
P[kN/m]
0
Y[m]
0,
4
P[kN/m]
0
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 228 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.002,
0.004,
34.689245
0.002,
38.59555
0.002,
49.430503
0.002,
60.294643
69.050541
0.004,
76.840092
0.004,
98.373033
0.004,
120.13699
0.006,
102.76822
0.006,
114.39527
0.006,
146.35869
0.006,
179.08823
0.008,
135.55024
0.008,
150.94709
0.008,
192.95519
0.008,
236.73562
0.01,
167.13764
0.01,
186.21579
0.01,
237.78143
0.01,
292.70357
0.012,
197.31174
0.012,
219.96339
0.012,
280.51826
0.012,
346.66245
0.014,
225.89844
0.014,
251.9984
0.014,
320.91484
0.014,
398.33487
252.76991
0.016,
282.17783
0.016,
358.79069
0.016,
447.49927
277.84368
0.018,
310.40657
0.018,
394.03388
0.018,
493.99085
0.016,
0.018,
0.02,
301.07973
0.02,
336.63464
0.02,
426.5959
0.02,
537.7002
0.022,
322.47595
0.022,
360.85279
0.022,
456.48444
0.022,
578.56988
0.024,
342.06273
0.024,
383.087
0.024,
483.75458
0.024,
616.5896
0.026,
359.89698
0.026,
403.39243
0.026,
508.49962
0.026,
651.79034
0.028,
376.05621
0.028,
421.84729
0.028,
530.84184
0.028,
684.23793
0.03,
390.63294
0.03,
438.54695
0.03,
550.92407
0.03,
714.02655
S.NO
5
S.NO
Y[m]
P[kN/m]
0,
Y[m]
0
6
S.NO
P[kN/m]
0,
Y[m]
0
7
S.NO
P[kN/m]
0,
8
Y[m]
0
P[kN/m]
0,
0
0.002,
71.158279
0.002,
82.021319
0.002,
579.41105
0.002,
647.38647
0.004,
141.89734
0.004,
163.65316
0.004,
1150.0047
0.004,
1286.6106
0.006,
211.80779
0.006,
244.5134
0.006,
1703.4924
0.006,
1909.9167
0.008,
280.49938
0.008,
324.23437
0.008,
2232.5768
0.008,
2510.3196
0.01,
347.60944
0.01,
402.4693
0.01,
2731.2966
0.01,
3081.8922
0.012,
412.80998
0.012,
478.89808
0.012,
3195.2237
0.012,
3619.9529
0.014,
475.8132
0.014,
553.23193
0.014,
3621.511
0.014,
4121.1475
0.016,
536.37539
0.016,
625.21701
0.016,
4008.8091
0.016,
4583.4319
0.018,
594.29898
0.018,
694.63684
0.018,
4357.0866
0.018,
5005.9742
0.02,
649.43294
0.02,
761.3136
0.02,
4667.3925
0.02,
5388.9987
0.022,
701.67177
0.022,
825.10824
0.022,
4941.5975
0.022,
5733.598
0.024,
750.95309
0.024,
885.91967
0.024,
5182.1424
0.024,
6041.5337
0.026,
797.2543
0.026,
943.68307
0.026,
5391.8141
0.026,
6315.0456
0.028,
840.58852
0.028,
998.36746
0.028,
5573.5587
0.028,
6556.6783
0.03,
881.00002
0.03,
1049.9728
0.03,
5730.336
0.03,
6769.1348
S.NO
Y[m]
9
P[kN/m]
S.NO
Y[m]
10
P[kN/m]
S.NO
Y[m]
11
P[kN/m]
S.NO
Y[m]
12
S.NO
13
P[kN/m]
Y[m]
P[kN/m]
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 229 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0,
0,
0
0.002,
0,
0
0,
0
0,
0
0
991.69081
0.002,
1470.4381
0.002,
1949.1854
0.002,
2427.9327
0.002,
0.004,
1179.3258
0.004,
1748.6555
0.004,
2317.9851
0.004,
2887.3148
0.004,
3171.9797
0.006,
1305.1385
0.006,
1935.2054
0.006,
2565.2722
0.006,
3195.3391
0.006,
3510.3725
0.008,
1402.4626
0.008,
2079.5135
0.008,
2756.5644
0.008,
3433.6153
0.008,
3772.1408
0.01,
1482.9236
0.01,
2198.8178
0.01,
2914.712
0.01,
3630.6062
0.01,
3988.5533
0.012,
1552.08
0.012,
2301.36
0.012,
3050.64
0.012,
3799.92
0.012,
4174.56
1552.08
0.03,
2301.36
0.03,
3050.64
0.03,
3799.92
0.03,
4174.56
Ultimate
Horizonta
l
Resistanc
e
Standard
Value
(Pu)
[kN/m]
Y[m]
P[kN/m
]
28500
0
0
28500
0.0006
0
22800
28500
0.0036
28500
28500
0.0136
28500
0.03,
S.N
O
Pile
Diamete
r
(d)[m]
Layer
Medium
strong
Medium
strong
Medium
strong
Medium
strong
Medium
strong
Medium
strong
Medium
strong
20
21
22
23
24
25
26
GABBR
O
GABBR
O
GABBR
O
GABBR
O
GABBR
O
GABBR
O
GABBR
O
1.5
1.5
1.5
1.5
1.5
1.5
1.5
UCS
[kPa]
Su
[kPa]
y1
K1
K2
3800
0
3800
0
3800
0
3800
0
3800
0
3800
0
3800
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
0.0006
0
0.0006
0
0.0006
0
0.0006
0
0.0006
0
0.0006
0
0.0006
0
3800000
0
3800000
0
3800000
0
3800000
0
3800000
0
3800000
0
3800000
0
190000
0
190000
0
190000
0
190000
0
190000
0
190000
0
190000
0
2667.3063
28500
28500
28500
P6:
S.N
O
1
S.N
O
2
S.N
O
3
S.N
O
4
S.N
O
5
S.N
O
6
S.N
O
7
Y[m]
P[kN/m
]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.00
2,
0.00
4,
0.00
6,
0.00
8,
0.01
,
0.01
2,
0
33.1999
18
66.0932
25
98.3845
34
129.800
04
160.096
27
189.066
69
0,
0.00
2,
0.00
4,
0.00
6,
0.00
8,
0.01
,
0.01
2,
0
37.4065
85
74.4942
67
110.954
93
146.501
25
180.875
3
213.855
13
0,
0.00
2,
0.00
4,
0.00
6,
0.00
8,
0.01
,
0.01
2,
0
48.2354
31
95.9788
94
142.758
29
188.139
58
231.741
83
273.248
17
0,
0.00
2,
0.00
4,
0.00
6,
0.00
8,
0.01
,
0.01
2,
0
59.0996
08
117.743
1
175.488
33
231.920
2
286.662
04
339.384
62
0,
0.00
2,
0.00
4,
0.00
6,
0.00
8,
0.01
,
0.01
2,
0
69.9633
08
139.503
92
208.209
29
275.686
68
341.571
78
405.536
03
0,
0.00
2,
0.00
4,
0.00
6,
0.00
8,
0.01
,
0.01
2,
0
503.935
62
998.204
26
1473.86
68
1923.32
61
2340.74
44
2722.22
57
0,
0.00
2,
0.00
4,
0.00
6,
0.00
8,
0.01
,
0.01
2,
0
571.932
65
1134.96
99
1680.76
13
2201.97
69
2692.65
84
3148.41
7
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 230 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.01
4,
0.01
6,
0.01
8,
0.02
,
0.02
2,
0.02
4,
0.02
6,
0.02
8,
0.03
,
216.545
79
242.410
79
266.580
99
289.015
19
309.707
74
328.683
6
345.992
98
361.705
87
375.906
86
S.NO
0.01
4,
0.01
6,
0.01
8,
0.02
,
0.02
2,
0.02
4,
0.02
6,
0.02
8,
0.03
,
245.259
23
274.948
56
302.826
49
328.836
87
352.960
56
375.211
03
395.629
31
414.278
73
431.239
82
8
0.01
4,
0.01
6,
0.01
8,
0.02
,
0.02
2,
0.02
4,
0.02
6,
0.02
8,
0.03
,
S.NO
312.412
09
349.059
18
383.084
8
414.448
48
443.166
08
469.300
51
492.952
08
514.249
05
0.01
4,
0.01
6,
0.01
8,
0.02
,
0.02
2,
0.02
4,
0.02
6,
0.02
8,
0.03
,
533.339
389.812
54
437.727
67
482.969
94
525.435
59
565.073
52
601.880
02
635.892
58
667.183
23
695.851
73
9
S.NO
0.01
4,
0.01
6,
0.01
8,
0.02
,
0.02
2,
0.02
4,
0.02
6,
0.02
8,
0.03
,
467.292
23
526.598
42
583.259
83
637.129
24
688.105
63
736.131
68
781.190
13
823.299
51
862.509
39
10
S.NO
0.01
4,
0.01
6,
0.01
8,
0.02
,
0.02
2,
0.02
4,
0.02
6,
0.02
8,
0.03
,
3065.77
74
3371.09
98
3639.26
91
3872.38
4073.19
91
4244.86
16
4390.62
96
4513.71
28
4617.14
73
0.01
4,
0.01
6,
0.01
8,
0.02
,
0.02
2,
0.02
4,
0.02
6,
0.02
8,
0.03
,
3566.47
51
3945.57
32
4285.77
95
4588.24
14
4854.91
84
5088.32
49
5291.30
29
5466.83
52
5617.90
02
11
S.NO
12
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0
0,
0
0,
0
0,
0
0,
0
0.002,
1010.3128
0.002,
1498.05
0.002,
1985.7872
0.002,
2473.5245
0.002,
2717.3931
0.004,
1201.4712
0.004,
1781.4918
0.004,
2361.5123
0.004,
2941.5329
0.004,
3231.5432
1329.6464
0.006,
1971.5447
0.006,
2613.443
0.006,
3255.3413
0.006,
3576.2904
1428.7981
0.008,
2118.5627
0.008,
2808.3273
0.008,
3498.0918
0.008,
3842.9741
4063.4504
0.006,
0.008,
0.01,
1510.77
0.01,
2240.1073
0.01,
2969.4445
0.01,
3698.7818
0.01,
0.012,
1581.225
0.012,
2344.575
0.012,
3107.925
0.012,
3871.275
0.012,
4252.95
0.03,
1581.225
0.03,
2344.575
0.03,
3107.925
0.03,
3871.275
0.03,
4252.95
S.NO
13
S.NO
14
S.NO
15
S.NO
16
S.NO
17
S.NO
18
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0
2717.393
1
3231.543
2
3576.290
4
3842.974
1
0,
0
2717.393
1
3231.543
2
3576.290
4
3842.974
1
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2717.393
1
3231.543
2
3576.290
4
3842.974
1
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2717.393
1
3231.543
2
3576.290
4
3842.974
1
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2717.393
1
3231.543
2
3576.290
4
3842.974
1
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.002
,
0.004
,
0.006
,
0.008
,
0
2717.393
1
3231.543
2
3576.290
4
3842.974
1
0.002
,
0.004
,
0.006
,
0.008
,
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 231 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.01,
4063.450
4
0.01,
4063.450
4
0.01,
4063.450
4
0.01,
4063.450
4
0.01,
4063.450
4
0.01,
4063.450
4
0.012
,
0.03,
4252.95
0.012
,
0.03,
4252.95
0.012
,
0.03,
4252.95
0.012
,
0.03,
4252.95
0.012
,
0.03,
4252.95
0.012
,
0.03,
4252.95
Ultimate
Horizontal
Resistance
Standard
Value (Pu)
[kN/m]
Y[m]
P[kN/m
]
28500
0
0
28500
0.0006
0
22800
28500
0.0036
28500
28500
0.0136
28500
4252.95
S.N
O
4252.95
Pile
Diamete
r
(d)[m]
Layer
Medium
strong
Medium
strong
Medium
strong
Medium
strong
Medium
strong
Medium
strong
Medium
strong
Medium
strong
19
20
21
22
23
24
25
26
GABBR
O
GABBR
O
GABBR
O
GABBR
O
GABBR
O
GABBR
O
GABBR
O
GABBR
O
1.5
1.5
1.5
1.5
1.5
1.5
1.5
1.5
4252.95
4252.95
UCS
[kPa]
Su
[kPa]
y1
K1
K2
3800
0
3800
0
3800
0
3800
0
3800
0
3800
0
3800
0
3800
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
0.0006
0
0.0006
0
0.0006
0
0.0006
0
0.0006
0
0.0006
0
0.0006
0
0.0006
0
3800000
0
3800000
0
3800000
0
3800000
0
3800000
0
3800000
0
3800000
0
3800000
0
19000
00
19000
00
19000
00
19000
00
19000
00
19000
00
19000
00
19000
00
4252.95
4252.95
28500
28500
28500
28500
P7:
S.NO
1
S.NO
2
S.NO
3
S.NO
4
S.NO
5
S.NO
6
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
127.6834
6
245.2760
4
345.6431
7
425.8948
2
486.7787
7
531.1534
3
562.5588
5
584.3260
7
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
117.7616
9
229.0235
8
328.6458
2
413.6453
8
483.2342
8
538.3053
8
580.7284
5
612.7347
4
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
150.0401
6
291.8818
8
419.0258
2
527.6734
5
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
182.7267
7
357.8197
4
518.8696
5
0
215.4025
3
423.7098
5
618.7317
6
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
248.0666
1
489.5300
6
718.4720
1
661.5212
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.01,
0.012
,
0.014
,
0.016
,
616.7858
0.01,
0.012
,
0.014
,
0.016
,
783.7171
885.4252
1
968.0748
8
1033.938
5
0.01,
0.012
,
0.014
,
0.016
,
0.01,
0.012
,
0.014
,
0.016
,
0.01,
0.012
,
0.014
,
0.016
,
687.4496
741.9992
4
783.2427
795.8534
952.3350
4
1087.243
6
1201.123
9
1295.553
1
0.01,
0.012
,
0.014
,
0.016
,
930.1982
1121.537
3
1290.880
4
1438.009
6
1563.798
5
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 232 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.018
,
599.1955
1
609.2524
7
616.0088
6
620.5273
5
623.5400
6
625.5447
2
626.8768
3
0.018
,
687.1822
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
690.5771
0.03,
813.9380
2
836.5159
6
852.9799
5
864.9099
5
873.5150
1
879.7013
1
884.1381
4
S.NO
7
S.NO
8
S.NO
9
S.NO
10
S.NO
11
S.NO
12
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
653.5034
5
1298.899
1
1928.476
5
2535.279
6
3113.388
6
3658.106
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
789.4082
6
0
857.3441
7
1708.068
7
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.03,
0.03,
0.03,
1571.763
2340.260
8
3088.578
9
3811.072
7
4502.924
6
5160.240
2
5780.090
3
6360.501
6
6900.404
5
7399.548
3
7858.394
5
8277.997
4
8659.883
4
9005.933
4
0,
0.002
,
0.004
,
0.006
,
0.008
,
4166.044
4635.103
9
5064.391
1
5454.062
4
5805.143
9
6119.336
6
6398.828
4
6646.123
2
6863.894
8
0
721.4620
8
1435.378
5
2134.516
1
2812.239
2
3462.745
3
4081.233
1
4663.998
4
5208.456
2
5713.099
3
6177.406
7
6601.716
1
6987.077
9
7335.102
2
7647.812
3
7927.510
1
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.03,
0
585.5295
6
1162.304
7
1722.086
8
2257.605
8
2762.898
8
3233.507
8
3666.530
8
4060.547
1
4415.445
5
4732.195
5
5012.595
4
5259.025
7
5474.226
8
5661.113
7
5822.629
5
0.03,
0
925.2715
5
1844.308
4
2751.042
9
3639.731
6
4505.095
2
5342.433
3
6147.709
7
6917.606
6
7649.546
6
8341.686
9
8992.886
8
9602.656
7
10171.09
1
10698.79
3
11186.79
3
S.NO
13
S.NO
14
S.NO
15
S.NO
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0,
0
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0,
636.5046
3
653.9519
3
666.6484
9
675.8300
7
682.4396
6
0
0.018
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0,
0
0.018
,
1085.613
3
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
1125.662
1156.406
7
1179.836
9
1197.593
6
1210.993
7
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
1221.074
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0,
0.018
,
0.03,
1372.701
6
1434.972
1
1484.743
7
1524.214
5
1555.322
3
1579.718
9
1598.778
8
0.03,
1669.871
6
1758.285
2
1831.268
1
1891.032
4
1939.652
1
1978.994
4
2010.692
1
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
2545.757
3364.384
8
4158.485
9
4923.283
2
5654.780
5
6349.813
5
7006.060
2
7622.016
5
8196.941
9
8730.784
1
9224.088
8
9677.902
4
10093.67
4
16
S.NO
17
S.NO
18
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0,
0
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0,
0
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 233 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.002
,
0.004
,
0.006
,
0.008
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
993.1917
7
1980.492
5
2956.149
9
3914.683
4851.000
3
5760.500
7
6639.151
2
7483.540
9
8290.91
9059.155
4
9786.814
3
10473.03
1
11117.50
9
11720.45
2
12282.50
2
S.NO
Y[m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
1061.105
9
2116.629
1
3161.103
8
4189.292
8
5196.289
1
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
6177.604
7129.237
8
8047.731
4
8930.198
8
9774.340
1
10578.43
6
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
11341.33
12062.39
12741.46
9
13378.85
5
0.03,
19
S.NO
P[kN/m]
0
Y[m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
1129.014
9
2252.725
3
3365.926
4463.606
3
5541.037
6
6593.850
9
7618.099
9
8610.310
6
9567.514
1
10487.26
5
11367.64
2
12207.24
1
13005.15
13760.91
8
14474.51
5
20
S.NO
P[kN/m]
0
Y[m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
1196.919
4
2388.786
5
3570.634
1
4737.661
6
5885.311
5
7009.337
1
8105.859
6
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
9171.414
10202.98
2
11198.01
3
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
12154.43
13070.62
8
13945.46
14778.21
4
15568.58
2
0.03,
21
0.002
,
0.004
,
0.006
,
0.008
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0
Y[m]
0,
7424.147
8592.628
3
9731.172
7
10836.73
8
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
11906.7
12938.86
3
13931.46
3
14883.15
6
15793.00
9
16660.47
2
0.03,
S.NO
P[kN/m]
1264.820
1
2524.817
5
3775.242
8
5011.490
9
6229.167
1
0.002
,
0.004
,
0.006
,
0.008
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
14789.79
15818.18
9
16805.11
9
17749.82
4
S.NO
23
22
P[kN/m]
0
1332.717
4
2660.821
9
3979.764
6
5285.121
5
6572.652
7
7838.354
5
9078.506
3
10289.70
9
11468.91
7
12613.45
7
13721.04
6
Y[m]
0,
P[kN/m]
0
0.002,
1400.6117
0.002,
1468.5035
0.002,
1536.393
0.002,
1604.2804
0.002,
1672.166
0.004,
2796.8032
0.004,
2932.764
0.004,
3068.7067
0.004,
3204.6332
0.004,
3340.5452
0.006,
4184.2098
0.006,
4388.5874
0.006,
4592.905
0.006,
4797.169
0.006,
5001.3851
0.008,
5558.5767
0.008,
5831.8763
0.008,
6105.0374
0.008,
6378.0746
0.008,
6651.0008
0.01,
6915.8101
0.01,
7258.6751
0.01,
7601.279
0.01,
7943.6486
0.01,
8285.8077
0.012,
8252.0241
0.012,
8665.2123
0.012,
9077.9683
0.012,
9490.3354
0.012,
9902.3514
0.014,
9563.583
0.014,
10047.938
0.014,
10531.641
0.014,
11014.756
0.014,
11497.336
0.016,
10847.136
0.016,
11403.556
0.016,
11959.061
0.016,
12513.735
0.016,
13067.65
0.018,
12099.648
0.018,
12729.053
0.018,
13357.244
0.018,
13984.324
0.018,
14610.386
0.02,
13318.419
0.02,
14021.717
0.02,
14723.479
0.02,
15423.824
0.02,
16122.862
0.022,
14501.099
0.022,
15279.154
0.022,
16055.343
0.022,
16829.794
0.022,
17602.632
0.024,
15645.697
0.024,
16499.296
0.024,
17350.71
0.024,
18200.07
0.024,
19047.503
0.026,
16750.582
0.026,
17680.406
0.026,
18607.761
0.026,
19532.763
0.026,
20455.535
0.028,
17814.473
0.028,
18821.074
0.028,
19824.976
0.028,
20826.266
0.028,
21825.05
0.03,
18836.434
0.03,
19920.211
0.03,
21001.138
0.03,
22079.254
0.03,
23154.631
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 234 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
S.NO
24
S.NO
25
S.NO
26
S.NO
27
S.NO
28
S.NO
29
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
3113.471
3
3702.562
3
4097.558
7
4403.113
4
4655.725
6
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
4127.159
7
4908.047
7
5431.647
6
5836.685
2
6171.543
2
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
5647.692
2
6716.275
8
0,
0.002
,
0.004
,
0.006
,
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,
0
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2
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8
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9
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8
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6
0.01,
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,
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,
0.01,
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,
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0.03,
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0.03,
5140.848
6113.533
1
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5
7270.257
7687.360
9
0.01,
6459.354
0.012
,
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8045.862
0.012
,
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9
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7
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9
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7
0.01,
8839.116
0.012
,
8839.116
8045.862
0.03,
8839.116
0.03,
8839.116
S.N
O
30
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O
31
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O
32
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O
33
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O
34
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O
35
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O
36
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O
37
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]
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m]
Y[m
]
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m]
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]
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m]
Y[m
]
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m]
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]
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m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
Y[m
]
P[kN/
m]
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
12,
0.0
3,
0
5647.6
922
6716.2
758
7432.7
81
7987.0
429
8445.2
697
8839.1
16
8839.1
16
0,
0.0
02,
0.0
04,
0.0
06,
0.0
08,
0.0
1,
0.0
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0.0
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0
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6716.2
758
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81
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429
8445.2
697
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16
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16
0,
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0
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81
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429
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697
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16
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16
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758
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81
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429
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697
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16
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16
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81
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429
8445.2
697
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16
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16
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0
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758
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81
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429
8445.2
697
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16
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16
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0.0
08,
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0.0
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0
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758
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429
8445.2
697
8839.1
16
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16
P8:
S.NO
1
S.NO
2
S.NO
3
S.NO
4
S.NO
5
S.NO
6
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 235 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
108.6295
8
212.1535
9
306.3832
2
388.6342
1
457.8448
5
514.3084
2
559.2213
4
594.2326
2
621.0981
6
641.4647
5
656.7630
7
668.1751
1
676.6442
4
682.9052
9
687.5208
3
0,
0.002
,
0.004
,
0.006
,
0.008
,
S.NO
7
Y[m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
0.01,
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,
0.014
,
0.016
,
0.018
,
0.02,
0
140.6250
4
272.8914
9
390.3165
5
489.3401
4
569.2882
4
631.5968
6
678.8352
1
713.9038
2
739.5339
8
758.0526
9
771.3226
9
780.7752
3
787.4800
3
792.2215
4
795.5675
1
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.03,
490.1026
622.8920
1
735.3988
6
827.8933
3
902.0707
5
960.3830
9
1005.508
5
1040.006
2
1066.134
1
1085.783
4
1100.482
1
1111.433
7
1119.569
2
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8
S.NO
P[kN/m]
Y[m]
P[kN/m]
0
633.9286
7
1259.572
7
1869.074
9
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
701.8913
8
0.01,
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,
0.014
,
0.016
,
0.018
,
3362.241
3959.523
3
4520.760
5
2455.387
3012.567
5
3535.972
1
4022.330
9
4469.720
7
4877.453
5
5245.906
4
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0.012
,
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,
0.016
,
0.018
,
0.02,
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,
0.024
,
0.026
,
0.028
,
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0.02,
1396.083
2075.209
2
2732.542
4
5043.492
5526.370
7
5969.056
8
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0
173.3140
1
338.8326
3
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
205.9931
3
404.7402
6
589.9802
9
757.1504
6
903.6781
1
1028.865
7
1133.502
6
1219.372
3
1288.785
8
1344.215
8
1388.049
3
1422.445
5
S.NO
12
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
905.7092
6
1805.077
5
2691.940
1
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8
4405.348
1
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5
6005.904
4
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,
0.004
,
0.006
,
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,
0
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1
1941.276
6
2897.095
8
3835.534
2
4751.446
5
5640.201
1
6497.760
8
7320.736
2
8106.413
5
8852.757
5
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P[kN/m]
0,
0.002
,
0.004
,
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,
0.008
,
0
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7
0.01,
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,
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,
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,
0.018
,
4058.518
4802.349
5
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P[kN/m]
0,
0.002
,
0.004
,
0.006
,
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11
10
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,
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6
1122.940
8
1662.572
8
2177.489
8
2661.737
4
3110.960
1
3522.437
8
3894.985
5
4228.752
4
4524.965
7
4785.656
3
5013.396
7
5211.072
3
5381.693
6
5528.252
6
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0.012
,
0.014
,
0.016
,
0.018
,
0.03,
1532.493
2281.033
6
3009.051
4
3710.853
2
4381.619
2
5017.499
5
5615.651
4
6174.222
4
6692.288
6
0
238.6605
2
470.5813
689.7630
3
891.5207
8
1072.786
5
1232.124
7
1369.522
1
1486.050
4
1583.496
8
1664.030
3
1729.940
1
1783.452
2
1826.617
3
1861.254
1
1888.930
7
1449.273
1470.098
3
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9
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,
0.004
,
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,
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,
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2
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5
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7
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,
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,
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,
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UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 236 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.022
,
0.024
,
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,
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7
S.NO
13
S.NO
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1042.118
9
2081.979
1
3117.341
5
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4
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7
6174.739
7
7170.763
7
7967.406
7
8479.532
6
0.03,
8951.438
9384.304
3
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5
14
S.NO
15
S.NO
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0,
0.002
,
0.004
,
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,
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,
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,
0.024
,
0.026
,
0.028
,
0.03,
9558.390
9
10222.55
7
10845.06
5
11426.22
9
11966.79
9
17
S.NO
18
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1313.635
4
2625.421
1
3933.517
8
5236.106
9
6531.400
5
7817.651
1
9093.160
8
0,
0.002
,
0.004
,
0.006
,
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,
0
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8
2761.252
2
4137.463
7
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0
1245.758
7
2489.579
9
3729.538
1
4963.731
8
6190.294
7
7407.407
5
8613.307
7
9806.299
6
10984.76
4
12147.16
4
13292.05
4
14418.08
8
15524.01
8
16608.70
3
0.03,
17671.11
0.03,
10356.29
11605.46
5
12839.18
5
14056.03
1
15254.66
8
16433.85
1
17592.42
9
18729.34
8
0.03,
10404.62
10871.60
4
16
S.NO
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.03,
0
1177.880
6
2353.727
1
3525.519
7
4691.266
1
5849.015
4
6996.870
9
8133.001
9
9255.654
9
10363.16
4
11453.95
9
12526.57
4
13579.65
4
14611.95
7
15622.36
1
16609.86
7
13640.84
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
14477.37
0.03,
0
1110.000
7
2217.860
9
3321.456
5
4418.696
1
5507.536
7
6585.998
6
7652.179
2
8704.265
9
9740.547
2
10759.42
3
11759.41
1
12739.15
7
13697.43
7
14633.15
9
15545.36
9
S.NO
19
S.NO
20
S.NO
21
S.NO
22
S.NO
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0
1449.385
1
2897.074
4
0,
0.002
,
0.004
,
0
1517.258
5
3032.888
8
0,
0.002
,
0.004
,
0
1585.130
9
3168.696
3
0,
0.002
,
0.004
,
0
1653.002
6
3304.497
7
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
8152.027
9116.775
3
10063.38
3
10990.36
2
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9
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0.01,
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,
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,
0.016
,
0.018
,
8763.842
9
9351.676
9
9898.360
6
0.01,
0.012
,
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,
0.016
,
0.018
,
0.02,
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,
0.024
,
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,
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,
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,
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,
0.026
,
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,
5508.403
6872.354
4
8227.637
6
9572.615
5
10905.70
2
12225.36
9
13530.15
4
14818.66
3
0.03,
16089.58
17341.66
7
18573.77
1
19784.82
6
23
S.NO
24
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0
1720.873
6
3440.293
5
0,
0.002
,
0.004
,
0
1788.744
3576.084
4
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 237 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.006
,
0.008
,
0.006
,
0.008
,
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4545.27
6052.794
8
7553.876
7
9046.956
4
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8
12003.04
7
13463.13
1
14909.37
2
16340.43
5
17755.04
6
19151.99
6
20530.14
1
21888.41
1
25
S.NO
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1856.613
8
3711.870
8
5564.418
2
7412.911
2
9256.016
5
11092.41
7
12920.81
4
14739.93
2
16548.52
3
18345.36
8
20129.27
9
21899.10
7
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
4341.38
5780.629
6
7213.174
7
8637.397
4
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8
11454.60
2
12844.56
6
14220.18
3
15580.09
0.03,
16922.99
18247.65
8
19552.94
4
20837.77
6
S.NO
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0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
23653.74
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.006
,
0.008
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
4749.136
9
6324.905
6
7894.473
7
9456.336
7
0.006
,
0.008
,
4952.983
1
6596.967
8
0.006
,
0.008
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
8234.977
9865.557
5
11487.28
3
13098.75
7
14698.62
2
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
16285.56
17858.29
6
19415.60
4
20956.31
2
22479.30
1
23983.50
8
0.03,
18615.99
20244.32
5
21856.55
1
23451.56
5
25028.31
4
0.03,
29
S.NO
30
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2128.088
4
4254.979
9
6379.479
9
8500.399
6
10616.55
8
12726.78
5
14829.92
3
16924.83
1
19010.38
6
21085.48
5
23149.04
7
25200.01
8
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2195.956
2
4390.749
5
6583.219
8
8772.211
5
10956.57
7
13135.17
7
15306.88
6
17470.59
2
19625.19
9
21769.63
2
23902.83
4
26023.77
4
28131.44
2
0.03,
26
S.NO
27
S.NO
28
S.NO
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1924.483
1
3847.653
2
5768.200
9
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
1992.351
9
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2060.220
4
4119.207
4
6175.730
8
8228.565
8
10276.49
7
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
7684.824
9596.230
9
11501.14
4
13398.30
3
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
15286.47
17164.42
8
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
19030.99
20884.99
7
22725.32
2
24550.87
6
0.02,
0.022
,
0.024
,
0.026
,
3983.432
5971.971
4
7956.708
1
9936.389
4
11909.77
6
13875.64
3
15832.78
7
17780.02
3
19716.19
4
21640.16
7
23550.84
2
25447.14
7
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
12318.32
14352.84
6
16378.90
1
18395.33
4
20401.01
5
22394.83
7
24375.72
3
26342.62
4
0.006
,
0.008
,
5360.622
7140.966
5
8915.740
5
10683.58
4
12443.15
9
14193.15
1
15932.27
7
17659.28
6
19372.96
3
21072.13
2
22755.66
1
24422.46
2
26071.49
3
11009.02
12551.08
4
14081.13
1
15597.80
6
17099.80
5
18585.87
9
20054.83
5
21505.54
1
22936.92
8
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
5156.810
8
6868.986
6
8575.396
5
10274.63
5
11965.32
1
13646.10
2
15315.65
7
16972.70
1
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
27237.37
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 238 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.028
,
0.028
,
0.03,
25392.10
7
27113.17
9
0.028
,
0.03,
26360.60
5
28153.49
4
S.NO
31
S.NO
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2263.823
6
4526.516
7
6786.951
1
9044.003
3
11296.55
6
13543.50
2
15783.74
3
18016.19
6
20239.79
3
22453.48
2
24656.23
2
26847.03
1
29024.89
1
31188.84
9
33337.96
8
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
S.NO
Y[m]
0,
0.028
,
0.03,
27328.04
8
29192.54
6
32
S.NO
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
0.028
,
0.03,
28294.52
2
30230.43
4
33
S.NO
Y[m]
P[kN/m]
0
2331.690
7
4662.281
5
6990.674
6
9315.776
5
0,
0.002
,
0.004
,
0.006
,
0.008
,
11636.5
13951.76
5
16260.50
3
18561.65
7
20854.18
5
23137.05
8
25409.26
9
27669.82
8
29917.76
5
32152.13
5
34372.01
5
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
37
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
S.NO
P[kN/m]
Y[m]
0
0,
0.028
,
0.03,
29260.10
2
31267.24
7
0.03,
30224.85
8
32303.06
7
34
S.NO
35
S.NO
36
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0
2399.557
5
4798.044
1
7194.390
9
9587.532
7
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
2467.424
1
4933.804
8
7398.100
5
9859.273
1
0,
0.002
,
0.004
,
0.006
,
0.008
,
0,
0.002
,
0.004
,
0.006
,
0.008
,
11976.41
14359.97
1
16737.17
3
19106.98
5
21468.38
9
23820.38
1
26161.97
4
28492.19
9
30810.10
5
33114.76
4
35405.26
9
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
12316.29
14768.12
5
17213.76
1
19652.19
1
22082.42
1
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0
2535.290
4
5069.563
6
7601.803
9
10130.99
9
12656.14
1
0
2603.156
6
5205.320
8
7805.501
7
10402.71
1
12995.96
7
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
24503.47
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
26914.37
29314.17
4
31701.94
9
34076.78
4
36437.78
7
0.03,
38
S.NO
P[kN/m]
Y[m]
0
0,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
15176.23
17690.27
2
20197.28
3
22696.29
3
25186.34
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
27666.48
30135.78
2
32593.33
2
35038.23
6
37469.61
8
0.03,
39
0.03,
S.NO
P[kN/m]
Y[m]
0
0,
15584.29
18166.71
1
20742.27
23310.01
5
25869.00
8
28418.32
3
30957.04
8
33484.28
6
35999.16
38500.80
8
40
P[kN/m]
0
0.002,
2671.0225
0.002,
2738.8883
0.002,
2806.7539
0.002,
2874.6193
0.004,
5341.0763
0.004,
5476.8304
0.004,
5612.5832
0.004,
5748.3346
0.006,
8009.1941
0.006,
8212.8815
0.006,
8416.5643
0.006,
8620.2429
0.008,
10674.411
0.008,
10946.099
0.008,
11217.776
0.008,
11489.444
0.01,
13335.767
0.01,
13675.545
0.01,
14015.302
0.01,
14355.039
0.012,
15992.308
0.012,
16400.287
0.012,
16808.229
0.012,
17216.137
0.014,
18643.085
0.014,
19119.396
0.014,
19595.65
0.014,
20071.851
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 239 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.016,
21287.158
0.016,
21831.956
0.016,
22376.667
0.016,
22921.299
0.018,
23923.599
0.018,
24537.054
0.018,
25150.388
0.018,
25763.61
0.02,
26551.488
0.02,
27233.792
0.02,
27915.932
0.02,
28597.919
0.022,
29169.918
0.022,
29921.281
0.022,
30672.428
0.022,
31423.372
0.024,
31777.995
0.024,
32598.645
0.024,
33419.016
0.024,
34239.128
0.026,
34374.84
0.026,
35265.02
0.026,
36154.851
0.026,
37044.353
0.028,
36959.591
0.028,
37919.56
0.028,
38879.098
0.028,
39838.231
0.03,
39531.4
0.03,
40561.432
0.03,
41590.94
0.03,
42619.957
S.NO
41
Y[m]
S.NO
P[kN/m]
0,
42
Y[m]
0
S.NO
P[kN/m]
0,
43
Y[m]
0
S.NO
P[kN/m]
0,
44
Y[m]
0
P[kN/m]
0,
0
0.002,
2942.4846
0.002,
3010.3472
0.002,
3078.2059
0.002,
3146.0646
0.004,
5884.0849
0.004,
6019.8136
0.004,
6155.5111
0.004,
6291.2086
0.006,
8823.9174
0.006,
9027.5194
0.006,
9231.016
0.006,
9434.5127
0.008,
11761.101
0.008,
12032.587
0.008,
12303.823
0.008,
12575.059
0.01,
14694.758
0.01,
15034.141
0.01,
15373.038
0.01,
15711.935
0.012,
17624.014
0.012,
18031.312
0.012,
18437.771
0.012,
18844.229
0.014,
20548.001
0.014,
21023.234
0.014,
21497.136
0.014,
21971.038
0.016,
23465.856
0.016,
24009.048
0.016,
24550.255
0.016,
25091.463
0.018,
26376.726
0.018,
26987.9
0.018,
27596.257
0.018,
28204.613
0.02,
29279.762
0.02,
29958.948
0.02,
30634.278
0.02,
31309.607
0.022,
32174.127
0.022,
32921.356
0.022,
33663.463
0.022,
34405.571
0.024,
35058.995
0.024,
35874.299
0.024,
36682.97
0.024,
37491.642
0.026,
37933.549
0.026,
38816.961
0.026,
39691.965
0.026,
40566.97
0.028,
40796.985
0.028,
41748.54
0.028,
42689.628
0.028,
43630.715
0.03,
43648.512
0.03,
44668.245
0.03,
45675.148
0.03,
46682.052
A2:
S.NO
1
S.NO
2
S.NO
3
S.NO
4
S.NO
5
S.NO
6
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
32.38742
5
64.47909
9
95.98997
3
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
0,
0.002
,
0.004
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0.006
,
0.008
,
0
47.58357
3
94.67300
2
140.7944
6
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
58.44776
9
116.4373
2
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
69.31150
3
138.1983
9
206.2464
1
273.0614
2
338.2782
7
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
80.17464
4
159.9549
9
238.9544
6
0.01,
126.6556
156.2405
0.01,
36.75774
73.21221
3
109.0700
8
144.0571
7
177.9264
5
0.01,
185.513
228.4478
7
0.01,
173.5247
229.2935
3
283.3665
7
0.01,
0.01,
316.8016
393.1468
4
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 240 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
0.012
,
0.014
,
0.016
,
0.018
,
184.5444
8
211.4066
5
236.7070
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260.3662
4
282.3426
5
302.6291
3
321.2481
6
338.2467
3
353.6911
7
367.6621
7
0.012
,
0.014
,
0.016
,
0.018
,
S.NO
7
S.NO
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
567.8534
3
1126.768
4
1668.360
4
2185.281
8
2671.576
9
3122.879
3
3536.450
5
3911.081
4
4246.895
5
4545.094
4
4807.686
1
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0.022
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,
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0.02,
0.022
,
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,
0.026
,
0.028
,
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5037.225
5236.582
6
5408.760
7
5556.747
2
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0.012
,
0.014
,
0.016
,
0.018
,
0.03,
269.2835
7
307.7760
8
343.7544
4
377.1181
3
407.8312
1
435.9140
3
461.4338
1
484.4946
7
505.2281
1
523.7841
6
0.03,
432.3986
476.9603
9
518.7491
3
557.7172
3
593.8646
6
627.2325
1
657.8962
1
685.9585
6
8
S.NO
9
S.NO
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
635.8318
3
1263.396
5
1874.851
3
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
703.7941
3
1399.903
7
2080.976
2
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
13
210.4642
241.4942
9
270.8801
9
298.5251
7
324.3706
6
348.3932
7
370.6008
5
391.0278
5
409.7305
7
426.7823
9
2463.157
3022.373
8
3547.851
7
4036.308
6
4485.803
7
4895.628
1
5266.137
2
5598.550
8
5894.745
9
6157.059
6388.110
3
6590.655
8
S.NO
14
0.012
,
0.014
,
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,
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,
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,
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,
0.024
,
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,
0.028
,
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2740.293
3372.016
1
3971.361
4
4534.692
7
5059.536
3
5544.529
2
5989.313
6
6394.396
9
6760.993
4
7090.863
7386.157
2
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3
S.NO
0.012
,
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,
0.016
,
0.018
,
0.03,
401.5681
1
462.6441
3
521.2653
6
577.2386
6
630.4189
3
680.7077
1
728.0504
8
772.4329
6
813.8766
9
852.4341
4
0.03,
677.5848
742.2951
9
804.1177
7
862.9571
7
918.7549
7
971.4870
1
1021.160
3
10
S.NO
11
S.NO
12
Y[m]
P[kN/m]
Y[m]
P[kN/m]
Y[m]
P[kN/m]
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
772.4650
4
1542.039
9
2305.877
5
3061.215
6
3805.415
8
4535.999
1
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
840.3589
1
1678.017
2
2510.308
7
3334.635
8
4148.500
7
4949.535
1
5735.525
8
6504.436
6
7254.426
3
7983.861
6
8691.326
1
9375.624
1
10035.78
1
0,
0.002
,
0.004
,
0.006
,
0.008
,
0
908.2488
8
1813.963
7
2714.638
4
3607.823
1
4491.149
3
5362.355
4
6219.307
7
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
15
335.4149
2
385.1643
1
5250.676
5947.372
3
6624.247
5
7279.708
5
7912.416
7
8521.288
8
9105.493
5
9664.442
6
10197.77
9
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.03,
S.NO
16
10671.04
11280.85
4
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
0.01,
0.012
,
0.014
,
0.016
,
0.018
,
467.6684
5
540.0773
6
610.1208
2
0.03,
7060.02
7882.669
6
8685.609
8
9467.378
9
10226.70
7
10962.51
6
11673.92
3
12360.23
2
S.NO
17
0.02,
0.022
,
0.024
,
0.026
,
0.028
,
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 241 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Y[m]
P[kN/m]
0,
0
Y[m]
P[kN/m]
0,
0
Y[m]
P[kN/m]
0,
0
Y[m]
P[kN/m]
0,
0
Y[m]
P[kN/m]
0,
0
0.002,
976.13562
0.002,
1044.0197
0.002,
1111.9014
0.002,
1179.7812
0.002,
1247.6593
0.004,
1949.8846
0.004,
2085.7841
0.004,
2221.6654
0.004,
2357.5312
0.004,
2493.3836
0.006,
2918.8835
0.006,
3123.0575
0.006,
3327.1709
0.006,
3531.2328
0.006,
3735.2501
0.008,
3880.8152
0.008,
4153.6425
0.008,
4426.3296
0.008,
4698.8964
0.008,
4971.3594
0.01,
4833.4302
0.01,
5175.399
0.01,
5517.1011
0.01,
5858.5738
0.01,
6199.848
0.012,
5774.5677
0.012,
6186.2608
0.012,
6597.508
0.012,
7008.3703
0.012,
7418.8981
0.014,
6702.1739
0.014,
7184.2522
0.014,
7665.6499
0.014,
8146.4571
0.014,
8626.7494
0.016,
7614.3188
0.016,
8167.5023
0.016,
8719.7158
0.016,
9271.0827
0.016,
9821.7079
0.018,
8509.2105
0.018,
9134.258
0.018,
9757.9955
0.018,
10380.582
0.018,
11002.155
0.02,
9385.2071
0.02,
10082.894
0.02,
10778.889
0.02,
11473.386
0.02,
12166.556
0.022,
10240.826
0.022,
11011.923
0.022,
11780.916
0.022,
12548.03
0.022,
13313.465
0.024,
11074.748
0.024,
11920.001
0.024,
12762.721
0.024,
13603.157
0.024,
14441.537
0.026,
11885.827
0.026,
12805.931
0.026,
13723.079
0.026,
14637.527
0.026,
15549.522
0.028,
12673.084
0.028,
13668.67
0.028,
14660.898
0.028,
15650.017
0.028,
16636.281
0.03,
13435.713
0.03,
14507.324
0.03,
15575.221
0.03,
16639.625
0.03,
17700.78
S.NO
Y[m]
0,
18
S.NO
P[kN/m]
0
Y[m]
0,
19
S.NO
P[kN/m]
0
Y[m]
0,
20
S.NO
P[kN/m]
0
Y[m]
0,
21
S.NO
P[kN/m]
0
Y[m]
0,
22
P[kN/m]
0
0.002,
1315.5359
0.002,
1383.4113
0.002,
1451.2856
0.002,
1519.1589
0.002,
1587.0313
0.004,
2629.2245
0.004,
2765.0553
0.004,
2900.8773
0.004,
3036.6915
0.004,
3172.4988
0.006,
3939.2288
0.006,
4143.1738
0.006,
4347.0892
0.006,
4550.9786
0.006,
4754.8448
0.008,
5243.7323
0.008,
5516.0263
0.008,
5788.251
0.008,
6060.4146
0.008,
6332.5239
0.01,
6540.9492
0.01,
6881.8991
0.01,
7222.7159
0.01,
7563.4148
0.01,
7904.009
0.012,
7829.1341
0.012,
8239.1138
0.012,
8648.8677
0.012,
9058.4214
0.012,
9467.797
0.014,
9106.5907
0.014,
9586.035
0.014,
10065.128
0.014,
10543.91
0.014,
11022.415
0.016,
10371.681
0.016,
10921.078
0.016,
11469.965
0.016,
12018.397
0.016,
12566.424
0.018,
11622.832
0.018,
12242.716
0.018,
12861.894
0.018,
13480.443
0.018,
14098.427
0.02,
12858.546
0.02,
13549.487
0.02,
14239.492
0.02,
14928.658
0.02,
15617.072
0.022,
14077.403
0.022,
14839.999
0.022,
15601.394
0.022,
16361.71
0.022,
17121.054
0.024,
15278.067
0.024,
16112.935
0.024,
16946.305
0.024,
17778.326
0.024,
18609.126
0.026,
16459.296
0.026,
17367.059
0.026,
18273.001
0.026,
19177.295
0.026,
20080.094
0.028,
17619.938
0.028,
18601.217
0.028,
19580.331
0.028,
20557.476
0.028,
21532.828
0.03,
18758.938
0.03,
19814.342
0.03,
20867.224
0.03,
21917.797
0.03,
22966.258
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 242 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
S.N
O
23
24
25
26
Pile
Diamete
r
(d)[m]
Layer
Medium
strong
Medium
strong
Medium
strong
Medium
strong
GABBR
O
GABBR
O
GABBR
O
GABBR
O
1.5
1.5
1.5
1.5
UCS
[kPa]
Su
[kPa]
y1
K1
K2
3800
0
3800
0
3800
0
3800
0
1900
0
1900
0
1900
0
1900
0
0.0006
0
0.0006
0
0.0006
0
0.0006
0
3800000
0
3800000
0
3800000
0
3800000
0
19000
00
19000
00
19000
00
19000
00
Ultimate
Horizontal
Resistance
Standard
Value (Pu)
[kN/m]
Y[m]
P[kN/m
]
28500
0
0
28500
0.0006
0
22800
28500
0.0036
28500
28500
0.0136
28500
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 243 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Appendix D Vertical T-Z Curves
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 244 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
A1
1500
1500
1500
1500
1500
1500
1500
4
Loose sand
Dense sand
Limit skin friction
qsmax(kpa)
0
qsmax(kpa)
115
Z/D
R
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
1500
0.0000
0.0000
0.0000
0
0
0
0
1500
0.0007
0.0667
0.2458
1
0
1
133.1329
1500
0.0013
0.1333
0.4368
2
0
2
236.6113
1500
0.0020
0.2000
0.5829
3
0
3
315.7083
1500
0.0027
0.2667
0.6926
4
0
4
375.1421
1500
0.0033
0.3333
0.7737
5
0
5
419.0766
1500
0.0040
0.4000
0.8329
6
0
6
451.1208
1500
0.0047
0.4667
0.8757
7
0
7
474.3291
1500
0.0053
0.5333
0.9069
8
0
8
491.2013
1500
0.0060
0.6000
0.9299
9
0
9
503.6825
1500
0.0067
0.6667
0.9474
10
0
10
513.1632
1500
0.0073
0.7333
0.9609
11
0
11
520.4793
1500
0.0080
0.8000
0.9709
12
0
12
525.9118
1500
0.0087
0.8667
0.9770
13
0
13
529.1874
1500
0.0093
0.9333
0.9781
14
0
14
529.7944
1500
0.0100
1.0000
0.9781
15
0
15
529.7944
1500
0.0107
1.0667
0.9781
16
0
16
529.7944
1500
0.0113
1.1333
0.9781
17
0
17
529.7944
1500
0.0120
1.2000
0.9781
18
0
18
529.7944
1500
0.0127
1.2667
0.9781
19
0
19
529.7944
1500
0.0533
5.3333
0.9781
80
0
80
529.7944
A1
1500
1500
1~3
Soil
D(mm)
S.NO
D(m
m)
S.NO
Z/D
0.000
0
0.000
7
0.001
3
0.002
0
0.002
7
0.003
3
0.004
0
0.004
7
0.005
3
5~12
Very weak to weak
CONGLOMERATE
13~15
Medium strong
LIMESTONE
16
Medium strong
GABBRO
qsmax(kp
a)
600
Soil
Limit skin
friction
qsmax(kpa)
309
qsmax(kpa)
550
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
0.0000
0.3295
0
1
0
1
0
931.25649
2
0.7306
3
0.8001
4
0.8486
5
0.8843
6
0.9117
7
0.9334
8
0
853.65178
25
1612.4118
05
1892.6552
85
2072.7842
94
2198.3160
25
2290.8063
98
2361.7835
33
2417.9713
94
0
1
0.6224
0
479.59709
24
905.88226
87
1063.3281
51
1164.5279
03
1235.0539
12
1287.0166
86
1326.8929
3
1358.4602
92
R
0.000
0
0.066
7
0.133
3
0.200
0
0.266
7
0.333
3
0.400
0
0.466
7
0.533
3
2
3
4
5
6
7
8
2
3
4
5
6
7
8
1758.9946
97
2064.7148
56
2261.2192
3
2398.1629
36
2499.0615
25
2576.4911
27
2637.7869
75
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 245 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
0.006
0
0.006
7
0.007
3
0.008
0
0.008
7
0.009
3
0.010
0
0.010
7
0.011
3
0.012
0
0.012
7
0.053
3
0.600
0
0.666
7
0.733
3
0.800
0
0.866
7
0.933
3
1.000
0
1.066
7
1.133
3
1.200
0
1.266
7
5.333
3
0.9510
9
0.9656
10
0.9778
11
1384.0706
83
1405.2649
04
1423.0945
51
11
2463.5562
32
2501.2805
73
2533.0161
91
11
2687.5158
9
2728.6697
16
2763.2903
9
1.0000
12
1455.39
12
2590.5
12
2826
1.0000
13
1455.39
13
2590.5
13
2826
1.0000
14
1455.39
14
2590.5
14
2826
1.0000
15
1455.39
15
2590.5
15
2826
1.0000
16
1455.39
16
2590.5
16
2826
1.0000
17
1455.39
17
2590.5
17
2826
1.0000
18
1455.39
18
2590.5
18
2826
1.0000
19
1455.39
19
2590.5
19
2826
1.0000
80
1455.39
80
2590.5
80
2826
S.NO
P1
Soil
9
10
1~2
9
10
3
Loose sand
4~6
Medium sand
Dense sand
Limit skin friction
qsmax(kpa)
0
qsmax(kpa)
81
qsmax(kpa)
115
D(mm)
Z/D
R
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
1500
0.0000
0.0000
0.0000
0
0
0
0
0
0
1500
0.0007
0.0667
0.2458
1
0
1
93.77188
1
133.1329
1500
0.0013
0.1333
0.4368
2
0
2
166.6567
2
236.6113
1500
0.0020
0.2000
0.5829
3
0
3
222.3684
3
315.7083
1500
0.0027
0.2667
0.6926
4
0
4
264.2305
4
375.1421
1500
0.0033
0.3333
0.7737
5
0
5
295.1757
5
419.0766
1500
0.0040
0.4000
0.8329
6
0
6
317.7459
6
451.1208
1500
0.0047
0.4667
0.8757
7
0
7
334.0927
7
474.3291
1500
0.0053
0.5333
0.9069
8
0
8
345.9766
8
491.2013
1500
0.0060
0.6000
0.9299
9
0
9
354.7677
9
503.6825
1500
0.0067
0.6667
0.9474
10
0
10
361.4454
10
513.1632
1500
0.0073
0.7333
0.9609
11
0
11
366.5984
11
520.4793
1500
0.0080
0.8000
0.9709
12
0
12
370.4248
12
525.9118
1500
0.0087
0.8667
0.9770
13
0
13
372.732
13
529.1874
1500
0.0093
0.9333
0.9781
14
0
14
373.1595
14
529.7944
1500
0.0100
1.0000
0.9781
15
0
15
373.1595
15
529.7944
1500
0.0107
1.0667
0.9781
16
0
16
373.1595
16
529.7944
1500
0.0113
1.1333
0.9781
17
0
17
373.1595
17
529.7944
1500
0.0120
1.2000
0.9781
18
0
18
373.1595
18
529.7944
1500
0.0127
1.2667
0.9781
19
0
19
373.1595
19
529.7944
1500
0.0533
5.3333
0.9781
80
0
80
373.1595
80
529.7944
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 246 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
S.NO
7~14
15~18
Soil
Medium strong LIMESTONE
Medium strong GABBRO
Limit skin friction
qsmax(kpa)
550
qsmax(kpa)
600
P1
D(mm)
Z/D
R
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
1500
1500
0.0000
0.0007
0.0000
0.0667
0.0000
0.3295
0
1
0
853.6517825
0
1
0
931.25649
1500
0.0013
0.1333
0.6224
2
1612.411805
2
1758.994697
1500
0.0020
0.2000
0.7306
3
1892.655285
3
2064.714856
1500
0.0027
0.2667
0.8001
4
2072.784294
4
2261.21923
1500
0.0033
0.3333
0.8486
5
2198.316025
5
2398.162936
1500
0.0040
0.4000
0.8843
6
2290.806398
6
2499.061525
1500
0.0047
0.4667
0.9117
7
2361.783533
7
2576.491127
1500
0.0053
0.5333
0.9334
8
2417.971394
8
2637.786975
1500
0.0060
0.6000
0.9510
9
2463.556232
9
2687.51589
1500
0.0067
0.6667
0.9656
10
2501.280573
10
2728.669716
1500
0.0073
0.7333
0.9778
11
2533.016191
11
2763.29039
1500
0.0080
0.8000
1.0000
12
2590.5
12
2826
1500
0.0087
0.8667
1.0000
13
2590.5
13
2826
1500
0.0093
0.9333
1.0000
14
2590.5
14
2826
1500
0.0100
1.0000
1.0000
15
2590.5
15
2826
1500
0.0107
1.0667
1.0000
16
2590.5
16
2826
1500
0.0113
1.1333
1.0000
17
2590.5
17
2826
1500
0.0120
1.2000
1.0000
18
2590.5
18
2826
1500
0.0127
1.2667
1.0000
19
2590.5
19
2826
1500
0.0533
5.3333
1.0000
80
2590.5
80
2826
S.NO
P2
Soil
1~4
5
Medium sand
Dense sand
Limit skin friction
qsmax(kpa)
81
qsmax(kpa)
115
p(kN/m)
Z(mm)
p(kN/m)
D(mm)
Z/D
R
t/tmax
Z(mm)
1500
0.0000
0.0000
0.0000
0
0
0
0
1500
0.0007
0.0667
0.2458
1
93.77188
1
133.1329
1500
0.0013
0.1333
0.4368
2
166.6567
2
236.6113
1500
0.0020
0.2000
0.5829
3
222.3684
3
315.7083
1500
0.0027
0.2667
0.6926
4
264.2305
4
375.1421
1500
0.0033
0.3333
0.7737
5
295.1757
5
419.0766
1500
0.0040
0.4000
0.8329
6
317.7459
6
451.1208
1500
0.0047
0.4667
0.8757
7
334.0927
7
474.3291
1500
0.0053
0.5333
0.9069
8
345.9766
8
491.2013
1500
0.0060
0.6000
0.9299
9
354.7677
9
503.6825
1500
0.0067
0.6667
0.9474
10
361.4454
10
513.1632
1500
0.0073
0.7333
0.9609
11
366.5984
11
520.4793
1500
0.0080
0.8000
0.9709
12
370.4248
12
525.9118
1500
0.0087
0.8667
0.9770
13
372.732
13
529.1874
1500
0.0093
0.9333
0.9781
14
373.1595
14
529.7944
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 247 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1500
0.0100
1.0000
0.9781
15
373.1595
15
529.7944
1500
0.0107
1.0667
0.9781
16
373.1595
16
529.7944
1500
0.0113
1.1333
0.9781
17
373.1595
17
529.7944
1500
0.0120
1.2000
0.9781
18
373.1595
18
529.7944
1500
0.0127
1.2667
0.9781
19
373.1595
19
529.7944
1500
0.0533
5.3333
0.9781
80
373.1595
80
529.7944
S.NO
P2
D(m
m)
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
Z/D
0.000
0
0.000
7
0.001
3
0.002
0
0.002
7
0.003
3
0.004
0
0.004
7
0.005
3
0.006
0
0.006
7
0.007
3
0.008
0
0.008
7
0.009
3
0.010
0
0.010
7
0.011
3
0.012
0
0.012
7
0.053
3
7~10
Very weak to weak
CONGLOMERATE
11~19
Medium strong
LIMESTONE
20
Medium strong
GABBRO
qsmax(kp
a)
600
Soil
Limit skin
friction
qsmax(kpa)
309
qsmax(kpa)
550
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
0.0000
0
0
0
1
1
0.6224
2
0.7306
3
0.8001
4
0.8486
5
0.8843
6
0.9117
7
0.9334
8
0.9510
9
0.9656
10
0.9778
11
11
0
853.65178
25
1612.4118
05
1892.6552
85
2072.7842
94
2198.3160
25
2290.8063
98
2361.7835
33
2417.9713
94
2463.5562
32
2501.2805
73
2533.0161
91
0
0.3295
0
479.59709
24
905.88226
87
1063.3281
51
1164.5279
03
1235.0539
12
1287.0166
86
1326.8929
3
1358.4602
92
1384.0706
83
1405.2649
04
1423.0945
51
11
931.25649
1758.9946
97
2064.7148
56
2261.2192
3
2398.1629
36
2499.0615
25
2576.4911
27
2637.7869
75
2687.5158
9
2728.6697
16
2763.2903
9
1.0000
12
1455.39
12
2590.5
12
2826
1.0000
13
1455.39
13
2590.5
13
2826
1.0000
14
1455.39
14
2590.5
14
2826
1.0000
15
1455.39
15
2590.5
15
2826
1.0000
16
1455.39
16
2590.5
16
2826
1.0000
17
1455.39
17
2590.5
17
2826
1.0000
18
1455.39
18
2590.5
18
2826
1.0000
19
1455.39
19
2590.5
19
2826
1.0000
80
1455.39
80
2590.5
80
2826
R
0.000
0
0.066
7
0.133
3
0.200
0
0.266
7
0.333
3
0.400
0
0.466
7
0.533
3
0.600
0
0.666
7
0.733
3
0.800
0
0.866
7
0.933
3
1.000
0
1.066
7
1.133
3
1.200
0
1.266
7
5.333
3
1
2
3
4
5
6
7
8
9
10
2
3
4
5
6
7
8
9
10
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 248 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
P3
S.NO
1~7
8
Soil
Medium sand
Dense sand
Limit skin friction
qsmax(kpa)
81
qsmax(kpa)
115
p(kN/m)
Z(mm)
p(kN/m)
D(mm)
Z/D
R
t/tmax
Z(mm)
1500
0.0000
0.0000
0.0000
0
0
0
0
1500
0.0007
0.0667
0.2458
1
93.77188
1
133.1329
1500
0.0013
0.1333
0.4368
2
166.6567
2
236.6113
1500
0.0020
0.2000
0.5829
3
222.3684
3
315.7083
1500
0.0027
0.2667
0.6926
4
264.2305
4
375.1421
1500
0.0033
0.3333
0.7737
5
295.1757
5
419.0766
1500
0.0040
0.4000
0.8329
6
317.7459
6
451.1208
1500
0.0047
0.4667
0.8757
7
334.0927
7
474.3291
1500
0.0053
0.5333
0.9069
8
345.9766
8
491.2013
1500
0.0060
0.6000
0.9299
9
354.7677
9
503.6825
1500
0.0067
0.6667
0.9474
10
361.4454
10
513.1632
1500
0.0073
0.7333
0.9609
11
366.5984
11
520.4793
1500
0.0080
0.8000
0.9709
12
370.4248
12
525.9118
1500
0.0087
0.8667
0.9770
13
372.732
13
529.1874
1500
0.0093
0.9333
0.9781
14
373.1595
14
529.7944
1500
0.0100
1.0000
0.9781
15
373.1595
15
529.7944
1500
0.0107
1.0667
0.9781
16
373.1595
16
529.7944
1500
0.0113
1.1333
0.9781
17
373.1595
17
529.7944
1500
0.0120
1.2000
0.9781
18
373.1595
18
529.7944
1500
0.0127
1.2667
0.9781
19
373.1595
19
529.7944
1500
0.0533
5.3333
0.9781
80
373.1595
80
529.7944
P3
S.NO
9~19
Soil
20~21
Medium strong LIMESTONE
Medium strong GABBRO
Limit skin friction
qsmax(kpa)
550
qsmax(kpa)
600
p(kN/m)
Z(mm)
p(kN/m)
D(mm)
Z/D
R
t/tmax
Z(mm)
1500
0.0000
0.0000
0.0000
0
0
0
0
1500
0.0007
0.0667
0.3295
1
853.6517825
1
931.25649
1500
0.0013
0.1333
0.6224
2
1612.411805
2
1758.994697
1500
0.0020
0.2000
0.7306
3
1892.655285
3
2064.714856
1500
0.0027
0.2667
0.8001
4
2072.784294
4
2261.21923
1500
0.0033
0.3333
0.8486
5
2198.316025
5
2398.162936
1500
0.0040
0.4000
0.8843
6
2290.806398
6
2499.061525
1500
0.0047
0.4667
0.9117
7
2361.783533
7
2576.491127
1500
0.0053
0.5333
0.9334
8
2417.971394
8
2637.786975
1500
0.0060
0.6000
0.9510
9
2463.556232
9
2687.51589
1500
0.0067
0.6667
0.9656
10
2501.280573
10
2728.669716
1500
0.0073
0.7333
0.9778
11
2533.016191
11
2763.29039
1500
0.0080
0.8000
1.0000
12
2590.5
12
2826
1500
0.0087
0.8667
1.0000
13
2590.5
13
2826
1500
0.0093
0.9333
1.0000
14
2590.5
14
2826
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 249 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1500
0.0100
1.0000
1.0000
15
2590.5
15
2826
1500
0.0107
1.0667
1.0000
16
2590.5
16
2826
1500
0.0113
1.1333
1.0000
17
2590.5
17
2826
1500
0.0120
1.2000
1.0000
18
2590.5
18
2826
1500
0.0127
1.2667
1.0000
19
2590.5
19
2826
1500
0.0533
5.3333
1.0000
80
2590.5
80
2826
S.NO
P4
1~7
Soil
8
Medium sand
Dense sand
Limit skin friction
qsmax(kpa)
81
qsmax(kpa)
115
D(mm)
Z/D
R
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
1500
0.0000
0.0000
0.0000
0
0
0
0
1500
0.0007
0.0667
0.2458
1
93.77188
1
133.1329
1500
0.0013
0.1333
0.4368
2
166.6567
2
236.6113
1500
0.0020
0.2000
0.5829
3
222.3684
3
315.7083
1500
0.0027
0.2667
0.6926
4
264.2305
4
375.1421
1500
0.0033
0.3333
0.7737
5
295.1757
5
419.0766
1500
0.0040
0.4000
0.8329
6
317.7459
6
451.1208
1500
0.0047
0.4667
0.8757
7
334.0927
7
474.3291
1500
0.0053
0.5333
0.9069
8
345.9766
8
491.2013
1500
0.0060
0.6000
0.9299
9
354.7677
9
503.6825
1500
0.0067
0.6667
0.9474
10
361.4454
10
513.1632
1500
0.0073
0.7333
0.9609
11
366.5984
11
520.4793
1500
0.0080
0.8000
0.9709
12
370.4248
12
525.9118
1500
0.0087
0.8667
0.9770
13
372.732
13
529.1874
1500
0.0093
0.9333
0.9781
14
373.1595
14
529.7944
1500
0.0100
1.0000
0.9781
15
373.1595
15
529.7944
1500
0.0107
1.0667
0.9781
16
373.1595
16
529.7944
1500
0.0113
1.1333
0.9781
17
373.1595
17
529.7944
1500
0.0120
1.2000
0.9781
18
373.1595
18
529.7944
1500
0.0127
1.2667
0.9781
19
373.1595
19
529.7944
1500
0.0533
5.3333
0.9781
80
373.1595
80
529.7944
S.NO
P4
Soil
9~20
Medium strong LIMESTONE
Limit skin friction
qsmax(kpa)
550
D(mm)
Z/D
R
t/tmax
Z(mm)
p(kN/m)
1500
0.0000
0.0000
0.0000
0
0
1500
0.0007
0.0667
0.3295
1
853.6517825
1500
0.0013
0.1333
0.6224
2
1612.411805
1500
0.0020
0.2000
0.7306
3
1892.655285
1500
0.0027
0.2667
0.8001
4
2072.784294
1500
0.0033
0.3333
0.8486
5
2198.316025
1500
0.0040
0.4000
0.8843
6
2290.806398
1500
0.0047
0.4667
0.9117
7
2361.783533
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 250 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1500
0.0053
0.5333
0.9334
8
2417.971394
1500
0.0060
0.6000
0.9510
9
2463.556232
1500
0.0067
0.6667
0.9656
10
2501.280573
1500
0.0073
0.7333
0.9778
11
2533.016191
1500
0.0080
0.8000
1.0000
12
2590.5
1500
0.0087
0.8667
1.0000
13
2590.5
1500
0.0093
0.9333
1.0000
14
2590.5
1500
0.0100
1.0000
1.0000
15
2590.5
1500
0.0107
1.0667
1.0000
16
2590.5
1500
0.0113
1.1333
1.0000
17
2590.5
1500
0.0120
1.2000
1.0000
18
2590.5
1500
0.0127
1.2667
1.0000
19
2590.5
1500
0.0533
5.3333
1.0000
80
2590.5
1~2
3~6
S.NO
P5
Soil
Loose sand
7~8
Medium sand
Dense sand
Limit skin friction
qsmax(kpa)
0
qsmax(kpa)
81
qsmax(kpa)
115
D(mm)
Z/D
R
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
1500
0.0000
0.0000
0.0000
0
0
0
0
0
0
1500
0.0007
0.0667
0.2458
1
0
1
93.77188
1
133.1329
1500
0.0013
0.1333
0.4368
2
0
2
166.6567
2
236.6113
1500
0.0020
0.2000
0.5829
3
0
3
222.3684
3
315.7083
1500
0.0027
0.2667
0.6926
4
0
4
264.2305
4
375.1421
1500
0.0033
0.3333
0.7737
5
0
5
295.1757
5
419.0766
1500
0.0040
0.4000
0.8329
6
0
6
317.7459
6
451.1208
1500
0.0047
0.4667
0.8757
7
0
7
334.0927
7
474.3291
1500
0.0053
0.5333
0.9069
8
0
8
345.9766
8
491.2013
1500
0.0060
0.6000
0.9299
9
0
9
354.7677
9
503.6825
1500
0.0067
0.6667
0.9474
10
0
10
361.4454
10
513.1632
1500
0.0073
0.7333
0.9609
11
0
11
366.5984
11
520.4793
1500
0.0080
0.8000
0.9709
12
0
12
370.4248
12
525.9118
1500
0.0087
0.8667
0.9770
13
0
13
372.732
13
529.1874
1500
0.0093
0.9333
0.9781
14
0
14
373.1595
14
529.7944
1500
0.0100
1.0000
0.9781
15
0
15
373.1595
15
529.7944
1500
0.0107
1.0667
0.9781
16
0
16
373.1595
16
529.7944
1500
0.0113
1.1333
0.9781
17
0
17
373.1595
17
529.7944
1500
0.0120
1.2000
0.9781
18
0
18
373.1595
18
529.7944
1500
0.0127
1.2667
0.9781
19
0
19
373.1595
19
529.7944
1500
0.0533
5.3333
0.9781
80
0
80
373.1595
80
529.7944
P5
S.NO
9~13
14~23
Soil
Very weak to weak CONGLOMERATE
Medium strong LIMESTONE
Limit skin friction
qsmax(kpa)
309
qsmax(kpa)
550
D(mm)
Z/D
R
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
1500
0.0000
0.0000
0.0000
0
0
0
0
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 251 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1500
0.0007
0.0667
0.3295
1
479.5970924
1
853.6517825
1500
0.0013
0.1333
0.6224
2
905.8822687
2
1612.411805
1500
0.0020
0.2000
0.7306
3
1063.328151
3
1892.655285
1500
0.0027
0.2667
0.8001
4
1164.527903
4
2072.784294
1500
0.0033
0.3333
0.8486
5
1235.053912
5
2198.316025
1500
0.0040
0.4000
0.8843
6
1287.016686
6
2290.806398
1500
0.0047
0.4667
0.9117
7
1326.89293
7
2361.783533
1500
0.0053
0.5333
0.9334
8
1358.460292
8
2417.971394
1500
0.0060
0.6000
0.9510
9
1384.070683
9
2463.556232
1500
0.0067
0.6667
0.9656
10
1405.264904
10
2501.280573
1500
0.0073
0.7333
0.9778
11
1423.094551
11
2533.016191
1500
0.0080
0.8000
1.0000
12
1455.39
12
2590.5
1500
0.0087
0.8667
1.0000
13
1455.39
13
2590.5
1500
0.0093
0.9333
1.0000
14
1455.39
14
2590.5
1500
0.0100
1.0000
1.0000
15
1455.39
15
2590.5
1500
0.0107
1.0667
1.0000
16
1455.39
16
2590.5
1500
0.0113
1.1333
1.0000
17
1455.39
17
2590.5
1500
0.0120
1.2000
1.0000
18
1455.39
18
2590.5
1500
0.0127
1.2667
1.0000
19
1455.39
19
2590.5
1500
0.0533
5.3333
1.0000
80
1455.39
80
2590.5
P6
S.NO
1~2
3~7
Soil
Loose sand
Medium sand
Limit skin friction
qsmax(kpa)
0
qsmax(kpa)
81
D(mm)
Z/D
R
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
1500
0.0000
0.0000
0.0000
0
0
0
0
1500
0.0007
0.0667
0.2458
1
0
1
93.77188
1500
0.0013
0.1333
0.4368
2
0
2
166.6567
1500
0.0020
0.2000
0.5829
3
0
3
222.3684
1500
0.0027
0.2667
0.6926
4
0
4
264.2305
1500
0.0033
0.3333
0.7737
5
0
5
295.1757
1500
0.0040
0.4000
0.8329
6
0
6
317.7459
1500
0.0047
0.4667
0.8757
7
0
7
334.0927
1500
0.0053
0.5333
0.9069
8
0
8
345.9766
1500
0.0060
0.6000
0.9299
9
0
9
354.7677
1500
0.0067
0.6667
0.9474
10
0
10
361.4454
1500
0.0073
0.7333
0.9609
11
0
11
366.5984
1500
0.0080
0.8000
0.9709
12
0
12
370.4248
1500
0.0087
0.8667
0.9770
13
0
13
372.732
1500
0.0093
0.9333
0.9781
14
0
14
373.1595
1500
0.0100
1.0000
0.9781
15
0
15
373.1595
1500
0.0107
1.0667
0.9781
16
0
16
373.1595
1500
0.0113
1.1333
0.9781
17
0
17
373.1595
1500
0.0120
1.2000
0.9781
18
0
18
373.1595
1500
0.0127
1.2667
0.9781
19
0
19
373.1595
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 252 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1500
0.0533
P6
5.3333
0.9781
80
0
80
373.1595
S.NO
8~13
14~24
Soil
Very weak to weak CONGLOMERATE
Medium strong LIMESTONE
Limit skin friction
qsmax(kpa)
309
qsmax(kpa)
550
D(mm)
Z/D
R
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
1500
0.0000
0.0000
0.0000
0
0
0
0
1500
0.0007
0.0667
0.3295
1
479.5970924
1
853.6517825
1500
0.0013
0.1333
0.6224
2
905.8822687
2
1612.411805
1500
0.0020
0.2000
0.7306
3
1063.328151
3
1892.655285
1500
0.0027
0.2667
0.8001
4
1164.527903
4
2072.784294
1500
0.0033
0.3333
0.8486
5
1235.053912
5
2198.316025
1500
0.0040
0.4000
0.8843
6
1287.016686
6
2290.806398
1500
0.0047
0.4667
0.9117
7
1326.89293
7
2361.783533
1500
0.0053
0.5333
0.9334
8
1358.460292
8
2417.971394
1500
0.0060
0.6000
0.9510
9
1384.070683
9
2463.556232
1500
0.0067
0.6667
0.9656
10
1405.264904
10
2501.280573
1500
0.0073
0.7333
0.9778
11
1423.094551
11
2533.016191
1500
0.0080
0.8000
1.0000
12
1455.39
12
2590.5
1500
0.0087
0.8667
1.0000
13
1455.39
13
2590.5
1500
0.0093
0.9333
1.0000
14
1455.39
14
2590.5
1500
0.0100
1.0000
1.0000
15
1455.39
15
2590.5
1500
0.0107
1.0667
1.0000
16
1455.39
16
2590.5
1500
0.0113
1.1333
1.0000
17
1455.39
17
2590.5
1500
0.0120
1.2000
1.0000
18
1455.39
18
2590.5
1500
0.0127
1.2667
1.0000
19
1455.39
19
2590.5
1500
0.0533
5.3333
1.0000
80
1455.39
80
2590.5
P7
S.NO
1~6
Soil
Medium sand
Limit skin friction
qsmax(kpa)
81
D(mm)
Z/D
R
t/tmax
Z(mm)
p(kN/m)
1500
0.0000
0.0000
0.0000
0
0
1500
0.0007
0.0667
0.2458
1
93.77188
1500
0.0013
0.1333
0.4368
2
166.6567
1500
0.0020
0.2000
0.5829
3
222.3684
1500
0.0027
0.2667
0.6926
4
264.2305
1500
0.0033
0.3333
0.7737
5
295.1757
1500
0.0040
0.4000
0.8329
6
317.7459
1500
0.0047
0.4667
0.8757
7
334.0927
1500
0.0053
0.5333
0.9069
8
345.9766
1500
0.0060
0.6000
0.9299
9
354.7677
1500
0.0067
0.6667
0.9474
10
361.4454
1500
0.0073
0.7333
0.9609
11
366.5984
1500
0.0080
0.8000
0.9709
12
370.4248
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 253 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1500
0.0087
0.8667
0.9770
13
372.732
1500
0.0093
0.9333
0.9781
14
373.1595
1500
0.0100
1.0000
0.9781
15
373.1595
1500
0.0107
1.0667
0.9781
16
373.1595
1500
0.0113
1.1333
0.9781
17
373.1595
1500
0.0120
1.2000
0.9781
18
373.1595
1500
0.0127
1.2667
0.9781
19
373.1595
1500
0.0533
5.3333
0.9781
80
373.1595
S.NO
P7
D(m
m)
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
1500
Z/D
0.000
0
0.000
7
0.001
3
0.002
0
0.002
7
0.003
3
0.004
0
0.004
7
0.005
3
0.006
0
0.006
7
0.007
3
0.008
0
0.008
7
0.009
3
0.010
0
0.010
7
0.011
3
0.012
0
0.012
7
7~11
Very weak to weak
CONGLOMERATE
12~21
Medium strong
LIMESTONE
22
Medium strong
GABBRO
qsmax(kp
a)
600
Soil
Limit skin
friction
qsmax(kpa)
309
qsmax(kpa)
550
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
0.0000
0
0
0
1
1
0.6224
2
0.7306
3
0.8001
4
0.8486
5
0.8843
6
0.9117
7
0.9334
8
0.9510
9
0.9656
10
0.9778
11
11
0
853.65178
25
1612.4118
05
1892.6552
85
2072.7842
94
2198.3160
25
2290.8063
98
2361.7835
33
2417.9713
94
2463.5562
32
2501.2805
73
2533.0161
91
0
0.3295
0
479.59709
24
905.88226
87
1063.3281
51
1164.5279
03
1235.0539
12
1287.0166
86
1326.8929
3
1358.4602
92
1384.0706
83
1405.2649
04
1423.0945
51
11
931.25649
1758.9946
97
2064.7148
56
2261.2192
3
2398.1629
36
2499.0615
25
2576.4911
27
2637.7869
75
2687.5158
9
2728.6697
16
2763.2903
9
1.0000
12
1455.39
12
2590.5
12
2826
1.0000
13
1455.39
13
2590.5
13
2826
1.0000
14
1455.39
14
2590.5
14
2826
1.0000
15
1455.39
15
2590.5
15
2826
1.0000
16
1455.39
16
2590.5
16
2826
1.0000
17
1455.39
17
2590.5
17
2826
1.0000
18
1455.39
18
2590.5
18
2826
1.0000
19
1455.39
19
2590.5
19
2826
R
0.000
0
0.066
7
0.133
3
0.200
0
0.266
7
0.333
3
0.400
0
0.466
7
0.533
3
0.600
0
0.666
7
0.733
3
0.800
0
0.866
7
0.933
3
1.000
0
1.066
7
1.133
3
1.200
0
1.266
7
1
2
3
4
5
6
7
8
9
10
2
3
4
5
6
7
8
9
10
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 254 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1500
0.053
3
5.333
3
1.0000
80
1455.39
P8
80
2590.5
80
2826
S.NO
1~5
6~7
Soil
Medium sand
Dense sand
Limit skin friction
qsmax(kpa)
81
qsmax(kpa)
115
D(mm)
Z/D
R
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
1500
0.0000
0.0000
0.0000
0
0
0
0
1500
0.0007
0.0667
0.2458
1
93.77188
1
133.1329
1500
0.0013
0.1333
0.4368
2
166.6567
2
236.6113
1500
0.0020
0.2000
0.5829
3
222.3684
3
315.7083
1500
0.0027
0.2667
0.6926
4
264.2305
4
375.1421
1500
0.0033
0.3333
0.7737
5
295.1757
5
419.0766
1500
0.0040
0.4000
0.8329
6
317.7459
6
451.1208
1500
0.0047
0.4667
0.8757
7
334.0927
7
474.3291
1500
0.0053
0.5333
0.9069
8
345.9766
8
491.2013
1500
0.0060
0.6000
0.9299
9
354.7677
9
503.6825
1500
0.0067
0.6667
0.9474
10
361.4454
10
513.1632
1500
0.0073
0.7333
0.9609
11
366.5984
11
520.4793
1500
0.0080
0.8000
0.9709
12
370.4248
12
525.9118
1500
0.0087
0.8667
0.9770
13
372.732
13
529.1874
1500
0.0093
0.9333
0.9781
14
373.1595
14
529.7944
1500
0.0100
1.0000
0.9781
15
373.1595
15
529.7944
1500
0.0107
1.0667
0.9781
16
373.1595
16
529.7944
1500
0.0113
1.1333
0.9781
17
373.1595
17
529.7944
1500
0.0120
1.2000
0.9781
18
373.1595
18
529.7944
1500
0.0127
1.2667
0.9781
19
373.1595
19
529.7944
1500
0.0533
5.3333
0.9781
80
373.1595
80
529.7944
P8
S.NO
8~18
Soil
Medium strong LIMESTONE
Limit skin friction
qsmax(kpa)
550
D(mm)
Z/D
R
t/tmax
Z(mm)
p(kN/m)
1500
0.0000
0.0000
0.0000
0
0
1500
0.0007
0.0667
0.3295
1
853.6517825
1500
0.0013
0.1333
0.6224
2
1612.411805
1500
0.0020
0.2000
0.7306
3
1892.655285
1500
0.0027
0.2667
0.8001
4
2072.784294
1500
0.0033
0.3333
0.8486
5
2198.316025
1500
0.0040
0.4000
0.8843
6
2290.806398
1500
0.0047
0.4667
0.9117
7
2361.783533
1500
0.0053
0.5333
0.9334
8
2417.971394
1500
0.0060
0.6000
0.9510
9
2463.556232
1500
0.0067
0.6667
0.9656
10
2501.280573
1500
0.0073
0.7333
0.9778
11
2533.016191
1500
0.0080
0.8000
1.0000
12
2590.5
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 255 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1500
0.0087
0.8667
1.0000
13
2590.5
1500
0.0093
0.9333
1.0000
14
2590.5
1500
0.0100
1.0000
1.0000
15
2590.5
1500
0.0107
1.0667
1.0000
16
2590.5
1500
0.0113
1.1333
1.0000
17
2590.5
1500
0.0120
1.2000
1.0000
18
2590.5
1500
0.0127
1.2667
1.0000
19
2590.5
1500
0.0533
5.3333
1.0000
80
2590.5
A2
S.NO
1~6
7
Soil
Loose sand
Dense sand
Limit skin friction
qsmax(kpa)
0
qsmax(kpa)
115
D(mm)
Z/D
R
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
1500
0.0000
0.0000
0.0000
0
0
0
0
1500
0.0007
0.0667
0.2458
1
0
1
133.1329
1500
0.0013
0.1333
0.4368
2
0
2
236.6113
1500
0.0020
0.2000
0.5829
3
0
3
315.7083
1500
0.0027
0.2667
0.6926
4
0
4
375.1421
1500
0.0033
0.3333
0.7737
5
0
5
419.0766
1500
0.0040
0.4000
0.8329
6
0
6
451.1208
1500
0.0047
0.4667
0.8757
7
0
7
474.3291
1500
0.0053
0.5333
0.9069
8
0
8
491.2013
1500
0.0060
0.6000
0.9299
9
0
9
503.6825
1500
0.0067
0.6667
0.9474
10
0
10
513.1632
1500
0.0073
0.7333
0.9609
11
0
11
520.4793
1500
0.0080
0.8000
0.9709
12
0
12
525.9118
1500
0.0087
0.8667
0.9770
13
0
13
529.1874
1500
0.0093
0.9333
0.9781
14
0
14
529.7944
1500
0.0100
1.0000
0.9781
15
0
15
529.7944
1500
0.0107
1.0667
0.9781
16
0
16
529.7944
1500
0.0113
1.1333
0.9781
17
0
17
529.7944
1500
0.0120
1.2000
0.9781
18
0
18
529.7944
1500
0.0127
1.2667
0.9781
19
0
19
529.7944
1500
0.0533
5.3333
0.9781
80
0
80
529.7944
A2
S.NO
8~9
10~16
Soil
Very weak to weak CONGLOMERATE
Medium strong LIMESTONE
Limit skin friction
qsmax(kpa)
309
qsmax(kpa)
550
D(mm)
Z/D
R
t/tmax
Z(mm)
p(kN/m)
Z(mm)
p(kN/m)
1500
0.0000
0.0000
0.0000
0
0
0
0
1500
0.0007
0.0667
0.3295
1
479.5970924
1
853.6517825
1500
0.0013
0.1333
0.6224
2
905.8822687
2
1612.411805
1500
0.0020
0.2000
0.7306
3
1063.328151
3
1892.655285
1500
0.0027
0.2667
0.8001
4
1164.527903
4
2072.784294
1500
0.0033
0.3333
0.8486
5
1235.053912
5
2198.316025
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 256 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1500
0.0040
0.4000
0.8843
6
1287.016686
6
2290.806398
1500
0.0047
0.4667
0.9117
7
1326.89293
7
2361.783533
1500
0.0053
0.5333
0.9334
8
1358.460292
8
2417.971394
1500
0.0060
0.6000
0.9510
9
1384.070683
9
2463.556232
1500
0.0067
0.6667
0.9656
10
1405.264904
10
2501.280573
1500
0.0073
0.7333
0.9778
11
1423.094551
11
2533.016191
1500
0.0080
0.8000
1.0000
12
1455.39
12
2590.5
1500
0.0087
0.8667
1.0000
13
1455.39
13
2590.5
1500
0.0093
0.9333
1.0000
14
1455.39
14
2590.5
1500
0.0100
1.0000
1.0000
15
1455.39
15
2590.5
1500
0.0107
1.0667
1.0000
16
1455.39
16
2590.5
1500
0.0113
1.1333
1.0000
17
1455.39
17
2590.5
1500
0.0120
1.2000
1.0000
18
1455.39
18
2590.5
1500
0.0127
1.2667
1.0000
19
1455.39
19
2590.5
1500
0.0533
5.3333
1.0000
80
1455.39
80
2590.5
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 257 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
Appendix E RSI ANALYSIS REPORT
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
P2319-PFJ-ECB-CA-30001-AD
PAGE 258 OF 285
FUJAIRAH STATION - FOUNDATION DESIGN REPORT
(UBR AT 0+496.090)
1 Analysis and Design Methodology
1.1 Basis of Design
The passage of one or more trains crossing a rail bridge causes forces and moments to occur in the rails that, in
turn, induce displacements in the supporting bridge deck, bearings and piers. As part of the design process for
rail bridges it is necessary to ensure that any interaction between the track and the bridge as a result of
temperature and train loading is within specified design limits.
According to the Union Internationale des Chemins de fer (International Union of Railways) UIC774-3 Code of
Practice, the track-structure interaction effects should be evaluated in terms of the longitudinal reactions at
support locations, rail stresses induced by the temperature and train loading effects in addition to the absolute
and relative displacements of the rails and deck. To assess the behaviour these interaction effects should be
evaluated through the use of a series of nonlinear analyses where all thermal and train loads are taken into
account. These loads should be:

Thermal loading on the bridge deck

Thermal loading on the rail if any rail expansion devices are fitted

Vertical loads associated with the trainsets

Longitudinal braking and/or acceleration loads associated with the trainsets
Representation of Structural System for Evaluation of Interaction Effects
UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY
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Typical Model of Track-Deck-Bearing System
The interaction between the track and the bridge is approximated in the UIC774-3 Code of Practice by a bilinear
relationship as indicated in the following figure. The resistance of the track to the longitudinal displacements
for a particular track type is a function of both the relative displacement of the rail to the supporting structure
and the loading applied to the track. If the track is subjected to no train loads then the ultimate resistance of
the track to relative movement is governed by the lower curve in the figure (based on the track type).
Application of train loads increases the resistance of the track to the relative displacements and the upper curve
should be used for the interaction between the track and bridge where these train loads are present – unloaded
resistance is still used for all other locations.
Resistance (k) of the Track per Unit Length versus Longitudinal Relative Displacement of Rails
The values of displacement and resistance to use in these bilinear curves are governed by the track structure
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and maintenance procedures adopted and will be specified in the design specifications for the structure. Typical
values are listed in the Code of Practice for ballast, frozen ballast and track without ballast for moderate to good
maintenance.
Longitudinal resistance of the ballast (UIC 774-3)
Left and Right Embankment Length
Defines the lengths of the left and right embankments in the model illustrated in the figure below. These lengths
should be sufficiently long to allow the trainset loading to be placed in the model and, according to the UIC7743 Code of Practice, should be greater than 100m (Clause 1.7.3).
Due to the calculated bridge being located at the end of the track, the length of the left embankment is taken
as 100m, and the length of the right embankment is taken as 27m based on the actual length.
Number of Tracks
For two tracks, one track should take the braking load of a trainset and the other the acceleration load of a
separate trainset in accordance with the UIC77-3 Code of Practice (Clause 1.4.3). Each track consists of two rails
which act together (see the Geometric Properties section).
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The Geometric Properties of track section
Spring Support for Each Abutment/Pier
The bearings are modelled separately the supports should be set to take account of the displacement at the top
of the support due to elastic deformation, the displacement at the top of the support due to the rotation of the
foundation and the displacement at the top of the support due to the longitudinal movement of the foundation.
If the piers are physically modelled then the spring support for the pier should represent the longitudinal
stiffness of the foundation at the base of the pier.
When the pier/foundation system is modelled as a spring this spring can be calculated by combining the
component movements associated with the pier as indicated below and described further in the UIC774-3 Code
of Practice:
where
dp = displacement at top of support due to elastic deformation
d = displacement at top of support due to rotation of the foundation
dh = displacement at top of support due to horizontal movement of the foundation
db = relative displacement between the upper and lower parts of bearing (Only included if bearings effects
lumped into support conditions)
and the total spring stiffness is calculated from:
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Component Behaviour for Calculating Support Stiffness
Permissible Additionai Stresses in CWR on Bridge
In accordance with the UIC77-3 Code of Practice (Clause 1.5.2).
Theoretical stability calculations, on UIC 60 CWR, of a steel grade giving at least 900 MPa strength,minimum
curve radius 1500 m, laid on ballasted track with concrete sleepers and consolidated> 30 cm deep ballast, well
consolidated ballast, give a total possible value for the increase of rail stresses due to the track/bridge
interaction.

The maximum permissible additional compressive rail stress is 72 MPa.

The maximum permissible additional tensile rail stress is 92 MPa.
In case of other rails than UIC 60 the permissible additional compression and tensile rail stressesshould be
specified by the relevant authority.

In this report, the calculation assumes that the rail is UIC 60.
Absolute and Relative Displacement
Limits have to be placed on the displacement of the deck and track in order to prevent excessive deconsolidation
of the ballast because, if this were to occur, the conditions mentioned in the previous section might no longer
be met. The displacement limits also play a role in limiting indirectly theadditional longitudinal stress in the rails.
These limits are as follows:

The maximum permissible displacement between rail and deck or embankment under braking and/ or
acceleration forces is 4 mm;

For the same braking and/or acceleration forces, the maximum absolute horizontal displacement of the
deck δabs is ± 5 mm if the rails run across one or both ends of the bridge/embankment transition;

In the case of CWR on ballasted track with expansion devices, the maximum permissible absolutehorizontal
displacement of the deck under the same loads is 30 mm.
End Rotations of the Deck
The end rotation of a bridge deck due to traffic loads is an important factor for determining satisfactory
track/bridge interaction behaviour. In order to determine an appropriate limit to the end rotation of abridge
deck it is necessary to consider also other criteria such as dynamic effects (ballast maintenance) and passenger
comfort.
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Under vertical load, the displacement of the upper edge of the deck end must also be limited, inorder to
maintain ballast stability. Obviously, the effects of this displacement must be added to theeffects of
temperature variation and of braking/acceleration. This limit results in a maximum permissible value for deck
end rotation:

In the case of CWR on ballasted track, the permissible displacement between the top of the deck end and
the embankment or between the top of two consecutive deck ends due to vertical bending is:
δ(H) = 8 mm in the three cases
For a single-track deck, this rotation is determined under the effect of a LM 71 multiplied by the corresponding
dynamic factor. For a multiple-track deck, a maximum of two tracks are loaded.
The maximum vertical displacement of the upper surface of the end of a deck relative to the adjacent
construction has to be limited. The permissible value should be specified by the relevant authority.
Rail Expansion Devices
It is preferable to avoid expansion devices in the track, but one should always be inserted at the free end of the
deck if the total additional rail stress or the above mentioned displacements exceed the permissible values.
1.2 Analysis Model
A three-dimensional model with the superstructure and substructure modelled as line elements shall be
prepared for analysing the bridges.
The software used for analysis of these structure shall be MIDAS.
Analysis Model
Rail-structure Interaction
To consider the rail-structure interaction elastic link is used with a bi-linear force deformation function as
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specified in UIC 774-3.
Longitudinal resistance of the ballast (UIC 774-3)
Boundary of the Bottom of Pier/Abutment
By establishing an independent model with only foundations and applying a unit force in the model to obtain
the stiffness of the foundations.
Analysis Model for calculating foundation stiffness
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Boundary of the Bottom of Pier/Abutment
Table 1: Boundary of the Bottom of Pier/Abutment
PIER/ABUTMENT
PIER 1
PIER 2
PIER 3
PIER 4
PIER 5
PIER 6
PIER 7
PIER 8
ABUTMENT 1
ABUTMENT 2
SDX
kN/m
921150
1.23E+06
1.06E+06
1.65E+06
1.09E+06
1.22E+06
1.66E+06
1.42E+06
5.07E+06
2.14E+06
SDY
kN/m
1.26E+06
1.77E+06
1.47E+06
1.22E+06
867002
949938
1.20E+06
1.73E+06
5.03E+06
2.07E+06
SDZ
kN/m
9.92E+06
8.32E+06
8.13E+06
1.05E+07
1.42E+07
1.42E+07
9.17E+06
8.33E+06
3.25E+07
2.10E+07
SRX
kN*m/rad
1.43E+08
1.23E+08
1.20E+08
6.49E+07
8.06E+07
8.06E+07
5.85E+07
1.25E+08
1.11E+09
7.14E+08
SRY
kN*m/rad
5.92E+07
5.38E+07
5.26E+07
1.54E+08
2.00E+08
2.00E+08
1.35E+08
7.46E+07
6.25E+08
4.00E+08
SRZ
kN*m/rad
3.19E+07
4.95E+07
3.97E+07
4.15E+07
2.45E+07
2.79E+07
4.37E+07
5.38E+07
2.50E+08
1.00E+08
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2 Calculation Loads
2.1 Vertical Live Loads
Traffic Load based AREMA loading
The train live load shall be Cooper E80 (EM360) in accordance with AREMA Chapter 8-2, 2.2.3 c) live load
having critical axle load of 360kN.
Cooper E80- EM360
The design shall consider full live load on both tracks.
Traffic Load based on Eurocode-UIC LM71, SW/0, SW/2 load models
Rail traffic actions shall be defined through load models based on EN 1991-2 Section 6.3:
c. Load Model 71 (and Load Model SW/0 for continuous bridges) to represent normal rail traffic on mainline
railways;
d. Load model SW/2 to represent heavy loads.
3) Load Model 71
The load arrangement and characteristic values for vertical loads shall be taken as shown in Figure 5.
Load Model 71 and characteristic values for vertical loads
4) Load Model SW0 and SW2:
The Load arrangement shall be as shown Figure 6:
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Characteristic values for vertical loads for Load Models SW/0 and SW/2
For design of structures maximum design speed for based on Eurocode-UIC LM71, SW/0, SW/2 load models
shall be 200 km /h.
Walkway Live Load
Walkways is considered to be loaded with a uniformly distributed load of 5kN/m2.
Impact Load
A.2.1.Impact (I)
span length, L
=
34/40/42/44
m
Impact in percentages of the live load
=
20
%
applied at the top of rail
2.2 Longitudinal Force due to Live Load
Live Load Cooper E80 (EM360)
A.2.2.Longitudinal Force from Live Load (LF)
For superstructure elements,L
=
40
m
For substructure elements,L
=
365.1
m
Force due to braking(For superstructure elements)
=
900
kN
acting 2450 mm above top of rail
Force due to traction(For superstructure elements)
=
1264.911064
kN
acting 900 mm above top of rail
Force due to braking(For substructure elements)
=
6589.25
kN=18 kN/m
acting 2450 mm above top of rail
Force due to traction(For substructure elements)
=
3821.518023
kN=10.5 kN/m
acting 900 mm above top of rail
Live Load LM71
Traction and braking forces act at the top of the rails in the longitudinal direction of the track. They shall be
considered as uniformly distributed over the corresponding influence length La,b for traction and braking effects
for the structural element considered. The direction of the traction and braking forces shall take account of the
permitted direction(s) of travel on each track.
The characteristic values of traction and braking forces shall be taken as follows:

Traction force: Qlak = 33 [kN/m] La,b [m] ≤1000 [kN]

Braking force: Qlbk = 20 [kN/m] La,b [m] ≤ 6000 [kN]
Live Load SW/2
The characteristic values of traction and braking forces shall be taken as follows:
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
Traction force: Qlak = 33 [kN/m] La,b [m] ≤1000 [kN]

Braking force: Qlbk = 35 [kN/m] La,b [m]
For Load Models SW/0 and SW/2 traction and braking forces need only to be applied to those parts of the
structure which are loaded.
Traction and braking may be neglected for the Load Model “unloaded train”.
2.3 Creep and Shrinkage
Short term and long term creep and shrinkage effects are calculated based on the CEB-FIP 1990 Model Code.
For shrinkage calculations purposes, the average humidity ratio shall be taken at 60%.The cement type is 42.5N.
Creep calculations are done at 20,000 days (55 years).
2.4 Temperature Load
As per Clause 1.4.2 in UIC 774-3, the difference in temperature between deck and track does not exceed 20°C
(in the case of track with an expansion device).
So, temperature differential of ±20˚°C between rails and deck should be considered as per UIC 774-3.
2.5 Rail-Structure Interaction
The design consider Rail-Structure interaction and normal stress variations of continuous welded rail on the
structure due to temperature variations and train loads.
The analysis are carried out to EN 1991-2 Section 6.5.4 & UIC-774-3 and consider:

Different expansions between the supporting structural and the rails;

Rotations at deck ends due to deck flexure;

Acceleration/braking horizontal loads;

Deformation of the structure due to vertical & horizontal loads due to live load;

Creep and Shrinkage effects.
3 Load Combinations
Rail-structure interaction (RSI) load combinations: L+I+LF+T+P+CS
D = Dead Load, SDL, Pre-Stress Load
I = Impact
L = Vertical Live Load
P=Crowd load
LF = Longitudinal Force from Live Load
T = Temperature load
CS = Creep and Shrinkage.
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4 Rail Structure Interaction (RSI) Results
4.1 Support Reactions
Support Reactions due to Temperature (Linear)
Support Reactions due to Temperature +20°C (kN)
Support Reactions due to Temperature -20°C (kN)
Support Reactions due to Vertical Live Load (include Impact Load)
(Linear)
4.1.2.1 Cooper E80
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Support Reactions due to Vertical Live Load (kN)
4.1.2.2 LM 71
Support Reactions due to Vertical Live Load (kN)
4.1.2.3 SW/2
Support Reactions due to Vertical Live Load (kN)
Support Reactions due to Braking
4.1.3.1 Cooper E80
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Support Reactions due to Braking (kN)
4.1.3.2 LM 71
Support Reactions due to Braking (kN)
4.1.3.3 SW/2
Support Reactions due to Braking (kN)
Support Reactions due to Traction
4.1.4.1 Cooper E80
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Support Reactions due to Traction (kN)
4.1.4.2 LM 71
Support Reactions due to Traction (kN)
4.1.4.3 SW/2
Support Reactions due to Traction (kN)
Support Reactions due to Creep and Shrinkage (Linear)
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Support Reactions due to Creep and Shrinkage (kN)
Support Reactions due to Crowd
Support Reactions due to Crowd (kN)
4.2 Support Reactions due to Live Load
L+I+LF (Cooper E80)
Support Reactions (kN)
L+I+LF (LM 71)
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Support Reactions (kN)
L+I+LF (SW/2)
Support Reactions (kN)
Conclusion of Support Reactions on Abutment and Pier
The summary of support reactions is as follows.
L+I+LF (Cooper E80)
Location
(kN)
Abutment 1
0
Pier 1
-1589
Pier 2
-1976
Pier 3
-2053
Pier 4
-2479
Pier 5
-2315
Pier 6
-2553
Pier 7
-2358
Pier 8
-1999
Abutment 2
0
L+I+LF (LM 71)
(kN)
0
-775
-1067
-1267
-1619
-1563
-1759
-1706
-1711
0
L+I+LF (SW/2)
(kN)
0
/
/
/
/
/
/
/
-1202
0
It should be noted that for the live load case of L+I+LF (SW/2), we have selected the most critical load distribution
for Pier 8.
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Although the track is not within our design task, we need to verify the longitudinal forces used for bearings and
substructure calculations. So the main purpose of this report is to obtain the critical longitudinal forces acting
on the bearings and substructure through the analysis of RSI, and to prove that the horizontal force previously
used for the design of piers was conservative.
From the above analysis, it can be seen that the support reactions are controlled by load combination with live
load Cooper E80.
Therefore, only the calculation of Cooper E80 live load will be carried out below, and the calculation for the
other two types of live load will not be conducted.
4.3 Support Reactions due to Load Combination
Critical vertical loads for Each Pier
Through a linear analysis model, the vertical live load distribution corresponding to the maximum horizontal
reaction force of each pier is obtained using load tracking function of Midas Civil, and then a nonlinear model
is used to solve each load case for each pier.
L+I+LF+T+P+CS (Envelop)
The maximum horizontal reaction force of each pier is as follows.
The Maximum Horizontal Support Reactions (kN)
Breaking Force + FF (Geted from Static Calculation Model)
Location
Abutment 1
Pier 1
Pier 2
Pier 3
Pier 4
Pier 5
Pier 6
Pier 7
Pier 8
Abutment 2
Breaking Force + FF
Shear Force of Pier (kN)
0
-2527
-2524
-2524
-2521
-2524
-2683
-2524
-3148
0
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4.4 Check for Shear Force of Piers
Location
Abutment 1
Pier 1
Pier 2
Pier 3
Pier 4
Pier 5
Pier 6
Pier 7
Pier 8
Abutment 2
L+I+LF+T+P+CS
(RSI)
Support Reaction(kN)
0
-1475
-1879
-2094
-2299
-2210
-2316
-2210
-2195
0
Breaking Force + FF
(Static Calculation Model)
Shear Force of Pier (kN)
0
-2527
-2524
-2524
-2521
-2524
-2683
-2524
-3148
0
Conclusion
Safe
Safe
Safe
Safe
Safe
Safe
Safe
Safe
Safe
Safe
The above results show that the horizontal force previously used for the design of piers was conservative, and
RSI force does not affect the design of the bridge.
4.5 Check for Shear Capacity of Bearings
Table 2: Check for Shear Capacity of Bearings
Location
Abutment 1
Pier 1
Pier 2
Pier 3
Pier 4
Pier 5
Pier 6
Pier 7
Pier 8
Abutment 2
L+I+LF+T+P+CS
(RSI)
Bearing Reaction(kN)
0
1475/2=738
1879/2=940
2094/2=1047
2299/2=1150
2210/2=1105
2316/2=1158
2210/2=1105
2195/2=1098
0
Seismic Limit State
(Seismic Calculation Model)
Shear Force of Bearings (kN)
0
3750
4150
4000
4850
4700
4750
4950
3200
0
Conclusion
Safe
Safe
Safe
Safe
Safe
Safe
Safe
Safe
Safe
Safe
The above results show that the shear capacity design of the bearings is governed by Seismic Limit State, and
the seismic horizontal force is much greater than the horizontal force obtained by RSI analysis. So,RSI force
does not affect the design of the bearings.
4.6 Axial Stresses in rail
Stress in Rail due to Temperature (Linear)
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Stress in Rail due to Temperature (MPa)
Stress in Rail due to Vertical Live Load (include Impact Load) (Linear)
4.6.2.1 Cooper E80
Stress in Rail due to Live Load Cooper E80(MPa)
4.6.2.2 LM 71
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Stress in Rail due to Live Load LM 71 (MPa)
4.6.2.3 SW/2
Stress in Rail due to Live Load SW/2 (MPa)
Stress in Rail due to Braking
4.6.3.1 Cooper E80
Stress in Rail due to Braking Cooper E80(MPa)
4.6.3.2 LM 71
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Stress in Rail due to Braking LM 71(MPa)
4.6.3.3 SW/2
Stress in Rail due to Braking SW/2(MPa)
Stress in Rail due to Traction
4.6.4.1 Cooper E80
Stress in Rail due to Traction Cooper E80(MPa)
4.6.4.2 LM 71
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Stress in Rail due to Traction LM 71(MPa)
4.6.4.3 SW/2
Stress in Rail due to Traction SW/2(MPa)
Stress in Rail due to Creep and Shrinkage (Linear)
Stress in Rail due to Traction Creep and Shrinkage (MPa)
Stress in Rail due to Crowd
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Stress in Rail due to Traction Crowd(MPa)
4.7 Axial Stresses in rail due to Live Load
L+I+LF (Cooper E80)
Axial Stress in Rail (MPa)
L+I+LF (LM 71)
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Axial Stress in Rail (MPa)
L+I+LF (SW/2)
Axial Stress in Rail (MPa)
Conclusion of Axial Stresses in rail
The summary of Axial Stresses in rail is as follows.
L+I+LF (Cooper E80)
Location
(MPa)
Tensile Stress(max)
63.59
Compressive Stress(min)
-49.18
L+I+LF (LM 71)
(MPa)
54.91
-53.88
L+I+LF (SW/2)
(MPa)
58.07
-47.91
It should be noted that for the live load case of L+I+LF (SW/2), we have selected the most critical load distribution
for Pier 8.
From the above analysis, it can be seen that the Axial Stresses in rail are controlled by load combination with
live load Cooper E80.
Therefore, only the calculation of Cooper E80 live load will be carried out below, and the calculation for the
other two types of live load will not be conducted.
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4.8 Axial Stresses in rail due to Load Combination
L+I+LF+T+P+CS (Envelop)
The Axial Stresses in rail are as follows.
Axial Stress in Rail (MPa)
4.9 Check for Axial Stress in Rail
Axial Stress: Maximum tensile stress = 87.44 MPa < 92 MPa Hence, Safe;
Axial Stress: Maximum compressive stress = 61.24 MPa < 72 MPa Hence, Safe;
From the above result, it can be concluded that the additional stresses due to rail structure interaction satisfy
the permissible limit as suggested by UIC 774-3.
4.10 Horizontal displacement for Braking and Traction loads
Horizontal displacement for Braking and Traction loads
For the braking and/or acceleration forces, the maximum absolute horizontal displacement of the deck δabs is
4.1mm<5mm, OK.
At the same time, the maximum displacement between rail and deck or embankment under braking and/ or
acceleration forces is lless than 4 mm; OK.
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END OF DOCUMENT
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