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 This document including its attachments is the property of Etihad Rail. It contains confidential proprietary information and may be legally privilege. The reproduction, distribution, utilization or communication of this document, or any part thereof, is strictly prohibited unless expressly permitted by Etihad Rail. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 1 OF 285 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 This document including its attachments is the property of Etihad Rail. It contains confidential proprietary information and may be legally privilege. The reproduction, distribution, utilization or communication of this document, or any part thereof, is strictly prohibited unless expressly permitted by Etihad Rail. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 2 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 3 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 4 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 5 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 6 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 7 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 8 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 9 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 10 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 11 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 12 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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, UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 13 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 14 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 15 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 16 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 17 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 18 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 19 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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: UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 20 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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: UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 21 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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; UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 22 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) (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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 23 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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). UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 24 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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] UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 25 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 26 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 27 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 28 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 29 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 30 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 475(years) Return Period Seismic response spectrum 2475(years) Return Period Seismic response spectrum UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 31 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 32 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 6.2 Earthquake Load Combinations 6.3 Load Combinations UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 33 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 34 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 (%) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 35 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) (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 - UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 36 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) (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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 37 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) (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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 38 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 39 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 40 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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: UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 41 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 42 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 43 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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] UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 44 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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° UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 45 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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: UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 46 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 47 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 48 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 49 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 50 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 51 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 52 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 53 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 54 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 55 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 56 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 57 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 58 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 59 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 60 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 61 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 62 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 63 OF 285 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 64 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 65 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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: UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 66 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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: UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 67 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 68 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 69 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 70 OF 285 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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 71 OF 285 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 72 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 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 P2319-PFJ-ECB-CA-30001-AD PAGE 73 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 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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD 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: UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 100 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 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 101 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 102 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 = 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 103 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 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 104 OF 285 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 105 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 = 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 106 OF 285 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 110 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 = 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 111 OF 285 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 112 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 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 113 OF 285 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 116 OF 285 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 138 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 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 / / / UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 176 OF 285 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 PAGE 178 OF 285 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 PAGE 179 OF 285 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: UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 180 OF 285 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 181 OF 285 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 PAGE 182 OF 285 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 PAGE 183 OF 285 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY 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, 0.012 , 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, 949.3359 954.7610 8 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 0.02, 0.022 , 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, 0.012 , 0.014 , 0.016 , 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 , 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 , 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, 0.012 , 0.014 , 0.016 , 0.018 , 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 0.03, 1274.013 1289.506 2 1301.267 4 0.02, 0.022 , 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 0, 0.002 , 0.004 , 0.006 , 0.008 , 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 0 600.5532 7 1192.503 1 1767.732 2 2319.038 1 2840.458 7 3327.468 6 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 0.03, 1831.142 1909.748 6 1974.521 2 2027.542 9 2070.711 4 2105.702 9 0.03, 3777.04 4187.584 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 S.NO 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, 0.012 , 0.014 , 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, 0.012 , 0.014 , 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 S.NO 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 , 0.004 , 0.006 , 0.008 , 0 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 0.02, 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 0 669.3247 9 5972.652 6934.144 8 7880.529 8 8810.032 9 0.01, 0.012 , 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 3 1607.449 2 2404.222 8 3192.762 5 0, 0.002 , 0.004 , 0.006 , 0.008 , 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 10481.97 9 11153.89 5 11800.51 6 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 3970.499 4735.006 9 5484.032 7 6215.518 5 6927.620 5 7618.722 5 8287.443 3 8932.640 4 9553.407 8 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 17 S.NO 18 Y[m] P[kN/m] 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, 0.002 , 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 S.NO 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 5681.376 1 6795.177 5 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 0.02, 7896.987 8985.022 1 10057.59 4 11113.11 8 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 0.02, 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 0.01, 0.012 , 0.014 , 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 , 0.024 , 0.026 , 0.028 , 0.022 , 0.024 , 0.026 , 0.028 , 0.03, 9839.716 1 10634.97 9 11407.04 4 12154.97 8 12878.02 7 0.022 , 0.024 , 0.026 , 0.028 , 0.03, 10612.00 1 11481.64 7 12328.78 2 13152.39 5 13951.63 3 S.NO 0.03, 12325.65 13247.43 2 14146.33 5 15021.43 3 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 1348.184 1 2694.560 3 4037.330 3 5374.714 9 6704.963 8 8026.364 4 9337.249 9 10636.00 8 0, 0.002 , 0.004 , 0.006 , 0.008 , 0 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 11921.09 13191.01 2 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 1416.059 2830.386 8 4241.260 6 5646.974 5 7045.847 6 11382.05 7 0.022 , 0.024 , 0.026 , 0.028 , 12150.12 13167.24 1 0.022 , 0.024 , 0.026 , 0.028 , 12916.40 2 14006.66 1 15076.48 8 16124.75 1 0.022 , 0.024 , 0.026 , 0.028 , 0.03, 17150.43 0.03, 13681.09 6 14844.12 7 15987.38 7 17109.73 1 18210.11 3 0.03, 14163.25 15137.03 6 16087.62 1 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 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, 0.002 , 0.004 , 0.006 , 0.008 , 0 1551.805 6 3102.015 7 0, 0.002 , 0.004 , 0.006 , 0.008 , 0 1619.677 7 3237.819 9 0, 0.002 , 0.004 , 0.006 , 0.008 , 0 8436.232 9816.520 1 11185.15 3 12540.62 4 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 13881.49 15206.37 2 16513.96 4 17803.03 3 19072.42 8 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 0.03, 20321.08 13159.49 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 4649.041 6191.305 6 7727.252 9 9255.352 10774.10 4 12282.04 6 13777.76 15259.87 4 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 0.03, 14571.08 15967.23 4 17346.66 7 18708.16 2 20050.57 3 21372.82 5 0.03, 16727.07 18178.08 5 19611.71 9 21026.83 4 22422.35 9 0.03, 14444.37 15679.83 6 16896.16 9 18092.21 6 19266.91 7 S.NO 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 3780.984 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 , 0.028 , 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) 0.006 , 0.008 , 5260.552 7 0.006 , 0.008 , 0.006 , 0.008 , 5668.145 2 7551.318 6 0.006 , 0.008 , 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 0.03, 26853.16 28682.52 3 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 5464.356 7279.390 5 9088.949 1 10891.69 4 12686.30 7 14471.49 4 16245.99 1 18008.56 2 19758.00 6 21493.16 2 23212.90 7 24916.16 1 0.03, 26601.89 0.03, 9429.193 11300.47 1 13163.87 6 15018.14 9 16862.05 9 18694.40 4 20514.01 1 22319.74 2 24110.49 5 25885.20 9 27642.86 4 5871.921 6 7823.216 4 9769.378 2 11709.14 9 13641.28 7 15564.57 2 17477.80 3 19379.80 9 21269.44 4 23145.59 5 25007.18 2 0.006 , 0.008 , 6075.686 2 8095.086 8 0.006 , 0.008 , 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 10109.51 12117.73 5 14118.55 6 16110.78 3 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 6279.440 3 8366.932 1 10449.59 4 12526.23 8 14595.69 3 16656.80 2 18708.42 7 20749.45 2 22778.78 5 0.03, 7007.429 8748.640 5 10482.80 5 12208.56 4 13924.58 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 , 0.004 , 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 , 0.004 , 0.006 , 0.008 , 0 176.1902 3 344.6346 4 0, 0.002 , 0.004 , 0.006 , 0.008 , 0, 0.002 , 0.004 , 0.006 , 0.008 , 0 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 583.7646 0.01, 0.012 , 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 , 0.028 , 1371.817 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, 585.0875 588.1855 2 590.2656 2 591.6602 4 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 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 2 822.2077 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 1093.488 3 1114.252 5 1129.848 6 1141.515 3 1150.216 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 , 0.028 , 0.03, 1417.427 1453.335 6 1481.433 8 1503.315 4 1520.292 3 0.01, 0.012 , 0.014 , 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 , 0.008 , 0 639.9099 9 1271.590 1 1887.228 5 2479.805 1 0, 0.002 , 0.004 , 0.006 , 0.008 , 0 707.8714 3 1408.090 8 2093.333 4 2756.899 8 0, 0.002 , 0.004 , 0.006 , 0.008 , 0 0, 0.002 , 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 7 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 1454.322 1628.974 1 1781.250 3 1912.320 6 2023.894 9 2117.980 7 2196.689 7 2262.097 4 2316.150 9 0.03, 2360.617 S.NO Y[m] 0.02, 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 , 0.008 , 0 5647.692 2 6716.275 8 2099.783 2497.076 9 2763.469 8 2969.541 6 0.01, 3139.908 0.012 , 0.03, 0.01, 3286.338 0.012 , 0.01, 4872.846 0.012 , 3286.338 0.03, 4872.846 0.03, 5140.848 6113.533 1 6765.736 5 7270.257 7687.360 9 0.01, 6459.354 0.012 , 6459.354 0.03, 0.01, 8045.862 0.012 , 7432.781 7987.042 9 8445.269 7 7432.781 7987.042 9 8445.269 7 0.01, 8839.116 0.012 , 8839.116 8045.862 0.03, 8839.116 0.03, 8839.116 S.N O 30 S.N O 31 S.N O 32 S.N O 33 S.N O 34 S.N O 35 S.N O 36 S.N O 37 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 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 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 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 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 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 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 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 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 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, 0.012 , 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 S.NO 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, 0.012 , 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 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 0.03, 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 3560.474 8 4405.348 1 5221.834 5 6005.904 4 0, 0.002 , 0.004 , 0.006 , 0.008 , 0 973.6314 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 S.NO Y[m] P[kN/m] 0, 0.002 , 0.004 , 0.006 , 0.008 , 0 837.7795 7 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 4058.518 4802.349 5 S.NO Y[m] P[kN/m] 0, 0.002 , 0.004 , 0.006 , 0.008 , 0 0.02, 11 10 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 9 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 0.03, 0 565.9497 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 0.03, 0.01, 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 1486.204 9 769.8409 0, 0.002 , 0.004 , 0.006 , 0.008 , 0.02, 1668.82 2486.597 2 3285.002 8 5512.523 6185.932 5 6820.346 7414.373 7 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, 6754.277 7464.440 4 8134.640 3 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 , 0.01, 0.012 , 0.014 , 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 236 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 0.022 , 0.024 , 0.026 , 0.028 , 0.022 , 0.024 , 0.026 , 0.028 , 0.03, 5576.320 6 5870.592 1 6131.073 2 6360.396 3 6561.325 9 0.022 , 0.024 , 0.026 , 0.028 , 0.03, 6372.076 6 6736.662 2 7064.589 7 7358.024 2 7619.382 1 0.022 , 0.024 , 0.026 , 0.028 , 0.03, 7169.758 5 7607.255 5 8005.990 2 8367.631 3 8694.183 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 4146.005 4 5165.827 7 6174.739 7 7170.763 7 7967.406 7 8479.532 6 0.03, 8951.438 9384.304 3 9779.704 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 , 0.006 , 0.008 , 0.022 , 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 , 0.008 , 0 1381.510 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 11896.36 9 12780.21 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 8763.842 9 9351.676 9 9898.360 6 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 , 0.01, 0.012 , 0.014 , 0.016 , 0.018 , 0.02, 0.022 , 0.024 , 0.026 , 0.028 , 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 , 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 , 0.03, 4545.27 6052.794 8 7553.876 7 9046.956 4 10530.50 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 10051.71 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 0.01, 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 , 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 9 260.3662 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 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, 5037.225 5236.582 6 5408.760 7 5556.747 2 S.NO 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 , 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, 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 7649.281 3 S.NO 0.012 , 0.014 , 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 P2319-PFJ-ECB-CA-30001-AD PAGE 259 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 260 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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). UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 261 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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: UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 262 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 263 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 264 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 265 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 266 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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: UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 267 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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: UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 268 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 269 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 270 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 271 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 272 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 273 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 274 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 275 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 276 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 277 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 278 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 279 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 280 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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 UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 281 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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) UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 282 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 283 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) 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. UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 284 OF 285 FUJAIRAH STATION - FOUNDATION DESIGN REPORT (UBR AT 0+496.090) END OF DOCUMENT UNLESS SPECIFIED OTHERWISE, THIS PRINTED COPY OF THIS DOCUMENT IS UNCONTROLLED AND FOR REFERENCE PURPOSE ONLY P2319-PFJ-ECB-CA-30001-AD PAGE 285 OF 285
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