1.0.1 This code is formulated with a view to unifying the technical requirements for design and construction of the gravity quay and guaranteeing the safety, applicability and durability of the quay.
1.0.2 This code is applicable to the design and construction of gravity quay.
1.0.3 Gravity quay should be built on better foundation. If the worse foundation is needed to be adopted still, foundation treatment shall be carried out or necessary measures shall be taken on the structure.
1.0.4 The structural type of the gravity quay shall be selected through technical and economical comparison according to natural conditions, material source, service requirements and construction conditions.
1.0.5 As for the design and construction of the gravity quay, not only the requirements stipulated in this code, but also those in the current relevant ones of the nation shall be complied with.
2 Basic Requirements
2.1 General Requirements
2.1.1 Gravity quay shall be designed according to the durable condition, transient condition and seismic condition and shall meet the following requirements.
2.1.1.1 For the durable condition, the usage period of the structure shall be designed according to the limit state of bearing capacity and the limit state of normal use.
2.1.1.2 For the transient condition, when the construction period or usage period needs to temporarily bear some special load, it shall be designed according to the limit state of bearing capacity, if necessary, to the limit state of normal use also.
2.1.1.3 For the seismic condition, if the usage period needs to suffer seismic action, it shall be designed according to the limit state of bearing capacity.
2.1.2 Residual head shall be determined according to the quay drainage conditions and filling water permeability. Where rock mound is arranged behind the wall or the backfill is coarser than medium sand, the residual head may not be calculated. Where medium sand or other finer filling is backfilled behind the wall, the standard value of the residual head may adopt 1/5~1/3 mean range for the quay mainly receiving tide effect; for river harbour, the standard value may be determined according to the water level in front of wall and the underground water level behind the wall; for the quay with underground water level rise behind the wall due to rainstorm, the residual water pressure should be calculated.
2.1.3 Where the advanced wave height in front of the gravity quay wall is larger than 1m, the wave action shall be considered. The standard value of the wave force shall be determined according to the requirements of the current professional standard "Code for Sea Port Hydrology" JTJ 213.
2.1.4 Where the handling process has higher requirements for the displacement of the quay usage period, structure and construction measures should be taken to reduce the displacement.
2.1.5 The member material weight density, filling weight density and standard internal friction angle of the building should be determined through test. If no measured data, the standard value of the material weight density may adopt the value of Table 2.1.5-1; the standard values of filling weight density and internal friction angle may adopt the values of Table 2.1.5-2 for cohesionless filling, and may be determined according to the local experience for cohesive filling.
1 General Provisions 2 Basic Requirements 2.1 General Requirements 2.2 Action and Action Combination 2.3 General Structure 2.4 Calculation of Standard Soil Pressure Value 2.5 Quay Stability Checking 2.6 Member Strength and Crack Checking 3 Block Quay Design 3.1 Solid Block Quay 3.2 Hollow Block Quay 4 Design of Buttressed Quay 5 Design of Caisson Quay 5.1 General Requirements 5.2 Wall Caisson Quay 5.3 Pier Caisson Quay 5.4 Opening Caisson Quay 6 Design of Quay Built by Sit-bed Cylinders 7 Design of Cast-in-situ Concrete Quay or Grouted Stone Quay 8 Foundation Construction 8.1 Foundation Trench Excavation 8.2 Foundation Trench Riprapping 8.3 Foundation Bed Tamping 8.4 Foundation Bed Levelling 9 Member Prefabrication, Shipping and Installation 9.1 Member Prefabrication 9.2 Lifting and Installation of Precast Member 9.3 Launch, Drift and Installation of Caisson 10 Construction of Rock Mound and Inverted Layer, Inverted Well 11 Construction of Breast Wall 12 Backfill 13 Overall Dimension after Completion Appendix A Technical Requirements for Dressing Granite of Quay Facing the Water Surface Appendix B Inverted Well of Quay Appendix C Conventional Diagram and Formula for Calculation of Earth Pressure and Ka, Kp, θ Numerical Table Appendix D Design of Skid Resistance and Stability against Overturning According to Reliability Index Appendix E Silo Pressure Calculation Appendix F Caisson Metacenter Radius Calculation Appendix G External Force Calculation at the Period of Caisson Construction Appendix H Internal Force Calculation of Circular Caisson with Partition Wall Appendix J Trail Tamping Technical Requirements of Heavy Tamping Appendix K Explanation of Wording in This Code Additional Explanation
Standard
JTS 167-2-2009 Design and Construction Code for Gravity Quay (English Version)
1 General Provisions
1.0.1 This code is formulated with a view to unifying the technical requirements for design and construction of the gravity quay and guaranteeing the safety, applicability and durability of the quay.
1.0.2 This code is applicable to the design and construction of gravity quay.
1.0.3 Gravity quay should be built on better foundation. If the worse foundation is needed to be adopted still, foundation treatment shall be carried out or necessary measures shall be taken on the structure.
1.0.4 The structural type of the gravity quay shall be selected through technical and economical comparison according to natural conditions, material source, service requirements and construction conditions.
1.0.5 As for the design and construction of the gravity quay, not only the requirements stipulated in this code, but also those in the current relevant ones of the nation shall be complied with.
2 Basic Requirements
2.1 General Requirements
2.1.1 Gravity quay shall be designed according to the durable condition, transient condition and seismic condition and shall meet the following requirements.
2.1.1.1 For the durable condition, the usage period of the structure shall be designed according to the limit state of bearing capacity and the limit state of normal use.
2.1.1.2 For the transient condition, when the construction period or usage period needs to temporarily bear some special load, it shall be designed according to the limit state of bearing capacity, if necessary, to the limit state of normal use also.
2.1.1.3 For the seismic condition, if the usage period needs to suffer seismic action, it shall be designed according to the limit state of bearing capacity.
2.1.2 Residual head shall be determined according to the quay drainage conditions and filling water permeability. Where rock mound is arranged behind the wall or the backfill is coarser than medium sand, the residual head may not be calculated. Where medium sand or other finer filling is backfilled behind the wall, the standard value of the residual head may adopt 1/5~1/3 mean range for the quay mainly receiving tide effect; for river harbour, the standard value may be determined according to the water level in front of wall and the underground water level behind the wall; for the quay with underground water level rise behind the wall due to rainstorm, the residual water pressure should be calculated.
2.1.3 Where the advanced wave height in front of the gravity quay wall is larger than 1m, the wave action shall be considered. The standard value of the wave force shall be determined according to the requirements of the current professional standard "Code for Sea Port Hydrology" JTJ 213.
2.1.4 Where the handling process has higher requirements for the displacement of the quay usage period, structure and construction measures should be taken to reduce the displacement.
2.1.5 The member material weight density, filling weight density and standard internal friction angle of the building should be determined through test. If no measured data, the standard value of the material weight density may adopt the value of Table 2.1.5-1; the standard values of filling weight density and internal friction angle may adopt the values of Table 2.1.5-2 for cohesionless filling, and may be determined according to the local experience for cohesive filling.
Contents of JTS 167-2-2009
1 General Provisions
2 Basic Requirements
2.1 General Requirements
2.2 Action and Action Combination
2.3 General Structure
2.4 Calculation of Standard Soil Pressure Value
2.5 Quay Stability Checking
2.6 Member Strength and Crack Checking
3 Block Quay Design
3.1 Solid Block Quay
3.2 Hollow Block Quay
4 Design of Buttressed Quay
5 Design of Caisson Quay
5.1 General Requirements
5.2 Wall Caisson Quay
5.3 Pier Caisson Quay
5.4 Opening Caisson Quay
6 Design of Quay Built by Sit-bed Cylinders
7 Design of Cast-in-situ Concrete Quay or Grouted Stone Quay
8 Foundation Construction
8.1 Foundation Trench Excavation
8.2 Foundation Trench Riprapping
8.3 Foundation Bed Tamping
8.4 Foundation Bed Levelling
9 Member Prefabrication, Shipping and Installation
9.1 Member Prefabrication
9.2 Lifting and Installation of Precast Member
9.3 Launch, Drift and Installation of Caisson
10 Construction of Rock Mound and Inverted Layer, Inverted Well
11 Construction of Breast Wall
12 Backfill
13 Overall Dimension after Completion
Appendix A Technical Requirements for Dressing Granite of Quay Facing the Water Surface
Appendix B Inverted Well of Quay
Appendix C Conventional Diagram and Formula for Calculation of Earth Pressure and Ka, Kp, θ Numerical Table
Appendix D Design of Skid Resistance and Stability against Overturning According to Reliability Index
Appendix E Silo Pressure Calculation
Appendix F Caisson Metacenter Radius Calculation
Appendix G External Force Calculation at the Period of Caisson Construction
Appendix H Internal Force Calculation of Circular Caisson with Partition Wall
Appendix J Trail Tamping Technical Requirements of Heavy Tamping
Appendix K Explanation of Wording in This Code
Additional Explanation
