1 General Provisions
1.0.1 In order to unify the technical requirements for the design and construction of open sea terminal and to achieve advanced technology, economy and rationality as well as safety and reliability, this Code is formulated.
1.0.2 This Code is applicable to the design and construction of newly- built, renovated or extended open bulk cargo wharf and oil product wharf in harbor engineering. As for the design and construction of terminal engineering with shelters (not good enough due to special reasons) suffering relatively serious wave or sea current, this Code may be implemented by reference.
1.0.3 Design and construction of open sea terminal shall not only meet those specified in this Code but also comply with those in the relevant current national standards.
2 Hydro-meteorology
2.1 Meteorology
2.1.1 The observation of meteorological elements shall be free from the influence of topography and ground features. Where the long - term wind measurement data is unavailable near the harbor area and the observation values from the meteorological station relatively remote from the harbor area, temporary station should be set up near the harbor area and the wind element vale in harbor area shall be determined according to short-term synchronous correlation analysis.
2.1.2 As for meteorological elements such as wind, rain, fog, air temperature, humidity and lightning storm, statistics for regular feature value; as for wind, rain and fog elements, statistics should be made for the observation data for three continuous years; where is lack of the data, the continuous observation data shall not be less than 1 year and the statistics shall meet the following requirements.
2.1.2.1 As for wind element, statistics for wind velocity and wind direction observation value should be made 24 times every day; where is lack of the data, statistics may be made for four - time observation values at the 2th, 8th, 14th and 20th hour every day and statistic shall be made respectively for the occurrence frequency in each direction according to Beaufort wind scale of 1~4, 5, 6, 7, 8 Scale and above 8 Scale.
2.1.2.2 As for rain element, statistics shall be made respectively for the annual average value over the accumulated occurrence days according to heavy, moderate and light rain.
2.1.2.3 As for fog element, statistics shall be made for the annual average value over the longest duration of the fog with visibility less than 1km and the accumulated occurrence days.
2.2 Tide Level
2.2.1 Terminal design tide level shall include design high water level, design low water level, extreme high water level and low water level. The statistic and calculation method for the design tide level shall be implemented according to relevant requirements of the current professional standard "Code for Sea Port Hydrology" (JTJ 213).
2.2.2 As for the riding tide water level selected in Northern harbors, channel capacity and the influence on the terminal normal operation shall be checked and calculated according to the actual measured tide level data in three months of December, January and February.
2.3 Wave
2.3.1 As for the terminal and wave element near it, statistics should be made for 3 continuous years; where is lack of the data, the continuous observation data shall not be less than 1 year. The statistical analysis of wave element shall include the following contents:
(1)Statistics shall be made grade by grade for occurrence frequency of wave height and cycles in each direction and constant wave direction and strong wave direction shall be determined;
(2)Statistics shall be made respectively for permissible wave height of berthing, unberthing and handling in each direction as well as occurrence frequency of urgent berthing wave height.
2.3.2 Terminal design wave reoccurrence period determination and design wave element estimation shall meet relevant requirements of the current professional standard "Code for Sea Port Hydrology".
2.3.3 Pearson HI curve should be adopted for annual frequency curve of wave height and cycles; if conditions permit, the optimal fitting with the measured data shall be taken as the principle and I type distributed logarithmic normal distribution or Weibull distribution and other frequency curves for extreme values may be selected.
2.4 Sea Current
2.4.1 Arrangement of sea current measurement station shall meet the following requirements:
(1) In terminal area, two measuring points shall be arranged at least in single berth; the measuring points may be determined for above 2 berths according to actual conditions but shall not be less than 4 measuring points;
(2) In channel area, the measuring points may be arranged according to the strike direction and length of the channel as well as the flow speed in the channel and the measuring point spacing should not be too long;
(3) Measuring points in the same measuring area shall be observed synchronously; if necessary, the measuring points in different measuring areas also shall be observed synchronously.
2.4.2 Where adjustment and analysis method are adopted, three times of full tide sea current (large, medium and small tide) shall be observed. In the sea zone with obvious runoff influence, observation shall be carried out respectively during the overflow stage and low water period. The duration for each sea current observation shall not be less than 25h.
2.4.3 Perpendicular line levels of sea current observation shall be determined according to the water depth d at that time and shall meet the following requirements:
(1) Where the d is larger than 10m, observation should be carried out for the surface layer, 0.2d layer, 0.4d layer, 0.6d layer, 0.8d layer and bottom layer;
(2) Where the d is larger than or equal to 5 but is less than 10m, observation should be carried out for the surface layer, 0.2d layer, 0.4d layer, 0.6d layer, 0.8d layer and bottom layer;
(3) Where the d is less than 5m, the perpendicular line levels shall be determined according to actual requirements;
(4) Each level of perpendicular lines shall be observed once at least every 1h and the observation shall be intensified during the fast rising and dropping.
Note: surface layer refers to 0.5m underneath the surface and bottom layer refers to 0.5mabove the sea bottom surface.
2.4.4 The flow measurement shall be combined with the observation of wind velocity, wind direction, tide level, wave and silt concentration etc.; if necessary, synchronous observation shall be conducted.
2.4.5 The statistical analysis of sea current observation data shall be implemented according to relevant requirements of the current national standard ”Specifications for Oceanographic Survey” (GB/T 12763) and the current professional standard ”Code for Sea Port Hydrology”.
2.4.6 Mean velocity of the integral point perpendicular line of measuring points may be calculated according to the following formula:
1 General Provisions
2 Hydro-meteorology
2.1 Meteorology
2.2 Tide Level
2.3 Wave
2.4 Sea Current
2.5 Statics for Operation Days
3 Plane Layout
3.1 General Requirements
3.2 Plane Layout Form
3.3 Terminal Axis
3.4 Harbor Area
3.5 Terminal
4 Handling Technology
4.1 General Requirements
4.2 Handling Technology of Bulk Cargo Terminal
4.3 Handling Technology of Oil Product Terminal
5 Hydraulic Structure
5.1 General Requirements
5.2 Construction
5.3 Action and Action Effect Combination
5.4 Calculation
5.5 Ancillary Facilities
6 Construction Preparation
6.1 Marine Environment and Site Investigation
6.2 Construction Organization Design
6.3 Construction Commencement Preparation
7 Construction Survey
8 Member Prefabrication, Shipping and Storage
9 Gravity Abutment Terminal Construction
9.1 Foundation Ditch Excavation and Rubble Foundation Construction
9.2 Caisson and Member Installation
9.3 Concrete in Situ
10 Piled Terminal Construction
10.1 Dredging
10.2 Foundation Pile Construction
10.3 Pile Gripping
10.4 Prefabricated Member Installation
10.5 Concrete in Situ
Appendix A Ice Concentration and Floating Ice Concentration Division
Appendix B Floating Ice Type Division
Appendix C Specification, Quantity and Arrangement of Loading Arm
Appendix D Criteria for Wind Scale, Wave Scale, Rain and Visibility Level
Appendix E Explanation of Wording in This Code
Additional Explanation
Standard
JTJ 295-2000 Design and Construction Technical code of Open Sea Terminal (English Version)
Standard No.
JTJ 295-2000
Status
superseded
Language
English
File Format
PDF
Word Count
15000 words
Price(USD)
370.0
Implemented on
2001-6-1
Delivery
via email in 1 business day
Detail of JTJ 295-2000
Standard No.
JTJ 295-2000
English Name
Design and Construction Technical code of Open Sea Terminal
1 General Provisions
1.0.1 In order to unify the technical requirements for the design and construction of open sea terminal and to achieve advanced technology, economy and rationality as well as safety and reliability, this Code is formulated.
1.0.2 This Code is applicable to the design and construction of newly- built, renovated or extended open bulk cargo wharf and oil product wharf in harbor engineering. As for the design and construction of terminal engineering with shelters (not good enough due to special reasons) suffering relatively serious wave or sea current, this Code may be implemented by reference.
1.0.3 Design and construction of open sea terminal shall not only meet those specified in this Code but also comply with those in the relevant current national standards.
2 Hydro-meteorology
2.1 Meteorology
2.1.1 The observation of meteorological elements shall be free from the influence of topography and ground features. Where the long - term wind measurement data is unavailable near the harbor area and the observation values from the meteorological station relatively remote from the harbor area, temporary station should be set up near the harbor area and the wind element vale in harbor area shall be determined according to short-term synchronous correlation analysis.
2.1.2 As for meteorological elements such as wind, rain, fog, air temperature, humidity and lightning storm, statistics for regular feature value; as for wind, rain and fog elements, statistics should be made for the observation data for three continuous years; where is lack of the data, the continuous observation data shall not be less than 1 year and the statistics shall meet the following requirements.
2.1.2.1 As for wind element, statistics for wind velocity and wind direction observation value should be made 24 times every day; where is lack of the data, statistics may be made for four - time observation values at the 2th, 8th, 14th and 20th hour every day and statistic shall be made respectively for the occurrence frequency in each direction according to Beaufort wind scale of 1~4, 5, 6, 7, 8 Scale and above 8 Scale.
2.1.2.2 As for rain element, statistics shall be made respectively for the annual average value over the accumulated occurrence days according to heavy, moderate and light rain.
2.1.2.3 As for fog element, statistics shall be made for the annual average value over the longest duration of the fog with visibility less than 1km and the accumulated occurrence days.
2.2 Tide Level
2.2.1 Terminal design tide level shall include design high water level, design low water level, extreme high water level and low water level. The statistic and calculation method for the design tide level shall be implemented according to relevant requirements of the current professional standard "Code for Sea Port Hydrology" (JTJ 213).
2.2.2 As for the riding tide water level selected in Northern harbors, channel capacity and the influence on the terminal normal operation shall be checked and calculated according to the actual measured tide level data in three months of December, January and February.
2.3 Wave
2.3.1 As for the terminal and wave element near it, statistics should be made for 3 continuous years; where is lack of the data, the continuous observation data shall not be less than 1 year. The statistical analysis of wave element shall include the following contents:
(1)Statistics shall be made grade by grade for occurrence frequency of wave height and cycles in each direction and constant wave direction and strong wave direction shall be determined;
(2)Statistics shall be made respectively for permissible wave height of berthing, unberthing and handling in each direction as well as occurrence frequency of urgent berthing wave height.
2.3.2 Terminal design wave reoccurrence period determination and design wave element estimation shall meet relevant requirements of the current professional standard "Code for Sea Port Hydrology".
2.3.3 Pearson HI curve should be adopted for annual frequency curve of wave height and cycles; if conditions permit, the optimal fitting with the measured data shall be taken as the principle and I type distributed logarithmic normal distribution or Weibull distribution and other frequency curves for extreme values may be selected.
2.4 Sea Current
2.4.1 Arrangement of sea current measurement station shall meet the following requirements:
(1) In terminal area, two measuring points shall be arranged at least in single berth; the measuring points may be determined for above 2 berths according to actual conditions but shall not be less than 4 measuring points;
(2) In channel area, the measuring points may be arranged according to the strike direction and length of the channel as well as the flow speed in the channel and the measuring point spacing should not be too long;
(3) Measuring points in the same measuring area shall be observed synchronously; if necessary, the measuring points in different measuring areas also shall be observed synchronously.
2.4.2 Where adjustment and analysis method are adopted, three times of full tide sea current (large, medium and small tide) shall be observed. In the sea zone with obvious runoff influence, observation shall be carried out respectively during the overflow stage and low water period. The duration for each sea current observation shall not be less than 25h.
2.4.3 Perpendicular line levels of sea current observation shall be determined according to the water depth d at that time and shall meet the following requirements:
(1) Where the d is larger than 10m, observation should be carried out for the surface layer, 0.2d layer, 0.4d layer, 0.6d layer, 0.8d layer and bottom layer;
(2) Where the d is larger than or equal to 5 but is less than 10m, observation should be carried out for the surface layer, 0.2d layer, 0.4d layer, 0.6d layer, 0.8d layer and bottom layer;
(3) Where the d is less than 5m, the perpendicular line levels shall be determined according to actual requirements;
(4) Each level of perpendicular lines shall be observed once at least every 1h and the observation shall be intensified during the fast rising and dropping.
Note: surface layer refers to 0.5m underneath the surface and bottom layer refers to 0.5mabove the sea bottom surface.
2.4.4 The flow measurement shall be combined with the observation of wind velocity, wind direction, tide level, wave and silt concentration etc.; if necessary, synchronous observation shall be conducted.
2.4.5 The statistical analysis of sea current observation data shall be implemented according to relevant requirements of the current national standard ”Specifications for Oceanographic Survey” (GB/T 12763) and the current professional standard ”Code for Sea Port Hydrology”.
2.4.6 Mean velocity of the integral point perpendicular line of measuring points may be calculated according to the following formula:
Contents of JTJ 295-2000
1 General Provisions
2 Hydro-meteorology
2.1 Meteorology
2.2 Tide Level
2.3 Wave
2.4 Sea Current
2.5 Statics for Operation Days
3 Plane Layout
3.1 General Requirements
3.2 Plane Layout Form
3.3 Terminal Axis
3.4 Harbor Area
3.5 Terminal
4 Handling Technology
4.1 General Requirements
4.2 Handling Technology of Bulk Cargo Terminal
4.3 Handling Technology of Oil Product Terminal
5 Hydraulic Structure
5.1 General Requirements
5.2 Construction
5.3 Action and Action Effect Combination
5.4 Calculation
5.5 Ancillary Facilities
6 Construction Preparation
6.1 Marine Environment and Site Investigation
6.2 Construction Organization Design
6.3 Construction Commencement Preparation
7 Construction Survey
8 Member Prefabrication, Shipping and Storage
9 Gravity Abutment Terminal Construction
9.1 Foundation Ditch Excavation and Rubble Foundation Construction
9.2 Caisson and Member Installation
9.3 Concrete in Situ
10 Piled Terminal Construction
10.1 Dredging
10.2 Foundation Pile Construction
10.3 Pile Gripping
10.4 Prefabricated Member Installation
10.5 Concrete in Situ
Appendix A Ice Concentration and Floating Ice Concentration Division
Appendix B Floating Ice Type Division
Appendix C Specification, Quantity and Arrangement of Loading Arm
Appendix D Criteria for Wind Scale, Wave Scale, Rain and Visibility Level
Appendix E Explanation of Wording in This Code
Additional Explanation
