Some standard content:
UDC 00. 000
Water Conservancy Industry Standard of the People's Republic of China
SL2271998
Technical standard of rubber dam
Technical standard of rubber dam1998-12-25issued
Ministry of Water Resources of the People's Republic of China
1999-01-01implemented
SL227-1998
In order to meet the urgent requirements of promoting the application of rubber dam projects and make the construction and management of rubber dam projects more standardized, the Rural Water Conservancy Department of the Ministry of Water Resources issued the "Notice on the Preparation of (Technical Specifications for Rubber Dams)" in November 1995. Under the auspices of the Rural Water Conservancy Department of the Ministry of Water Resources, the drafting group immediately started work, completed the first draft in June 1996 and held a drafting meeting, completed the draft for comments in August 1996, and completed the draft for review in October 1997 after extensive comments and supplementary revisions. A review meeting was held in February 1998 and passed the expert review. SI.227-1998 "Technical Specifications for Rubber Dams" is divided into general principles, project planning, project design, construction and installation, and operation management, with a total of 5 chapters, 99 articles and 5 appendices. It is based on the summary of my country's rubber dam project construction experience, and refers to and absorbs the advanced technology of foreign rubber dam project construction. It has comprehensive content, advanced and mature technology, and has reached the international advanced level, which can guide the future construction of rubber dam projects. The technical indicators it formulates are reasonable and accurate, and are operational, and are coordinated with relevant technical specifications. The interpretation unit of this specification: Rural Water Conservancy Department of the Ministry of Water Resources. The main editor of this specification: China Institute of Water Resources and Hydropower Research. The participating units of this specification are: Huaihe Water Conservancy Commission Planning and Design Institute, Sichuan Water Conservancy and Hydropower Survey and Design Institute, Guangdong Water Conservancy and Hydropower Survey and Design Institute, Beijing Water Conservancy Planning and Design Institute. The main drafters of this specification are: Gao Benhu, Fang Xizhen, Hu Mingliang, Mai Jianling, Lu Wuhua, Zhang Xiufang, Xie Shibo. 437
1 General Provisions
SL 227—1998
1.0.1 In order to make the construction and management of rubber dam projects safe and reliable, technologically advanced, economically reasonable, ensure quality, convenient to use, beautify the environment, and rationally develop and utilize water resources, this specification is specially formulated. 1.0.2 This specification is applicable to bag-type rubber dam projects with a dam height of 5m or less. When the dam height exceeds 5m or is for special purposes, special technical demonstration and experimental research should be carried out.
1.0.3 The construction procedure of rubber dam projects should be handled according to the basic construction procedure; if the scale is small, the construction procedure can be simplified. 1.0.4 In addition to implementing this specification, the construction and management of rubber dam projects shall also comply with the provisions of current relevant standards and specifications. 2 Project Planning
2.1 Basic Data
2.1.1 Basic data such as topography, meteorology, hydrology, engineering geology, hydrogeology, internal and external transportation, comprehensive water conservancy utilization planning of the basin (or region), social economy and environmental evaluation of the dam construction area should be collected, sorted, analyzed and studied, and mastered. 2.1.2 Topographic data should include topographic maps of the project planning area, dam site topographic maps, backwater area topographic maps, river channel longitudinal and cross-sectional maps, etc.; the measurement scope should be determined according to the project tasks and scale, and the scales of various maps should meet the requirements of relevant specifications. 2.1.3 Hydrological and meteorological data should include basin overview and river channel characteristics, flood (dry) water flow, sediment content, ice conditions, water quality, floating objects, temperature, precipitation, evaporation, humidity, wind force, wind direction, sunshine, freezing period, frozen soil depth, tides, etc. of the dam site river section. 2.1.4 Engineering geological and hydrogeological data. Necessary geological surveys shall be conducted in accordance with the requirements of the "Specifications for Geological Surveys of Small and Medium-sized Water Conservancy and Hydropower Projects" (SL55-1993). The geological longitudinal and transverse sections of the dam site, the physical and mechanical indicators of the foundation and natural building materials, the groundwater level, the gradient, the water quality and other data shall be available.
2.1.5 The products and specifications of the rubber dam bag manufacturers and the data of the rubber dam projects that have been built shall be collected. 2.2 Dam site selection
2.2.1 The dam site shall be determined after technical and economic comparisons based on the characteristics and application requirements of the rubber dam, taking into account the topography, geology, water flow, sediment, environmental impact and other factors.
2.2.2 The dam site should be selected in a river section with a relatively straight river section, smooth water flow and stable bank slope; it should not be selected in a river section with large changes in scouring and siltation and frequent changes in cross-section.
2.2.3 The selection of dam site should consider the conditions of construction diversion, transportation, water supply and power supply, operation management, dam bag inspection and maintenance. 2.2.4 The selection of dam site should be conducive to the overall layout of the hub project. Important projects should have hydraulic model test demonstration. 2.3 Project scale and hub layout
2.3.1 The scale of the project should be determined based on hydrological and water conservancy calculation research. 2.3.2 The project layout should include civil engineering, dam body, filling and drainage and safety observation system. It should be reasonable in layout, simple in structure, safe and reliable, easy to operate and beautiful in appearance. The axis of the dam should be perpendicular to the flow direction of the river section at the dam site. 2.3.3 The length of the dam should be adapted to the width of the river (channel). The dam should be able to meet the design flood discharge requirements of the river channel. The length of the single-span dam should meet the requirements of dam bag manufacturing, transportation, installation, inspection and management. 2.3.4 The water intake project should ensure the reliability of water intake and sand control at the water inlet. 2.3.5 The design height of the dam bag should be determined according to the project plan to meet the comprehensive water use requirements. The dam top elevation should be 0.1m to 0.2m higher than the normal upstream water level, and the dam top flood discharge capacity can be calculated according to Appendix A. 2.3.6 The dam bottom plate size layout should include the dam bottom plate elevation, thickness and width in the downstream direction. 1) The dam bottom plate elevation should be determined based on the terrain, geology, water level, flow, sediment, construction and maintenance conditions, and should be appropriately increased by 0.2m to 0.4m compared to the average elevation of the upstream riverbed terrain.
2) The dam bottom plate thickness should meet the requirements for the layout of the filling and drainage (gas) pipelines and anchoring structures. 3) The dam bottom plate width in the downstream direction should be determined according to the dam bag flat width and the requirements for installation and maintenance. 2.3.7 The anti-seepage drainage layout should be based on the geological conditions of the dam base and the water level difference between the upstream and downstream of the dam, combined with the bottom plate, energy dissipation and the layout of both banks to form a complete anti-seepage drainage system. SL 227—1998
For rubber dams that bear bidirectional water heads, the anti-seepage and drainage layout should be controlled by the side with the larger water level difference, and the bidirectional layout should be selected reasonably.
The method for formulating the anti-seepage length of the dam foundation can refer to the "Water Gate Design Code". 2.3.8 The layout of energy dissipation and anti-scouring facilities should be determined based on factors such as foundation conditions and operating conditions. 2.3.9 The connection layout of the dam bag and the two banks should make the water flow through the dam smooth. The upstream and downstream wing walls should be smoothly connected to the two ends of the bank wall, and their length in the direction of water flow should be determined according to the water flow and geological conditions. The elevation of the side wall top should be determined based on the verified flood level plus the safety superelevation. 2.3.10 The dam bag filling and discharge control equipment and safety observation devices should be installed in the control room. The layout of the control room should take into account the convenience of operation and management. Anti-freeze and moisture-proof measures should be taken in cold or humid areas. 2.3.11 Piers should be set between multi-span rubber dams. The height of the piers should not be less than the overflow head of the dam top, and the length of the piers should be greater than the length of the dam bag in the working state. 2.3.12 For rubber dam projects on rivers with large flow in the dry season, the diversion method during maintenance should be considered. 2.4 Environmental and economic evaluation
2.4.1 The impact of the construction of rubber dam projects on the ecological environment and social environment should be analyzed and evaluated in accordance with the requirements of the "Environmental Impact Assessment Code for Water Conservancy and Hydropower Projects", and preventive measures should be proposed for adverse effects. 2.4.2 The construction of rubber dam projects should be analyzed for economic benefits in accordance with the "Economic Evaluation Code for Water Conservancy Construction Projects" (SL72-1994) to evaluate the economic rationality and financial feasibility of the project. 3 Engineering design
3.1 Dam bags
3.1.1 Dam bags can be divided into water-filled and air-filled types according to the inflation medium. They should be determined after technical and economic comparison according to the application requirements and working conditions. 3.1.2 The dam body can be arranged in a single-span or multi-span style. 3.1.3 The main design loads acting on the dam bag are the hydrostatic pressure outside the dam bag and the water (air) pressure inside the dam bag. 3.1.4 The selection of the design internal and external pressure ratio α value should be determined after technical and economic comparison. The internal and external pressure ratio of water-filled rubber dams should be 1.25~1.60; the internal and external pressure ratio of air-filled rubber dams should be 0.75~1.10. 3.1.5 The design safety factor of the dam bag strength should be no less than 6.0 for water-filled dams and no less than 8.0 for air-filled dams. 3.1.6 The radial tension on the dam bag wall should be calculated according to the thin film theory as a plane problem. The calculation of the dam bag wall strength, the cross-sectional shape and size of the dam bag and the inflated volume of the dam body can be carried out according to Appendix B. 3.1.7 In addition to meeting the strength requirements, the dam bag tape should also have the properties of aging resistance, corrosion resistance, wear resistance, impact resistance, flexion resistance, water resistance, and cold resistance. The tape used for the dam bag should meet the technical requirements of Appendix C. 3.2 Anchorage structure
3.2.1 Anchoring structure types can be divided into bolt pressure plate anchoring, wedge block squeeze anchoring and capsule water filling anchoring. It should be selected after comprehensive economic comparison based on the project scale, processing conditions, durability, construction, maintenance and other conditions. The anchoring structure can be calculated according to Appendix D. 3.2.2 Anchoring components must meet the requirements of strength and durability. 3.2.3 Anchoring line layout is divided into single anchoring line and double anchoring line. Projects using shore wall anchoring line layout should meet the requirements that the dam bag is flat and does not block water when the dam is built, and the dam bag has fewer wrinkles when the dam is filled. 3.2.4 For important rubber dam projects, special anchoring structure tests should be carried out. 3.3 Control system
3.3.1 The time required for the inflation and discharge of the dam bag must be compatible with the application requirements of the project. 3.3.2 The filling and discharge of the dam bag has dynamic type and hybrid type. It should be determined according to the project site conditions and use requirements. 3.3.3 The water source for filling the water dam should be clean. 3.3.4 The design of the filling and discharging system includes power equipment, pipelines, water (gas) inlet and outlet devices, etc. 1) The design of power equipment should be based on the project conditions, reliability of operation management, convenience of operation and other factors, and the capacity and number of water pumps or air compressors should be economically and reasonably selected. Important rubber dam projects should be equipped with backup power equipment. 439
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2) The pipeline design should be adapted to the filling and drainage (gas) time, and be reasonably arranged, reliable in operation and convenient in maintenance, with sufficient filling and drainage capacity.
3) Two water caps should be set at the filling (discharging) port in the water filling dam bag, and the outlet position should be placed in a place where water (gas) can be drained, and a water (gas) guide device should be set in the dam.
4) The buried pipeline in cold areas should meet the anti-freezing requirements. 3.4 Safety and Observation Equipment
3.4.1 The safety equipment should meet the following requirements: 1) The water-filled dam should be equipped with a safety overflow device and an exhaust valve, and the pressure inside the dam bag should not exceed the design value; the exhaust valve should be installed at the top of both ends of the dam bag. 2) The inflation item should be equipped with an inflation pressure monitoring device such as a safety valve, a water seal pipe or a U-shaped pipe. 3) For water-filled rubber dams built on mountain rivers, overflow dams, or where sudden floods occur, automatic dam devices should be installed. 3.4.2 The observation device should meet the following requirements: 1) For water level observation upstream and downstream of the rubber dam, a connecting pipe or a water level gauge should be installed, and a water level sensor can also be used when necessary. 2) For the observation of the pressure inside the dam bag, a connecting pipe inside the dam should be used for the water-filled dam; a pressure gauge should be installed for the inflation dam, and automatic monitoring equipment should be installed for important projects.
3) The observation design of civil engineering projects can refer to the provisions of the "Water Gate Design Code" for implementation. 3.5 Civil Engineering
3.5.1 The civil engineering of rubber dam shall include foundation slab, side pier (bank wall), middle pier (multi-span), upstream and downstream wing walls, upstream and downstream slope protection, upstream anti-seepage blanket or cut-off wall, downstream energy dissipation pool, sea flooding, etc. 3.5.2 The design of civil engineering shall be based on the design conditions of the dam to ensure that the building meets the requirements of strength, anti-seepage and foundation stability. 3.5.3 The design loads acting on the rubber dam can be divided into two categories: basic loads and special loads. 1) Basic loads: structural deadweight, water weight, hydrostatic pressure at normal water retaining level or dam top overflow water level, uplift pressure (including buoyancy and seepage pressure), soil pressure, sediment pressure, etc. 2) Special loads: ground erosion load and temperature load, etc. 3.5.4 The underground outline dimensions of the dam bottom slab and bank wall (middle pier) shall be determined based on the foundation conditions, dam height and upstream and downstream water level difference. Its stress analysis should be calculated according to different foundation conditions and in reference to other specifications; stability calculation can only be used for anti-seepage and anti-sliding calculations. 3.5.5 Rubber dams should be built on natural foundations as much as possible; rubber dams built on weaker foundations should be treated with foundations. 3.5.6 The upstream and downstream slope protection projects should verify the slope stability and anti-scouring capacity according to the river bank soil and water flow pattern. The length of the slope protection should be greater than the scope of river bottom protection.
3.5.7 In addition to meeting the requirements of energy dissipation and anti-scouring, the energy dissipation pool (tank), sea cover, and blanket should also consider reducing and preventing dam bag vibration. For rubber dam projects that often overflow, a steep slope section should be set up to connect with the downstream energy dissipation pool (tank). The most unfavorable water level and flow combination should be selected according to the application conditions for energy dissipation and anti-scouring calculations.
3.5.8 The energy dissipation and anti-scouring calculation of the inflatable rubber dam should take into account the factor of increased single-width flow caused by the notch in the dam bag when the dam is built. 3.5.9 The control room shall meet the needs of mechanical and electrical equipment layout, operation and management, and the indoor ground elevation shall be higher than the verified flood level. The underground pump room shall be treated with anti-seepage and moisture-proof treatment.
3.5.10 When a rubber dam is built on an existing dam or spillway, the stability and stress verification shall be carried out after the water level of the original project is raised, and the upstream flooding impact shall be considered and the original flood control standard shall not be lowered. 3.5.11 Rubber dams with plug-type anchoring shall take effective measures to prevent end shoulders. 4 Construction and installation
4.1 General provisions
4.1.1 The construction of rubber dam projects shall be carried out in accordance with relevant water conservancy infrastructure regulations and procedures, and bidding, tendering, construction supervision and other work shall be carried out. 4.1.2 Before construction, a detailed construction plan shall be prepared based on the approved design documents (including construction organization design and engineering budget) and relevant specifications to ensure advanced technology and economic rationality and ensure construction progress and project quality. 440
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4.1.3 The layout of the construction site should be reasonable, convenient for construction, ensure safety and strive for economy. Rubber dam bags must be subject to special quality inspection. 4.1.4#
4.1.5 The installation of dam bags must ensure the sealing of the inflation medium. 4.1.6 Quality management must be strengthened during the construction of rubber dams, and a quality assurance system and a quality inspection system should be established to ensure the construction quality. 4.2 Civil engineering construction
4.2.1 Civil engineering construction may include the following main projects: 1) Excavation of foundation pits, laying of control and observation system pipelines 2) Casting of concrete bottom plates, anchor grooves or pre-buried anchor bolts; anchor production. 3) Construction of shore walls and anti-seepage, anti-scouring facilities and other safety protection measures. 4) Control room.
The above constructions shall comply with the technical requirements of relevant standards and specifications. 4.2.2 The surface of the contact area between the dam bag and the foundation bottom plate and the shore wall (middle pier) must be flat and smooth. 4.2.3 For bolt pressure plate anchoring, the bolt spacing and burial depth shall meet the design requirements. For wedge blocks or capsule water-filled anchoring, the notch, groove wall and groove bottom line of the anchor groove shall be straight and flat. 4.3 Construction of control, safety and observation systems
4.3.1 The construction of the control system shall comply with the requirements of relevant electromechanical and civil construction. 4.3.2 Before installing the safety device, it shall be inspected and installed according to the design requirements to ensure quality and reliable operation. 4.3.3 The installation of the observation system shall be debugged to meet the design accuracy requirements and ensure convenient and reliable observation. 4.4 Dam bag installation
4.4.1 Requirements for dam bags, bottom gaskets, sealing materials, and leveling sheets: 1) Dam bags and bottom gaskets should be made by the factory according to the design drawings. Their dimensions must be checked and the anchoring lines and anchoring center lines must be drawn before leaving the factory; upstream and downstream marks should be marked in a conspicuous position. 2) Dam bags must be made in strict accordance with quality requirements, and must be accompanied by a relevant parameter inspection report issued by a testing agency that has passed national metrology certification when leaving the factory.
3) Leveling sheets should use rubber sheets of the same thickness or slightly thicker than the dam bags. 4) Dam bags and bottom gaskets should avoid deformation and damage during transportation. 4.4.2 Inspection before dam bag installation:
1) The strength of wedges, foundation bottom plates and shore wall concrete must meet the design requirements. 2) The contact areas between the dam bag and the bottom plate and shore wall should be flat and smooth. 3) The filling and discharge pipes should be unobstructed and leak-free. 4) The position and size of embedded bolts, pads, pressure plates, nuts (or anchor grooves, wedges, wood cores), water (gas) inlets and outlets, exhaust holes, and overpressure overflow holes should meet the design requirements.
5) After the dam bag and bottom gasket are transported to the site, their size and whether they are damaged during transportation should be checked in conjunction with the installation. If damaged, they should be repaired or replaced in time.
4.4.3. The installation of dam bag can be carried out according to the following procedures: 1) Mark the axis and center line of the dam on the bottom plate. 2) Put the bottom gasket in place (referring to the double anchored dam bag); mark the center line and anchor line on the bottom gasket. 3) A layer of rubber sheet should be glued on the bottom gasket around the pipe openings of the filling and drainage (gas) pipe, pressure measuring pipe and overpressure overflow pipe extending into the dam bag for reinforcement.
4) Draw the position of the water cap, pressure measuring pipe and overpressure overflow pipe on the bottom gasket, and dig holes at each pipe opening and fix them after re-measurement. 5) Water-stop sponge (gas-stop cloth) can be glued to the corresponding position of the bottom gasket. 6) Make the center line and anchor line of the dam bag coincide with the corresponding lines on the foundation bottom plate and the bottom gasket. 7) The anchoring sequence of the dam bag, if the end is fixed, should be carried out in the order of downstream first, upstream second, and finally the shore wall. Starting from the center line of the dam bag bottom plate 441
SL 227—1998
, install on both sides at the same time. When anchoring the bank wall (slope), first hang up the tape, flatten it, and then anchor from the bottom to the top. If the plug type anchor is adopted, it is advisable to install the plug skirts on both sides first, and then anchor the downstream and upstream. However, no matter what kind of anchoring type is adopted, the bag cloth should be folded, straightened, and leveled at the corners of the bank walls on both sides, and it shall not be reinforced with cut edges. 4.5 Engineering inspection and acceptance
4.5.1 The following contents should be checked during construction: 1) Inspection scope: dam bag, anchor bolt or wedge block number and external dimensions, installation components, pipelines, and performance of operating equipment. 2) Inspection requirements: Check the quality inspection records and sub-item quality assessment records provided by the construction unit, and conduct sampling inspection at the same time.
4.5.2 After the dam bag is installed, a comprehensive inspection must be carried out. In the absence of water blocking, the dam bag filling test should be carried out; if conditions permit, a water blocking test should also be carried out. The following items should be checked during the entire process: 1) The sealing of the dam bag and the installation.
2) The condition of the anchoring components.
3) Observation of the appearance and deformation of the dam bag.
4) The condition of the filling and discharge and observation system,
5) The pressure drop in the inflated dam bag. 4.5.3 After the dam filling inspection, the water in the dam bag should be removed and the anchors should be tightened again. 4.5.4 Management and maintenance before acceptance:
1) Before the project acceptance, the construction unit should be responsible for management and maintenance. 2) The construction unit must seriously deal with the problems left over from the construction of the project and complete them before acceptance. 3) After the completion of the project, the construction unit should organize acceptance in a timely manner. 4.5.5 The quality inspection and evaluation of the rubber dam project should be carried out in accordance with the "Regulations for Construction Quality Evaluation of Water Conservancy and Hydropower Projects" (SL176-1996). 4.5.6 The dam bag should be accepted based on the design dam height. 4.5.7 The completion acceptance must be carried out in accordance with the "Acceptance Regulations for Water Conservancy and Hydropower Projects", "Quality Grade Assessment Standards for Unit Projects of Water Conservancy and Hydropower Capital Construction Projects" (SDI249-1988, SL38--1992) and the provisions of this specification. 5 Operation Management
5.1 General Provisions
5.1.1 The rubber dam project must have a management organization. During the construction of the project, the management preparation organization can send people to participate in the construction, and the management organization will take over the project after the completion acceptance of the project.
5.1.2 Before the completion acceptance of the project, the management preparation organization shall, together with the design and construction units, formulate specific management methods and relevant systems in accordance with the requirements of this specification and in combination with the characteristics of the project. The rubber dam project must be operated scientifically according to the operation rules. 5.1.3 The management organization shall carry out scientific management and conduct regular inspections, observations, maintenance, repairs and control and use of the project. All records shall be sorted and filed in a timely manner to establish a complete technical file. 5.1.4 Before the completion and acceptance of the rubber dam project, the project management scope and safety area must be determined. Blasting, sand mining, swimming, fishing, sewage discharge, unplanned construction and all other activities that are not conducive to the safety of the rubber dam are strictly prohibited within the management scope. 5.2 Inspection and Observation
5.2.1 The management agency should monitor the water conditions and water flow patterns, changes in the project status and the use of dam bags, promptly discover abnormal phenomena, analyze the causes, and take measures to prevent accidents. 5.2.2 The inspection of rubber dam projects should include regular inspections, periodic inspections and special inspections. 1) Regular inspections: The management unit should regularly inspect various parts of the rubber dam project, dam bags, anchors, filling and discharge equipment, electromechanical equipment, communication facilities, riverbed scouring and silting, river embankments and water flow conditions within the management scope. The inspection cycle should be no less than once a month. When the rubber dam is affected by adverse factors, the parts prone to problems should be promptly inspected and observed. 2) Regular inspection: Before and after the flood season, during the winter freezing period, or before and after the use of the rubber dam, a comprehensive inspection should be conducted on all parts and facilities of the rubber dam project. Before the first use of the year, the completion of the annual maintenance project should be checked. After the flood season, the changes and damage of the project should be checked. For rubber dam projects used in winter in cold areas, the anti-freezing and anti-icing measures should be checked. 3) Special inspection: When a major flood, rainstorm, storm, strong earthquake or major engineering accident occurs, a special inspection should be conducted on the rubber dam project in a timely manner, focusing on whether the main project is damaged. 4) After the regular inspection and special inspection, the inspection report should be submitted to the superior competent department in a timely manner. The inspection personnel should be relatively stable and the inspection report should be kept for a long time.
5.2.3 The observation work should include the following items: pressure inside the dam bag, deformation and aging of the dam bag, water level upstream and downstream of the river, riverbed deformation, water flow pattern, water level, flow, pebbles, floating objects, ice, etc. 5.2.4 Data collation and compilation: After the observation, the data should be collated, calculated and checked in time. Data compilation should be carried out once a year as required, and the compilation results should be submitted to the superior competent department for review. The rubber dam project management unit must conduct a special analysis of the abnormal phenomena found, and may conduct special research together with scientific research, design and construction personnel when necessary. 5.3 Maintenance and repair
5.3.1 The maintenance and repair work of the rubber dam project can be divided into maintenance, annual repair, emergency repair and overhaul, and the division principles should comply with the following provisions: 1) Maintenance For defects and problems found during regular inspections, maintenance and local repairs should be carried out in a timely manner to keep the project and equipment intact, clean and flexible in operation.
2) Annual repair: According to the defects and problems found in the comprehensive inspection after the flood, the necessary renovation and partial improvement of the engineering facilities should be carried out. 3) Emergency repair: When the rubber dam project and equipment are damaged, such as the dam bag is damaged, punctured and leaking water (gas), emergency repair measures must be taken immediately. 4) Major repair: When the project is seriously damaged or the equipment is aging, the repair project is large and the technology is complex, the project renovation or equipment update should be planned.
5.3.2 Dam bag maintenance and repair:
1) The surface of the dam bag can be coated with an anti-aging coating. The construction technology and methods of the anti-aging coating are shown in Appendix E. 2) Sand and gravel and other debris on the bag body and the bottom plate of the dam bag landing area must be removed in time, and floating objects in the river that endanger the safety of the dam bag must be removed. 3) When the dam bag is damaged, different repair methods should be adopted according to the degree of damage. See Appendix E for details. 5.3.3 Maintenance and repair of anchors:
1) If the anchors (including steel, iron, wood and concrete) are loose, they must be tightened, pressed firmly and filled according to the installation requirements. If they are severely corroded or split, they must be replaced.
2) Metal anchors should be regularly derusted and painted with rust inhibitors. 3) Wooden anchors should be protected from biological corrosion and decay. 4) The sediment near the dam bag should be removed in time. 5.3.4 Maintenance and repair of filling and discharge equipment:
1) Pipes, gate valves and other easily corroded components in the filling and discharge equipment should be regularly derusted and painted with rust inhibitors. 2) If the filling and discharge equipment (such as motors, water pumps, air compressors (fans), flanges, gate valves, etc.) fails or is damaged, the fault must be eliminated in time and repaired or replaced.
3) The sediment and other debris trapped in the filling and discharge outlets and safety overflow holes must be removed at any time. 4) The safety overflow hole and exhaust hole must be kept unobstructed. 5.3.5 The maintenance and repair of geotechnical structures, masonry structures and concrete structures may refer to the relevant provisions of the "Technical Management Regulations for Water Gates" (SL75--1994).
5.4 Operation Control
5.4.1 The management unit shall formulate operation plans and operating procedures according to the purpose of the dam construction and the characteristics of the project, and must strictly implement them after approval by the superior competent department.
5.4.2 It is strictly forbidden to use the dam bag at ultra-high and ultra-pressure, that is, the water (or air) filling shall not exceed the designed internal pressure. It is strictly forbidden to use the rubber dam with one-way water retention in two directions.
5.4.3 During the flood season, the upstream water conservancy management department should be contacted. According to the meteorological and hydrological forecasts, the water situation should be timely grasped and safety protection measures should be taken in advance. 443
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5.4.4 For rubber dam projects built on rivers with a lot of sediment, flood discharge and silt prevention measures should be taken. 5.4.5 When the dam top overflows, the dam height can be changed to adjust the overflow water depth to avoid vibration of the dam bag. 5.4.6 Water-filled rubber dams in cold regions should be built over the winter; if the dam cannot be built over the winter, anti-freezing and ice-breaking measures should be taken on the water surface; when ice passes over the dam, protective measures should be taken for the dam bag. 5.4.7 During the water-retaining period of the rubber dam, in the hot season, in order to reduce the surface temperature of the dam bag, the dam height can be appropriately lowered, and a certain overflow water depth can be maintained on the top of the dam for a short time.
5.4.8 For multi-span rubber dams, the dam should be evenly hooked, symmetrically, and slowly lowered to avoid harmful scouring downstream. 5.4.9 Before the dam is released, the relevant units and departments should be notified in advance, and warnings should be issued to dangerous areas with various effective signals. 444
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Appendix A Calculation of flood discharge capacity of rubber dam
The flood discharge capacity of rubber dam can be calculated according to the following basic formula of weir flow: Q=eamB V2g h3/2
Wherein: Q
Flow rate over the dam, m2/s;
Average width of the overflow section, m;
Weir top head including human near-flow velocity head, m; flow coefficient;
Submergence coefficient, which can be taken from the test data of wide-top weir; (A.0. 1)
Contraction coefficient on the weir flow side, which is related to the boundary conditions. A.0.2 The flow coefficient of the rubber dam is between the wide crest weir and the curved practical weir. When the dam bag is completely flat, it can be regarded as a wide crest weir, and the flow coefficient m is 0.33~0.36; when the dam bag is inflated, it can be regarded as a curved practical weir, and the flow coefficient m=0.36~0.45. A.0.3 The flow coefficient of the rubber dam in use can be calculated according to the following formula: 1) The flow coefficient of the single anchored water-filled rubber dam: hl+0.152
m=0.138+0.018
-pressure head in the dam bag, m;
Where: H. -
H——actual dam height when the dam bag is inflated during operation, m; -water depth upstream of the dam, m;
water depth downstream of the dam, m.
The above values are based on the dam bottom as the reference surface. The dam height during overflow can be measured or calculated using the following formula: Ho+0.145 2
. hi+0.8742
0.5138-0.7673
Where: H1
Design dam height, m.
2) Flow coefficient of double anchor water-filled rubber dam: Hi
+0.0037
m=0.1630+0.0913
3+0.1088
=0.2127-0.2533-
3) Flow coefficient of double anchor inflatable rubber dam: h.
m=0.0930+0.2720
6+ 237 2年
H=0. 627 5+0. 080 2号
H-h2≤0.45.
The formula is applicable to:
(A.0.3-1)
(A.0. 3-2)
(A.0.3-3)
(A.0.3-4)
(A.0.3-5)
(A.0.3-6)
B.1 General provisions
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Appendix B Dam bag design calculation
B.1.1 Dam bag design calculation should be divided into two parts: water-filled and air-filled rubber dams. The calculation contents should include: radial tension of dam bag, dimensions of each part of dam bag in the annular direction, unit area of dam bag, contour coordinates of dam bag plug, etc. B.1.2 The design calculation condition of rubber dam bag should be the case where the upstream water depth is equal to the dam height and there is no water downstream. B.2 Design and calculation of water-filled rubber dam
B.2.1 The design parameters of the dam bag can be calculated by the following formulas through numerical solution: 1) Calculated radial strength of the dam bag:
Where: T
Calculated radial strength of the dam bag, kN/m;
Specific gravity of water, kN/m;
Internal pressure ratio, H./Hi;
Internal pressure head, m;
Designed dam height, m.
(B. 2. 1-1)
2) The contour of the inflated dam bag can be divided into four parts: the length of the upstream dam surface curve section St, the length of the downstream dam surface curve section S, the length of the upstream ground section n, and the length of the downstream ground section X. (See Figure B.2.1). ①The effective perimeter (excluding anchorage length) of the dam bag anchored by a single anchor line is L.-S +s+n+X.
②The effective perimeter (excluding anchorage length) of the dam bag anchored by a double anchor line is L.-Si+s
③The effective length (excluding anchorage length) of the bottom gasket anchored by a double anchor line is lo-n+X.
The n, S, S and X of each part of the dam bag. The calculation formula is as follows: 1
V2(α1)
When α≤1.5,
When α>1.5,
= sin-in
——sin-
H1 ·F(k, yuan/2)
H1·F(k, yuan/2)-αHi ·E(k. yuan/2)2α
The calculation formula for the radius R of the upstream dam surface curve segment is: 2α 1
4(α-1)1
Where F (k, yuan/2) and E (k, yuan/2) are the first and second complete elliptic integrals respectively. 446
(B. 2. 1-2)
(B.2. 1-3)
(B. 2. 1-4)
(B. 2.1-5)
(B.2.1-6)
(B. 2. 1-7)
(B. 2. 1-8)
(B. 2. 1-9)
(B.2.1-10)
(B.2. 1-11)
3) Dam bag single wide capacity V (m2)
SL 227--1998
F(k,x/2)=
Mi-k'sin\p
/lk\sin\pdg
E(k,yuan/2) =
k2 2α
n(RH)+αH,X,
4) Curve coordinates of the cross section of the dam bag. See Figure B.2.1 for coordinate selection. yt
Figure B.2.1 Schematic diagram of water-filled rubber dam
Coordinates of the upstream dam surface curve segment:
X--V2RH, -Y2-2Y(RH)-H
Coordinates of the downstream dam surface curve segment:
XX. -(α\1+
)Hi·F(k,oi)+aH ·E(,i)
where F(k，) and E(k，) are the first and second kind incomplete elliptic integrals respectively. F(kp)=
E(k,p)
= sin
Vi-k'sin\g
Vi-k'sin\odp
2α—1
B.2.2 The design parameters of the dam bag can also be calculated by the following table lookup method: (B. 2. 1-12)
(B.2. 1-13)
(B.2. 1-14)
(B. 2. 1-15)
(B. 2. 1-16)
(B. 2. 1-17)
(B. 2. 1-18)
(B. 2.1-19)
(B.2. 1-20)
1) Table B.2.2-1 is a table of design parameters for water-filled rubber dam bags calculated using the numerical solution formula, which can be directly used for design. When calculating T and V, simply multiply the numbers in the table by the square of the design dam height. For other items, multiply the numbers in the table by the design dam height to obtain the values used in design.
Table of design parameters for water-filled rubber dam bags
Table B. 2. 2-1
.0.94889 Before the dam discharges, the relevant units and departments should be notified in advance, and warnings should be issued to the dangerous areas by various effective signals. 444
SL 227—1998
Appendix A Calculation of the flood discharge capacity of rubber dams
The flood discharge capacity of rubber dams can be calculated according to the following basic formula for weir flow: Q=eamB V2g h3/2
Where: Q
Flow rate over the dam, m2/s;
Average width of the overflow section, m;
Weir crest head of the pedestrian near-flow velocity head, m; Discharge coefficient;
Submergence coefficient, which can be obtained from the test data of the wide crest weir; (A.0. 1)
Contraction coefficient on the weir flow side, which is related to the boundary conditions. A.0.2 The flow coefficient of the rubber dam is between the wide crest weir and the curved practical weir. When the dam bag is completely flat, it can be regarded as a wide crest weir, and the flow coefficient m is 0.33~0.36; when the dam bag is inflated, it can be regarded as a curved practical weir, and the flow coefficient m=0.36~0.45. A.0.3 The flow coefficient of the rubber dam in use can be calculated according to the following formula: 1) The flow coefficient of the single anchored water-filled rubber dam: hl+0.152
m=0.138+0.018
-pressure head in the dam bag, m;
Where: H. -
H——actual dam height when the dam bag is inflated during operation, m; -water depth upstream of the dam, m;
water depth downstream of the dam, m.
The above values are based on the dam bottom as the reference surface. The dam height during overflow can be measured or calculated using the following formula: Ho+0.145 2
. hi+0.8742
0.5138-0.7673
Where: H1
Design dam height, m.
2) Flow coefficient of double anchor water-filled rubber dam: Hi
+0.0037
m=0.1630+0.0913
3+0.1088
=0.2127-0.2533-
3) Flow coefficient of double anchor inflatable rubber dam: h.
m=0.0930+0.2720
6+ 237 2年
H=0. 627 5+0. 080 2号
H-h2≤0.45.
The formula is applicable to:
(A.0.3-1)
(A.0. 3-2)
(A.0.3-3)
(A.0.3-4)
(A.0.3-5)
(A.0.3-6)
B.1 General provisions
SL 227-1998
Appendix B Dam bag design calculation
B.1.1 Dam bag design calculation should be divided into two parts: water-filled and air-filled rubber dams. The calculation contents should include: radial tension of dam bag, dimensions of each part of dam bag in the annular direction, unit area of dam bag, contour coordinates of dam bag plug, etc. B.1.2 The design calculation condition of rubber dam bag should be the case where the upstream water depth is equal to the dam height and there is no water downstream. B.2 Design and calculation of water-filled rubber dam
B.2.1 The design parameters of the dam bag can be calculated by the following formulas through numerical solution: 1) Calculated radial strength of the dam bag:
Where: T
Calculated radial strength of the dam bag, kN/m;
Specific gravity of water, kN/m;
Internal pressure ratio, H./Hi;
Internal pressure head, m;
Designed dam height, m.
(B. 2. 1-1)
2) The contour of the inflated dam bag can be divided into four parts: the length of the upstream dam surface curve section St, the length of the downstream dam surface curve section S, the length of the upstream ground section n, and the length of the downstream ground section X. (See Figure B.2.1). ①The effective perimeter (excluding anchorage length) of the dam bag anchored by a single anchor line is L.-S +s+n+X.
②The effective perimeter (excluding anchorage length) of the dam bag anchored by a double anchor line is L.-Si+s
③The effective length (excluding anchorage length) of the bottom gasket anchored by a double anchor line is lo-n+X.
The n, S, S and X of each part of the dam bag. The calculation formula is as follows: 1
V2(α1)
When α≤1.5,
When α>1.5,
= sin-in
——sin-
H1 ·F(k, yuan/2)
H1·F(k, yuan/2)-αHi ·E(k. yuan/2)2α
The calculation formula for the radius R of the upstream dam surface curve segment is: 2α 1
4(α-1)1
Where F (k, yuan/2) and E (k, yuan/2) are the first and second complete elliptic integrals respectively. 446
(B. 2. 1-2)
(B.2. 1-3)
(B. 2. 1-4)
(B. 2.1-5)
(B.2.1-6)
(B. 2. 1-7)
(B. 2. 1-8)
(B. 2. 1-9)
(B.2.1-10)
(B.2. 1-11)
3) Dam bag single wide capacity V (m2)
SL 227--1998
F(k,x/2)=
Mi-k'sin\p
/lk\sin\pdg
E(k,yuan/2) =
k2 2α
n(RH)+αH,X,
4) Curve coordinates of the cross section of the dam bag. See Figure B.2.1 for coordinate selection. yt
Figure B.2.1 Schematic diagram of water-filled rubber dam
Coordinates of the upstream dam surface curve segment:
X--V2RH, -Y2-2Y(RH)-H
Coordinates of the downstream dam surface curve segment:
XX. -(α\1+
)Hi·F(k,oi)+aH ·E(,i)
where F(k，) and E(k，) are the first and second kind incomplete elliptic integrals respectively. F(kp)=
E(k,p)
= sin
Vi-k'sin\g
Vi-k'sin\odp
2α—1
B.2.2 The design parameters of the dam bag can also be calculated by the following table lookup method: (B. 2. 1-12)
(B.2. 1-13)
(B.2. 1-14)
(B. 2. 1-15)
(B. 2. 1-16)
(B. 2. 1-17)
(B. 2. 1-18)
(B. 2.1-19)
(B.2. 1-20)
1) Table B.2.2-1 is a table of design parameters for water-filled rubber dam bags calculated using the numerical solution formula, which can be directly used for design. When calculating T and V, simply multiply the numbers in the table by the square of the design dam height. For other items, multiply the numbers in the table by the design dam height to obtain the values used in design.
Table of design parameters for water-filled rubber dam bags
Table B. 2. 2-1
.0.94889 Before the dam discharges, the relevant units and departments should be notified in advance, and warnings should be issued to the dangerous areas by various effective signals. 444
SL 227—1998
Appendix A Calculation of the flood discharge capacity of rubber dams
The flood discharge capacity of rubber dams can be calculated according to the following basic formula for weir flow: Q=eamB V2g h3/2
Where: Q
Flow rate over the dam, m2/s;
Average width of the overflow section, m;
Weir crest head of the pedestrian near-flow velocity head, m; Discharge coefficient;
Submergence coefficient, which can be obtained from the test data of the wide crest weir; (A.0. 1)
Contraction coefficient on the weir flow side, which is related to the boundary conditions. A.0.2 The flow coefficient of the rubber dam is between the wide crest weir and the curved practical weir. When the dam bag is completely flat, it can be regarded as a wide crest weir, and the flow coefficient m is 0.33~0.36; when the dam bag is inflated, it can be regarded as a curved practical weir, and the flow coefficient m=0.36~0.45. A.0.3 The flow coefficient of the rubber dam in use can be calculated according to the following formula: 1) The flow coefficient of the single anchored water-filled rubber dam: hl+0.152
m=0.138+0.018
-pressure head in the dam bag, m;
Where: H. -
H——actual dam height when the dam bag is inflated during operation, m; -water depth upstream of the dam, m;
water depth downstream of the dam, m.
The above values are based on the dam bottom as the reference surface. The dam height during overflow can be measured or calculated using the following formula: Ho+0.145 2
. hi+0.8742
0.5138-0.7673
Where: H1
Design dam height, m.
2) Flow coefficient of double anchor water-filled rubber dam: Hi
+0.0037
m=0.1630+0.0913
3+0.1088
=0.2127-0.2533-
3) Flow coefficient of double anchor inflatable rubber dam: h.
m=0.0930+0.2720
6+ 237 2年
H=0. 627 5+0. 080 2号
H-h2≤0.45.
The formula is applicable to:
(A.0.3-1)
(A.0. 3-2)
(A.0.3-3)bzxZ.net
(A.0.3-4)
(A.0.3-5)
(A.0.3-6)
B.1 General provisions
SL 227-1998
Appendix B Dam bag design calculation
B.1.1 Dam bag design calculation should be divided into two parts: water-filled and air-filled rubber dams. The calculation contents should include: radial tension of dam bag, dimensions of each part of dam bag in the annular direction, unit area of dam bag, contour coordinates of dam bag plug, etc. B.1.2 The design calculation condition of rubber dam bag should be the case where the upstream water depth is equal to the dam height and there is no water downstream. B.2 Design and calculation of water-filled rubber dam
B.2.1 The design parameters of the dam bag can be calculated by the following formulas through numerical solution: 1) Calculated radial strength of the dam bag:
Where: T
Calculated radial strength of the dam bag, kN/m;
Specific gravity of water, kN/m;
Internal pressure ratio, H./Hi;
Internal pressure head, m;
Designed dam height, m.
(B. 2. 1-1)
2) The contour of the inflated dam bag can be divided into four parts: the length of the upstream dam surface curve section St, the length of the downstream dam surface curve section S, the length of the upstream ground section n, and the length of the downstream ground section X. (See Figure B.2.1). ①The effective perimeter (excluding anchorage length) of the dam bag anchored by a single anchor line is L.-S +s+n+X.
②The effective perimeter (excluding anchorage length) of the dam bag anchored by a double anchor line is L.-Si+s
③The effective length (excluding anchorage length) of the bottom gasket anchored by a double anchor line is lo-n+X.
The n, S, S and X of each part of the dam bag. The calculation formula is as follows: 1
V2(α1)
When α≤1.5,
When α>1.5,
= sin-in
——sin-
H1 ·F(k, yuan/2)
H1·F(k, yuan/2)-αHi ·E(k. yuan/2)2α
The calculation formula for the radius R of the upstream dam surface curve segment is: 2α 1
4(α-1)1
Where F (k, yuan/2) and E (k, yuan/2) are the first and second complete elliptic integrals respectively. 446
(B. 2. 1-2)
(B.2. 1-3)
(B. 2. 1-4)
(B. 2.1-5)
(B.2.1-6)
(B. 2. 1-7)
(B. 2. 1-8)
(B. 2. 1-9)
(B.2.1-10)
(B.2. 1-11)
3) Dam bag single wide capacity V (m2)
SL 227--1998
F(k,x/2)=
Mi-k'sin\p
/lk\sin\pdg
E(k,yuan/2) =
k2 2α
n(RH)+αH,X,
4) Curve coordinates of the cross section of the dam bag. See Figure B.2.1 for coordinate selection. yt
Figure B.2.1 Schematic diagram of water-filled rubber dam
Coordinates of the upstream dam surface curve segment:
X--V2RH, -Y2-2Y(RH)-H
Coordinates of the downstream dam surface curve segment:
XX. -(α\1+
)Hi·F(k,oi)+aH ·E(,i)
where F(k，) and E(k，) are the first and second kind incomplete elliptic integrals respectively. F(kp)=
E(k,p)
= sin
Vi-k'sin\g
Vi-k'sin\odp
2α—1
B.2.2 The design parameters of the dam bag can also be calculated by the following table lookup method: (B. 2. 1-12)
(B.2. 1-13)
(B.2. 1-14)
(B. 2. 1-15)
(B. 2. 1-16)
(B. 2. 1-17)
(B. 2. 1-18)
(B. 2.1-19)
(B.2. 1-20)
1) Table B.2.2-1 is a table of design parameters for water-filled rubber dam bags calculated using the numerical solution formula, which can be directly used for design. When calculating T and V, simply multiply the numbers in the table by the square of the design dam height. For other items, multiply the numbers in the table by the design dam height to obtain the values used in design.
Table of design parameters for water-filled rubber dam bags
Table B. 2. 2-1
.0.94882533-
3) Flow coefficient of double-anchored inflatable rubber dam: h.
m=0.0930+0.2720
6+ 237 2年
H=0. 627 5+0. 080 2号
H-h2≤0.45.
The formula is applicable to:
(A.0.3-1)
(A.0. 3-2)
(A.0.3-3)
(A.0.3-4)
(A.0.3-5)
(A.0.3-6)
B.1 General provisions
SL 227-1998
Appendix B Dam bag design calculation
B.1.1 Dam bag design calculation should be divided into two parts: water-filled and air-filled rubber dams. The calculation contents should include: radial tension of dam bag, dimensions of each part of dam bag in the annular direction, unit area of dam bag, contour coordinates of dam bag plug, etc. B.1.2 The design calculation condition of rubber dam bag should be the case where the upstream water depth is equal to the dam height and there is no water downstream. B.2 Design and calculation of water-filled rubber dam
B.2.1 The design parameters of the dam bag can be calculated by the following formulas through numerical solution: 1) Calculated radial strength of the dam bag:
Where: T
Calculated radial strength of the dam bag, kN/m;
Specific gravity of water, kN/m;
Internal pressure ratio, H./Hi;
Internal pressure head, m;
Designed dam height, m.
(B. 2. 1-1)
2) The contour of the inflated dam bag can be divided into four parts: the length of the upstream dam surface curve section St, the length of the downstream dam surface curve section S, the length of the upstream ground section n, and the length of the downstream ground section X. (See Figure B.2.1). ①The effective perimeter (excluding anchorage length) of the dam bag anchored by a single anchor line is L.-S +s+n+X.
②The effective perimeter (excluding anchorage length) of the dam bag anchored by a double anchor line is L.-Si+s
③The effective length (excluding anchorage length) of the bottom gasket anchored by a double anchor line is lo-n+X.
The n, S, S and X of each part of the dam bag. The calculation formula is as follows: 1
V2(α1)
When α≤1.5,
When α>1.5,
= sin-in
——sin-
H1 ·F(k, yuan/2)
H1·F(k, yuan/2)-αHi ·E(k. yuan/2)2α
The calculation formula for the radius R of the upstream dam surface curve segment is: 2α 1
4(α-1)1
Where F (k, yuan/2) and E (k, yuan/2) are the first and second complete elliptic integrals respectively. 446
(B. 2. 1-2)
(B.2. 1-3)
(B. 2. 1-4)
(B. 2.1-5)
(B.2.1-6)
(B. 2. 1-7)
(B. 2. 1-8)
(B. 2. 1-9)
(B.2.1-10)
(B.2. 1-11)
3) Dam bag single wide capacity V (m2)
SL 227--1998
F(k,x/2)=
Mi-k'sin\p
/lk\sin\pdg
E(k,yuan/2) =
k2 2α
n(RH)+αH,X,
4) Curve coordinates of the cross section of the dam bag. See Figure B.2.1 for coordinate selection. yt
Figure B.2.1 Schematic diagram of water-filled rubber dam
Coordinates of the upstream dam surface curve segment:
X--V2RH, -Y2-2Y(RH)-H
Coordinates of the downstream dam surface curve segment:
XX. -(α\1+
)Hi·F(k,oi)+aH ·E(,i)
where F(k，) and E(k，) are the first and second kind incomplete elliptic integrals respectively. F(kp)=
E(k,p)
= sin
Vi-k'sin\g
Vi-k'sin\odp
2α—1
B.2.2 The design parameters of the dam bag can also be calculated by the following table lookup method: (B. 2. 1-12)
(B.2. 1-13)
(B.2. 1-14)
(B. 2. 1-15)
(B. 2. 1-16)
(B. 2. 1-17)
(B. 2. 1-18)
(B. 2.1-19)
(B.2. 1-20)
1) Table B.2.2-1 is a table of design parameters for water-filled rubber dam bags calculated using the numerical solution formula, which can be directly used for design. When calculating T and V, simply multiply the numbers in the table by the square of the design dam height. For other items, multiply the numbers in the table by the design dam height to obtain the values used in design.
Table of design parameters for water-filled rubber dam bags
Table B. 2. 2-1
.0.94882533-
3) Flow coefficient of double-anchored inflatable rubber dam: h.
m=0.0930+0.2720
6+ 237 2年
H=0. 627 5+0. 080 2号
H-h2≤0.45.
The formula is applicable to:
(A.0.3-1)
(A.0. 3-2)
(A.0.3-3)
(A.0.3-4)
(A.0.3-5)
(A.0.3-6)
B.1 General provisions
SL 227-1998
Appendix B Dam bag design calculation
B.1.1 Dam bag design calculation should be divided into two parts: water-filled and air-filled rubber dams. The calculation contents should include: radial tension of dam bag, dimensions of each part of dam bag in the annular direction, unit area of dam bag, contour coordinates of dam bag plug, etc. B.1.2 The design calculation condition of rubber dam bag should be the case where the upstream water depth is equal to the dam height and there is no water downstream. B.2 Design and calculation of water-filled rubber dam
B.2.1 The design parameters of the dam bag can be calculated by the following formulas through numerical solution: 1) Calculated radial strength of the dam bag:
Where: T
Calculated radial strength of the dam bag, kN/m;
Specific gravity of water, kN/m;
Internal pressure ratio, H./Hi;
Internal pressure head, m;
Designed dam height, m.
(B. 2. 1-1)
2) The contour of the inflated dam bag can be divided into four parts: the length of the upstream dam surface curve section St, the length of the downstream dam surface curve section S, the length of the upstream ground section n, and the length of the downstream ground section X. (See Figure B.2.1). ①The effective perimeter (excluding anchorage length) of the dam bag anchored by a single anchor line is L.-S +s+n+X.
②The effective perimeter (excluding anchorage length) of the dam bag anchored by a double anchor line is L.-Si+s
③The effective length (excluding anchorage length) of the bottom gasket anchored by a double anchor line is lo-n+X.
The n, S, S and X of each part of the dam bag. The calculation formula is as follows: 1
V2(α1)
When α≤1.5,
When α>1.5,
= sin-in
——sin-
H1 ·F(k, yuan/2)
H1·F(k, yuan/2)-αHi ·E(k. yuan/2)2α
The calculation formula for the radius R of the upstream dam surface curve segment is: 2α 1
4(α-1)1
Where F (k, yuan/2) and E (k, yuan/2) are the first and second complete elliptic integrals respectively. 446
(B. 2. 1-2)
(B.2. 1-3)
(B. 2. 1-4)
(B. 2.1-5)
(B.2.1-6)
(B. 2. 1-7)
(B. 2. 1-8)
(B. 2. 1-9)
(B.2.1-10)
(B.2. 1-11)
3) Dam bag single wide capacity V (m2)
SL 227--1998
F(k,x/2)=
Mi-k'sin\p
/lk\sin\pdg
E(k,yuan/2) =
k2 2α
n(RH)+αH,X,
4) Curve coordinates of the cross section of the dam bag. See Figure B.2.1 for coordinate selection. yt
Figure B.2.1 Schematic diagram of water-filled rubber dam
Coordinates of the upstream dam surface curve segment:
X--V2RH, -Y2-2Y(RH)-H
Coordinates of the downstream dam surface curve segment:
XX. -(α\1+
)Hi·F(k,oi)+aH ·E(,i)
where F(k，) and E(k，) are the first and second kind incomplete elliptic integrals respectively. F(kp)=
E(k,p)
= sin
Vi-k'sin\g
Vi-k'sin\odp
2α—1
B.2.2 The design parameters of the dam bag can also be calculated by the following table lookup method: (B. 2. 1-12)
(B.2. 1-13)
(B.2. 1-14)
(B. 2. 1-15)
(B. 2. 1-16)
(B. 2. 1-17)
(B. 2. 1-18)
(B. 2.1-19)
(B.2. 1-20)
1) Table B.2.2-1 is a table of design parameters for water-filled rubber dam bags calculated using the numerical solution formula, which can be directly used for design. When calculating T and V, simply multiply the numbers in the table by the square of the design dam height. For other items, multiply the numbers in the table by the design dam height to obtain the values used in design.
Table of design parameters for water-filled rubber dam bags
Table B. 2. 2-1
.0.94881-11)
3) Dam bag unit volume V (m2)
SL 227--1998
F(k,x/2)=
Mi-k'sin\p
/lk\sin\pdg
E(k, yuan/2) =
k2 2α
n(RH)+αH,X,
4) Dam bag cross section curve coordinates. Coordinate selection see Figure B.2.1. yt
Figure B.2.1 Schematic diagram of water-filled rubber dam
Upstream dam surface curve section coordinates:
X--V2RH, -Y2-2Y(RH)-H
Downstream dam surface curve section coordinates:
XX. -(α\1+
)Hi·F(k,oi)+aH ·E(,i)
where F(k，) and E(k，) are the first and second kind incomplete elliptic integrals respectively. F(kp)=
E(k,p)
= sin
Vi-k'sin\g
Vi-k'sin\odp
2α—1
B.2.2 The design parameters of the dam bag can also be calculated by the following table lookup method: (B. 2. 1-12)
(B.2. 1-13)
(B.2. 1-14)
(B. 2. 1-15)
(B. 2. 1-16)
(B. 2. 1-17)
(B. 2. 1-18)
(B. 2.1-19)
(B.2. 1-20)
1) Table B.2.2-1 is a table of design parameters for water-filled rubber dam bags calculated using the numerical solution formula, which can be directly used for design. When calculating T and V, simply multiply the numbers in the table by the square of the design dam height. For other items, multiply the numbers in the table by the design dam height to obtain the values used in design.
Table of design parameters for water-filled rubber dam bags
Table B. 2. 2-1
.0.94881-11)
3) Dam bag unit volume V (m2)
SL 227--1998
F(k,x/2)=
Mi-k'sin\p
/lk\sin\pdg
E(k, yuan/2) =
k2 2α
n(RH)+αH,X,
4) Dam bag cross section curve coordinates. Coordinate selection see Figure B.2.1. yt
Figure B.2.1 Schematic diagram of water-filled rubber dam
Upstream dam surface curve section coordinates:
X--V2RH, -Y2-2Y(RH)-H
Downstream dam surface curve section coordinates:
XX. -(α\1+
)Hi·F(k,oi)+aH ·E(,i)
where F(k，) and E(k，) are the first and second kind incomplete elliptic integrals respectively. F(kp)=
E(k,p)
= sin
Vi-k'sin\g
Vi-k'sin\odp
2α—1
B.2.2 The design parameters of the dam bag can also be calculated by the following table lookup method: (B. 2. 1-12)
(B.2. 1-13)
(B.2. 1-14)
(B. 2. 1-15)
(B. 2. 1-16)
(B. 2. 1-17)
(B. 2. 1-18)
(B. 2.1-19)
(B.2. 1-20)
1) Table B.2.2-1 is a table of design parameters for water-filled rubber dam bags calculated using the numerical solution formula, which can be directly used for design. When calculating T and V, simply multiply the numbers in the table by the square of the design dam height. For other items, multiply the numbers in the table by the design dam height to obtain the values used in design.
Table of design parameters for water-filled rubber dam bags
Table B. 2. 2-1
.0.9488
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