GBJ 43-1982 Standard for seismic evaluation of outdoor water supply and drainage engineering facilities
Some standard content:
National Standard of the People's Republic of China
Standard for Seismic Assessment of Outdoor Water Supply and Drainage Engineering Facilities
GBJ 43-~-82
(Trial)
Editing Department: Beijing Municipal Commission of Capital ConstructionApproving Department: State Capital Construction Commission of the People's Republic of ChinaTrial Period: September 1
6--20--1, 1982
Notice on Issuing the "Standard for Seismic Assessment of Outdoor Water Supply and Drainage Engineering Facilities" and the "Standard for Seismic Assessment of Outdoor Gas and Thermal Engineering Facilities" (82) Jianfashezi No. 125
In accordance with the requirements of the Notice No. (78) Jianfashezi No. 562 of the State Capital Construction Commission, the "Standard for Seismic Assessment of Outdoor Water Supply and Drainage Engineering Facilities" edited by the Beijing Municipal Commission of Capital Construction and compiled by the Beijing Municipal Anti-Seismic Office in conjunction with relevant units have been reviewed by relevant departments. The "Standard for Seismic Assessment of Outdoor Water Supply and Drainage Engineering Facilities" GBJ43-82 and the "Standard for Seismic Assessment of Outdoor Gas and Thermal Engineering Facilities" GBJ44-82 are hereby approved as national standards, which will be implemented on a trial basis from September 1, 1982. The above two standards are managed by the Beijing Municipal Capital Construction Committee. The specific interpretation of the standards, such as those related to water supply and drainage, shall be undertaken by the Beijing Municipal Design Institute; and those related to gas and thermal power shall be undertaken by the Beijing Gas and Thermal Design Institute. National Capital Construction Committee
March 30, 1982
Preparation Instructions
This standard is edited by our committee in accordance with the requirements of the Notice No. 562 of the National Capital Construction Committee (78) Jianfashe, and was jointly compiled by the Beijing Municipal Design Institute and other relevant units organized by the Beijing Anti-seismic Office. During the preparation of this standard, we followed the principle of "prevention is the priority in earthquake work", based on the relevant provisions of the current "Design Code for Lightning Resistance of Outdoor Water Supply and Drainage and Gas and Thermal Engineering", "Design Code for Seismic Resistance of Industrial and Civil Buildings" and "Standard for Seismic Assessment of Industrial and Civil Buildings", combined with the actual situation of outdoor water supply and drainage engineering facilities in my country, carefully absorbed the experience of the Haicheng and Tangshan earthquakes, and widely solicited opinions from relevant units across the country, repeatedly discussed and revised, and finally reviewed and finalized the draft in conjunction with relevant departments on 6-20-2bzxZ.net
.
This standard is divided into five chapters and one appendix. Its main contents include general provisions and provisions on lightning resistance assessment and reinforcement treatment of water supply and intake buildings, pump rooms, pools and underground pipelines.
This standard is the first preparation. During the trial implementation, please combine the actual project, carefully summarize experience, pay attention to accumulating data, and if you find that there is a need for modification and supplement, please send the relevant data or opinions to Beijing Municipal Design Institute for reference during revision.
Beijing Capital Construction Committee
March 1982
Chapter II
Water Supply and Intake Structures
....... 6.--204
. 6.-20—4
5Surface Water Intake Structures
. 6--204
. .--20—4
Groundwater Intake Structures
Section II
Section ·
Short Rectangular Pump Room
.... 6-20—5
. 6--20--5
Chapter 4
Circular Pump Room
Chapter 5 Underground Pipelines
Section 1
Water Supply Pipelines
Section 2
Drainage Pipelines
........ 620--7
......... 620-7
. 6-207
........ 620.7
........ 6-208
Explanation of Terms Used in This Standard
..........*.. 6--20-8
6—20—3
Chapter 1 General
Article 1.0.1 In order to thoroughly implement the principle of "prevention is the first priority in earthquake work", do a good job in seismic assessment and reinforcement of outdoor water supply and drainage engineering facilities in earthquake-prone areas, avoid serious damage to outdoor water supply and drainage engineering facilities and cause serious secondary disasters during earthquakes, and protect the safety of people's lives, property and important production equipment, this standard is specially formulated. Article 1.0.2 For outdoor water supply and drainage engineering facilities that meet the seismic assessment and reinforcement requirements of this standard, when encountering an earthquake with an intensity equivalent to the seismic assessment and reinforcement intensity, their buildings (including structures) generally will not collapse and injure people or damage important production equipment, and can continue to be used after repair. The seismic focus of the pipeline network is controlled within a local area, and generally will not cause serious secondary disasters. Article 1.0.3 This standard is not applicable to outdoor water supply and drainage engineering facilities with seismic appraisal reinforcement intensity of 7 degrees and 9 degrees, and is not applicable to engineering facilities with special anti-exposure requirements.
Article 1.0.4 The seismic appraisal reinforcement intensity should be adopted according to the basic intensity. For key parts of water supply and drainage systems in large and medium-sized cities, if the intensity must be increased, it should be reported for approval according to the approval authority stipulated by the state, and its seismic reinforcement intensity can be increased by one degree compared with the basic intensity. The following facilities in water supply and drainage projects do not need to be seismically assessed and reinforced: 1. In external drainage projects, except for sewage or combined pipe networks in water source protection areas, general drainage branches and their ancillary structures with a shallow burial depth and located above the permanent underground level; 2. For the purpose of earthquake intensity, underground pipelines laid on Class 1 sites or on solid and uniform Class 1 soil. The specific division of site soil, classification of rocks and soil and identification indicators shall be carried out in accordance with the current national "Code for Geological Survey for Industrial and Civil Construction Engineering", but the classification of site soil should comply with the following regulations: Class I stable rock, Class II general stable soil except Class I and Class II site soil, Class III saturated loose sand, soft plastic to fluid light sub-clay, silt and silt-like soil, fill soil, loose artificial Backfill, etc. For facilities that are still usable but not worth reinforcing, safety measures must be taken for personnel and important production equipment.
Article 1.0.5 When conducting earthquake-resistant appraisal and reinforcement, first conduct a comprehensive investigation and study on the design, construction, current use of buildings and pipelines, and the impact of strong earthquakes in the area, and combine the site and foundation soil conditions to determine whether they are favorable or unfavorable for earthquake resistance.
For buildings built on Class I site soil or solid and uniform Class II site soil, anti-exposure structural measures can be appropriately reduced. For buildings and pipelines built on Class III site soil and the edges of rivers, lakes, ditches, and pits (including river channels, hidden ditches, pits, etc.), which may cause landslides, ground fissures, and ground subsidence, the earthquake-resistant structural measures should be appropriately strengthened. The building has a complex shape. , uneven distribution of weight and stiffness, and quality defects (such as cracks caused by wall cracking, skewing, hollowing, uneven settlement, temperature expansion and contraction, damage to beams, columns, roof trusses, splitting and decay of the lower chord and end supports of wooden roof trusses, etc.), severe abrasion of pipes and accessories in the pipe network, and pipeline interchanges, etc., should all be considered as unfavorable factors in the structural construction, and earthquake-resistant measures should be strengthened.
Article 1.0.6 The earthquake-resistant appraisal of other ancillary buildings in factories and stations of outdoor water supply and drainage projects shall be carried out in accordance with the current national "Industrial and Civil Building Earthquake Resistance Appraisal Standards". The earthquake-resistant appraisal of relevant electromechanical equipment can be carried out in accordance with the current "Industrial Equipment Earthquake Resistance Appraisal Standards". Chapter 2 Water Supply and Intake Buildings
Section 1 Surface Water Intake Buildings|| tt||Article 2.1.1 The seismic appraisal of fixed shore water pump house shall focus on the site and foundation conditions of the shore soil layer, foundation methods, superstructure construction (strength and quality of walls or columns, setting of ring beams, connection between roof components and roof trusses or beams and gables, etc.) and the layout and construction of inlet and outlet pipes. Article 2.1.2 When the fixed shore water pump house is built on the shore where the site soil is Class III or the site soil is Class II but with soft soil layers, liquefiable soil layers, etc. that may cause landslides, it shall meet the following requirements: 1. It shall have a solid foundation, such as a box foundation or a sunken foundation with good integrity in combination with the water inlet. 2. Steel pipes are recommended for inlet and outlet pipes.
3. The pipes shall be embedded where they pass through the pump house wall, and flexible connections shall be provided on the pipes outside the wall.
If the above requirements are not met, additional measures such as strengthening the stability of the bank slope and adding flexible pipe connections shall be taken.
Article 2.1.3 In a fixed shore water intake pump house, the vertical pipe part of the H water pipe shall have a reliable horizontal support. The support can be installed in conjunction with the vertical pipe, and the spacing shall not exceed 4 meters. The bottom of the vertical pipe shall be connected to the pier with iron fittings. If it does not meet the requirements, additional horizontal support and anchoring measures shall be provided. Article 2.1.Article 4 When the siphon pipe of the non-self-priming water intake pump house adopts cast iron pipe, a certain number of flexible interfaces shall be provided at the elbow and on the straight pipe section. If it does not meet the requirements, flexible interfaces shall be added or other reinforcement measures such as steel pipe shall be adopted.
If it is difficult to use flexible interfaces for cast iron pipes, asbestos cement filler can be used instead of flexible interfaces, but it shall be set up along the whole line. Article 2.1.5 The connecting pipe (suction pipe) between the non-self-priming pump house and the suction well shall be embedded at the place where it passes through the wall of the pump house, and a flexible interface shall be provided on the connecting pipe outside the wall. A casing shall be provided at the place where it passes through the wall of the suction well, and a flexible filler shall be used in the gap between the connecting pipe and the casing. If it does not meet the requirements, flexible interfaces or other reinforcement measures shall be adopted on the connecting pipe. Article 2.1.6 When the bridge deck structure of the fixed shore water intake pump house or the movable water intake structure adopts the assembled reinforced concrete structure, the plate and the beam, and the beam and the support shall be connected. If it does not meet the requirements, additional reinforcement measures should be added or taken.
The seismic evaluation of the upper structure of the fixed shore water intake system house shall meet the requirements of Chapter 3 of this standard. Section 2
Groundwater Intake Buildings
Article 2.2.1 The seismic evaluation of the deep well pump room shall focus on the inspection of the pipe structure, operation and well chamber structure in combination with the site soil. Article 2.2.2 The pipe well should not have frequent sand discharge during operation. For pipe wells that often produce sand, if there are facilities for recharging and replenishing filter materials, the filter materials should be recharged and replenished regularly.
When the deep well pump pipe well that often produces sand is not equipped with facilities for recharging and replenishing filter materials, it is advisable to use a water replacement pump instead.
Article 2.2.3 The gap between the inner diameter of the pipe and the outer diameter of the pump body should not be less than 25 mm, and there should be no obvious tilt during operation. When it does not meet the requirements, the pipe wells operated by deep well pumps should be replaced with submersible pumps. Article 2.2.4 Pipe wells located in liquefiable soil areas or on the edge of rivers, lakes, ditches, and pits where the site soil is Class III shall meet the following requirements: 1. The pipes have a good overall structure. When non-golden well pipes are used, measures such as adding metal inner casings should be taken to strengthen the integrity of the well pipes within a depth of 25 meters below the surface.
2. The outlet pipe should strengthen good flexible connections. 3. Submersible pumps should be used.
Article 2.2.5 The assembled reinforced concrete roof and the bottom of the wooden roof of the deep well pump room should be equipped with cast-in-place reinforced concrete ring beams, and have reliable anchoring with beams, slabs, and roof trusses. When it does not meet the requirements and the seismic appraisal reinforcement intensity is 8 degrees or 9 degrees, additional or other reinforcement measures should be taken. Article 2.2.6 The seismic appraisal of the well chamber of the deep well pump room and the large well water intake structure shall meet the relevant requirements of Chapter 3 of this standard. Chapter 3 Pumps
Section 1 Rectangular Pump Room
Article 3.1.1 The anti-swelling appraisal of rectangular pump rooms in water supply and drainage engineering facilities shall focus on the following items: 1. Layout of the pump room in plan view;
2. Adjacent structures of the pump room and other buildings; 3. Quality, strength and tension structure of brick pilasters, reinforced concrete frame columns and walls;
4. Roof structure;
5. Setting of beams
6. Parts prone to collapse such as parapets and gables. Article 3.1.2 Layout of the plan view For pump rooms with simple shapes, symmetrical and evenly distributed weight and stiffness and supported by ground-type brick pilasters (walls), when their maximum seismic spacing does not exceed the requirements of Table 3.1.2.1, seismic appraisal may be carried out according to the requirements of Tables 3.1.2.2~~4, and the area ratio [A/F] of the seismic wall shall not be less than the specified values in Tables 3.1.2.2~4. If it does not meet the requirements, it should be reinforced. Note: Ground-type rooms refer to rooms where the difference between the indoor floor and the outdoor floor is no more than 1.5 meters. Maximum spacing of seismic walls (meters)
Existing or assembled integral reinforced concrete
Assembled reinforced concrete
Table 3.1.2.1
Anti-deformation appraisal reinforcement intensity
Note, assembled integral reinforced concrete covers refer to the entire layer pre-embedded with additional measures to strengthen the integrity, such as continuous steel bars and concrete post-casting layers. Minimum area ratio of non-load-bearing seismic walls - wall opening ratio
Table 3.1, 2.2
Wall opening ratio
Minimum area ratio of 24-meter thick load-bearing seismic walls [] Yilai
(meter)
Mortar mark
01920.0127/0.0090
0.0179/0.01218:0086
.01190.0085
(meter)
Table 3.1.2.3||tt| |Mortar mark
01140.0083
:0110/8.0080
.01080.0079
.0105:0.0077
1：81
01610,01110,008
0:85 0:01570:8109:0:0080
0.01530.0107/0.0079
0.01440.01090.0075
Minimum follow-up ratio of 37 cm thick load-bearing seismic augmentation body[4]] Table 3.1.2.4
(m)
Wall opening ratio
Note, ① Symbol explanation,
- Verify the sum of the net areas of all seismic walls parallel to the direction of earthquake force at the height of -Ax-
;
Verify the net area of the Kth seismic wall parallel to the direction of earthquake force at the height of 2-F-The building area of the room,
6-20-5
F —-The building area between the first seismic increase and its adjacent seismic increase—The ratio of the total length of the increase, doors and windows to the total length of the wall; 1, When calculating the slow increase, take the span length of the board supported on the anti-damage wall (mm). When calculating the vertical distance, take the spacing between the simulated walls (m)
②This table is compiled according to 7 degrees. When calculating 8 degrees, the listed values should be increased by 0.0. When calculating 0 degrees, the listed values should be increased by 4.0.
③When compiling this table, the average weight per unit area of the building benefit is 1000 kg/m (including the equivalent calculated weight of the increase. Generally, one-tenth of the weight of the increase is taken). Applicable to reinforced concrete buildings with general insulation performance. For buildings with actual converted weight of maximum volume area much different from 1000 kg/**, the value in the table should be increased by coefficient -0
(3) When the building is built with pure cement mortar. The value in the table should be increased by coefficient 1,3. @For rigid roof buildings such as existing and assembled integral reinforced concrete roofs, the area ratio of maximum volume increase should be calculated according to the allowance. For medium-strength roof buildings such as assembled reinforced concrete roofs. The area ratio of anti-seismic horizontal area should be adjusted to FA
For flexible buildings such as wooden houses, the area ratio of seismic horizontal area should be calculated according to the allowance. The calculation method of seismic volume increase area ratio is the same as that of rigid roofs. In this table, the value of [→-] is not listed in the range of <0.5. If the building meets the requirements of anti-seismic strength, no anti-aging calculation is required. Article 3.1.3 For pump rooms with ground-type brick columns (walls) bearing loads, if the maximum distance of the anti-seismic wall does not meet the requirements of Table 3.1.2.1 of this standard, when the seismic assessment reinforcement intensity is 7 degrees on Class III sites and 8 degrees and 9 degrees, the seismic strength verification should be carried out in accordance with the current national industrial and civil building seismic design code. Brick columns should also have lateral reinforcement, and the reinforcement amount should be determined by calculation. It should not be less than 4 in 10 for 8 degrees and 4 in 12 for 9 degrees. If it does not meet the requirements, it should be reinforced.
For pump rooms with ground-type reinforced concrete bent columns bearing loads, when the seismic assessment reinforcement intensity is 7 degrees on Class II sites and 8 degrees and 9 degrees, the anti-seismic strength verification should be carried out in accordance with the current national industrial and civil building seismic design code, and its safety factor should be 65% of the value when the seismic load is not considered. If it does not meet the requirements, it should be reinforced.
Article 3.1.4 of the Standard states that for semi-underground pump rooms, when they meet the requirements of Table 3.1.2.1 of this standard, the minimum area ratio [A/F] in Tables 3.1.2.2~~4 can still be used as the control requirement to verify the required area ratio of the seismic wall above the outdoor floor. For semi-underground system rooms that do not meet the requirements of Table 3.3.2.1 of this standard, when the anti-exposure appraisal reinforcement intensity is 8 degrees or 9 degrees, the anti-capsule strength verification should be carried out. When verifying, the calculation diagram of the pump room structure can take the outdoor floor to the bottom of the roof as the calculation height. For masonry load-bearing structures, the safety factor should be 80% of the value when the seismic load is not considered, and for reinforced concrete load-bearing structures, the safety factor should be 65% of the value when the ground load is not considered. If the requirements are not met, reinforcement should be carried out. Article 3.1.5. When the machine room, control room, power distribution room, etc. of the pump room are connected, the center and section are irregularly arranged or the structural rigidity is not stable, and no anti-exposed joints are set, the seismic strength should be verified, and the safety factor should be 80% of the value without considering the seismic load. If it does not meet the requirements, it should be reinforced. In the past, for the reinforced concrete mortar room, the additional ground force caused by the misalignment of its mass center and the depth center can be calculated as follows: Q, = M.
(3.1.5.1)
For the main component (reinforcement or swing frame>, the total torsion shortens M. The additional shear force (pure) is generated, and the total torque (ton-meter) is M. Q·S,
The total ground load (ton) when the torsion effect is not considered. It can be calculated based on the overall basic perturbation period T, of the system. According to the current national "Industrial and Civil Building Anti-seismic Design Code" and its provisions, the value of the room can be T,=2 yuan/-NgK
The offset of the stiffness center and mass center of the room structure perpendicular to the calculated seismic force direction (meters),
The overall weight of the room and the supporting structure (stack body). =The sum of equivalent weights of the main components (body or frame) (tons)
The main component (body or frame)'s anti-slip stiffness (tons/m), gravity acceleration (m/s"),
1 The distance from the component (body or frame) to the stiffness center of the room (m); the total number of body frames,
3.1.6 Brick masonry should meet the following requirements: 1. The wall under the support of the main load-bearing components such as the roof truss and beams should have no obvious cracks,
2. The wall should have no obvious flash deformation;
3. There should be no vertical cracks at the junction of the longitudinal and transverse walls and at the doors and windows at the end of the exterior wall,|| tt||Fourth, brick lintels (including flat, swallow-shaped arches, and semicircular arches) should not have serious cracks or deformations.
If the above requirements are not met, a ring should be added.
Article 3.1.7: The intersection of the longitudinal and transverse columns of the pump room with brick pilasters (walls) as the load-bearing structure should have a good tension structure. When the intensity of the anti-seismic appraisal reinforcement is 7 degrees, the intersection of the longitudinal and transverse columns should be built with interlocking masonry. When it is 8 or 9 degrees, the outer corners and the intersection of the seismic inner wall and the outer wall should have no less than 2 6-pot reinforcements along the wall height of 10 layers of bricks, and each side should not extend into the glass less than 1.0 meter. If it does not meet the requirements, a drawing should be added.
Article Article 3.1.8 The reinforced concrete frame columns and the filling walls between the columns shall meet the following requirements.
The filling walls shall have a reliable tension structure with the frame columns: 2. For the masonry filling walls, when the seismic appraisal reinforcement intensity is 8 degrees and 9 degrees, there shall be an inter-column support, and there shall be upper column-column supports between the columns at both ends: The slenderness ratio of the supporting rod should not be greater than 150. If it does not meet the above requirements, it shall be reinforced.
Article 3.1.9 The wooden roof structure of the pump room shall meet the following requirements. The wooden roof components and supports shall not be rotten or severely cracked. 2. The roof truss support arrangement of the wooden roof, when the seismic appraisal reinforcement intensity is 8 degrees and 9 degrees When the intensity is 8 degrees, the upper chord support should be set up except for the end unit, and the spacing should not be greater than 30 meters. When it is 9 degrees, the upper and lower chord transverse supports should be set up except for the ends, and the spacing should not be greater than 20 meters. There should be one vertical support between the spans, and there should be a horizontal tie rod for the lower chord.
Third, the support and the roof truss should be bolted. Fourth, the strip and the roof truss should be nailed firmly. The supporting length of the mold strip on the roof truss should not be less than 6 cm, and the supporting length on the wall should not be less than 12 cm. If it does not meet the requirements, it should be added, replaced or taken other reinforcement measures. Article 3.1.10 The wooden roof component should be anchored to the Ⅲ1 wall. When the seismic appraisal reinforcement intensity is 8 degrees and 9 degrees, a horizontal beam should be set at the top of the mountain increase and should be anchored to the roof component. If it does not meet the requirements, it should be added. Article 3.1.11 When the intensity of anti-bearing appraisal reinforcement is 8 degrees or 9 degrees, the bottom of the wooden roof shall be provided with a cast-in-place reinforced concrete closed circular beam, and it shall be reliably anchored with the roof truss. If it does not meet the requirements, additional reinforcement measures shall be taken or other reinforcement measures shall be taken. Article 3.1.12 Prefabricated reinforced concrete roofs shall meet the following requirements:
, the bottom of the roof shall be provided with a reinforced concrete closed circular beam, and it shall be reliably connected with the column, beam or slab,
…, the slab and the beam shall be reliably connected, such as the large roof panel shall have three corners welded with the prefabricated parts of the beam.
3. When the slab is placed on the brick 1, the length of the slab end placed in the wall shall be not less than 12 meters.
4. The cantilever eaves board shall have anchoring measures.
If it does not meet the requirements, reinforcement measures such as additional supports shall be taken. Article 3.1.13 When the seismic assessment and reinforcement intensity is 8 degrees and 9 degrees, the underground wall of the semi-underground single-story pump room is unreinforced masonry, and the depth is greater than 2.0 meters, a ring beam should be provided at the top of the underground wall. If it does not meet the requirements, it is advisable to add or take other reinforcement measures. Article 3.1.14 When the seismic assessment and reinforcement intensity is 7 degrees and 8 degrees and 9 degrees, a single-story pump room with a roof bottom elevation greater than 6 meters should be provided with a closed ring beam in combination with the door and window openings in addition to the cast-in-place reinforced concrete closed flip beam at the bottom of the roof (cast-in-place roof may not be provided). If it does not meet the requirements, it should be added.
Article 3.1.15 The parapet wall should have reliable tie measures; the parapet wall with a thickness of 24 cm built with No. 25 mortar shall not exceed 0.5 meters in cantilever height. If it does not meet the requirements, it shall be increased or demolished. Section 2 Inertial pump room
Article 3.2.1 The anti-exposure appraisal of circular inertial pump room shall focus on the plan and section layout and structure of the pump room, the roof structure, the setting of the beam, etc. Article 3.2.2 When the surface dimensions of the underground machine room of the circular pump room are not consistent with the surface dimensions of the ground structure, the ground structure and the underground machine room structure shall have a reliable connection, such as a reinforced concrete cantilever or cantilever beam as a support for the ground structure. When it does not meet the requirements and the ground structure directly falls on the natural foundation, reinforcement measures shall be taken. Article 3.2.3 The roof structure of the inertial pump room shall meet the requirements of Article 2.2.6 of this standard.
When the seismic appraisal reinforcement intensity is 8 degrees or 9 degrees, Article 3.2.4
Circular pump rooms with a height of more than 6 meters above the ground shall be verified for seismic strength according to the current national industrial and civil building anti-shock design code. When it does not meet the requirements, it shall be reinforced.
Chapter 4 Water
Article 4.0.1 The anti-seismic assessment of the pool should focus on the overall strength of the pool, the cover structure, and the connection structure between the top cover and the pool wall, beams, and columns. Article 4.0.2 When the intensity of the anti-seismic assessment reinforcement is 8 degrees or 9 degrees, the seismic strength of the pool wall should be verified in accordance with the current national "Outdoor Water Supply and Drainage and Gas Thermal Engineering Anti-seismic Design Code". For unreinforced masonry pools, the safety factor should be 80% of the value when the ground load is not considered, and for reinforced concrete pool walls, the safety factor should be 70% of the value when the seismic simple load is not considered. If the requirements are not met, it should be reinforced.
Article 4.0.3 For unreinforced masonry short-shaped micro-pools, when the intensity of the anti-seismic assessment reinforcement is 8 degrees or 9 degrees, the corners (external wall corners and the junction of the inner wall and the outer wall) are 30 to 50 cm high. There should be no less than 3 in 6 horizontal steel bars, and the length extending into the pool wall on both sides should not be less than 1.0 meter. If it does not meet the requirements, reinforcement measures should be taken at that location. Article 4.0.4 For a rectangular water tank with reinforced concrete pool wall, when the anti-exposure appraisal reinforcement intensity is 8 degrees or 9 degrees, the horizontal reinforcement ratio of the inner and outer layers at the corners should not be less than 0.3%, and the length extending into the pool wall on both sides should not be less than 1.0 meter. If it does not meet the requirements, reinforcement measures should be taken at that location.
Article 4.0.5 When the top cover of a covered pool is a prefabricated reinforced concrete structure, there should be tie measures between the top cover and the pool wall. If it does not meet the requirements, measures should be taken at the top of the pool wall. The reinforced concrete ring beam or other reinforcement measures should be added in place. The reinforcement of the reinforced concrete ring beam should not be less than 412, and it should be connected with the roof as a whole.
Article 4.0.6 When the seismic appraisal reinforcement intensity is 8 degrees or 9 degrees, the prefabricated reinforced concrete roof of the covered clear water tank should have structural measures to connect as a whole and should meet the following requirements:
1. When the seismic intensity is 8 degrees, the plate joints of the prefabricated roof should be equipped with no less than 1 in 6 steel bars and filled with No. 100 cement mortar. 2. When the seismic intensity is 9 degrees, the upper part of the prefabricated roof should have a cast-in-place reinforced concrete layer.
If it does not meet the requirements, it should be reinforced.
Article 4.0.7 When the seismic assessment reinforcement intensity is 8 degrees or 9 degrees, the top plate and beams, columns and beams and columns of the prefabricated covered pool shall have reliable anchoring measures. If it does not meet the requirements, it shall be reinforced. Article 4.0.8 When the covered pool adopts the unreinforced masonry arch shell roof, the arch foot shall have a reliable tension structure. If it does not meet the requirements, reinforcement measures shall be taken.
Article 4.0.9 Due to temperature shrinkage, shrinkage, uneven settlement and other reasons, if there are through cracks in the following parts of the pool, reinforcement shall be taken: 1. The top circle of the pool wall of the cast-in-place top cover pool, 2. The cast-in-place pre-cover of the rectangular covered clear water pool. Article 4.0.Article 10 When the seismic assessment reinforcement intensity is 8 degrees or 9 degrees H, the columns of the covered pool are unreinforced masonry, and reinforcement measures should be taken. Article 4.0.11 The unreinforced masonry diversion wall of the clear water pool should have a reliable tie with the pool wall, column or top plate when there is a possibility of damaging the inlet and outlet pipes or blocking the suction pit. When it does not meet the requirements, reinforcement measures should be taken. Chapter 5 Underground Pipelines
Section 1 Water Supply Pipelines
Article 5.1.1 The seismic assessment of underground pipelines in the water supply process should focus on the inspection of the site and foundation soil conditions along the pipeline, the overall layout of the pipeline network, the setting of valves and pipe materials, and the interface structure. Article 5.1.2 For water pipelines or main lines of water supply networks that pass through seismic fault zones and foundations + for liquefiable soil, steel pipes should be used for the pipelines within this section. Valves should be added at both ends, and flexible interfaces should be set on the pipelines on both sides of the door.
Article 5.1.3 When the water supply network is arranged in a tree-like shape, additional connecting pipes shall be installed.
Article 5.1.4 Valves shall be installed at the joints of the main trunk and branch lines in the network. Flexible interfaces shall be installed on the pipes on both sides of the valve. If it does not meet the requirements, additional ones shall be installed.
6-20--7
Article 5.1.5 Valves with a diameter greater than 75 mm shall be equipped with valve wells. Those with gates shall be rebuilt.
Article 5.1.6 When fire hydrants and valves with a diameter greater than 75 mm are adjacent to dangerous buildings (referring to buildings that lack earthquake resistance and have no reinforcement value), the installation locations of valves and fire hydrants shall be adjusted. Valves and fire hydrants shall be installed in locations that are convenient for emergency use.
Article 5.1.7 Flexible joints shall be provided at the following locations of the spigot-and-socket pipes:
1. On both sides of the upper elbows of the inverted siphon across the river, on both sides of the railway and other important traffic trunk lines;
3. The connection between the tees and crosses on the main trunk and branch lines, elbows greater than 45 degrees and other accessories and straight pipe sections:
4. The connection between the pipeline and buildings such as pump rooms and pools. If the above requirements are not met, additional joints shall be provided.
Article 5.1.8 For important water supply and water distribution pipes and water distribution trunks, all straight pipe sections using spigot-and-socket pipes shall be provided with flexible joints within a certain length. The spacing of the flexible joints shall be determined by earthquake resistance calculation in accordance with the current national "Seismic Design Code for Outdoor Water Supply, Drainage and Gas Thermal Engineering". Article 5.1.9 For the spigot-and-socket water supply and water distribution main pipe sections laid along the edge of rivers, lakes, and ditches, when the site soil is Class III or the site soil is Class II but there is a soft clay layer in the slope range, and the liquefiable soil layer may cause landslides, a flexible interface should be set at a distance of no more than 20 meters on the pipe section. If it does not meet the requirements, it should be added.
Section 2 Drainage Pipes
Article 5.2.1 The anti-cyst identification of underground pipelines in drainage projects should focus on the site, foundation soil and hydrogeological conditions along the pipeline, the buried depth of the pipeline and the water quality discharged from the pipeline, the pipe material and the interface structure, etc. Article 5.2.2 Between or within the drainage network system, each pipe should be equipped with a connecting pipe as much as possible. If it does not meet the requirements, connecting pipes can be gradually added in combination with the importance of each drainage system.
Article 5.2.3 Pipelines located in areas where the foundation soil is liquefiable soil shall meet the following requirements:
1. Rectangular or arched pipes shall be equipped with steel bars, pipe foundations and flexible joints. 2. Rectangular or arched pipes with unreinforced masonry shall have a good overall structure, and the foundation shall be equipped with an integral bottom plate and preferably with steel bars. When the above requirements are not met, reinforcement measures shall be taken for pipe sections with important influence on the drainage line.
Article 5.2.4 When the seismic appraisal reinforcement intensity is 8 degrees or 9 degrees, 6-20-8
Number of shaped pipes located below the groundwater level shall be equipped with steel bars and pipe foundations. When the requirements are not met, reinforcement measures shall be taken for the following pipe sections: 1. Intersections with other industrial or municipal facilities pipes and lines; 2. When the base elevation of the adjacent building is higher than the inner bottom elevation of the pipe, and the rupture of the pipe will cause the loss of the building foundation soil (protective reinforcement can also be taken for the building foundation soil).
Article 5.2.5 Flexible connections shall be provided at the connection points between pipelines and buildings such as pools and pump houses (e.g., sleeves are reserved on the walls of buildings, and the gap between the sleeves and the connected pipelines is filled with flexible fillers). If it does not meet the requirements, additional reinforcement measures shall be taken.
Article 5.2.6 Flexible connections shall be provided at the upper elbow of the inverted siphon across the river. If it does not meet the requirements, additional connections shall be provided when the site soil is Class II or the foundation soil contains soft and dry soil and a liquefiable upper layer. Article 5.2.7 For the following drainage pipes, the anti-exposure calculation shall be carried out in accordance with the current national "Design Code for Anti-Bag Design of Outdoor Water Supply and Drainage and Gas Thermal Engineering". When its strength or deformation does not meet the requirements, reinforcement measures shall be taken: 1. Sewage or combined pipes laid in the water source protection zone, 2. Pipes discharging toxic wastewater,
3. Drainage main pipes with important influence laid below the groundwater level.
Appendix I Explanation of Standard Terms
, When implementing the provisions of this standard, the terms that require strictness are explained as follows, so as to distinguish them in implementation. 1. Words that indicate that it is very strict and must be done in this way; positive words use "must",
negative words use "strictly prohibited".
2. Words that indicate that it is strict and should be done in this way under normal circumstances: positive words use "should"
negative words use "should not" or "must not" 3. Words that indicate that there is a slight choice and that it should be done first when conditions permit
positive words use "should" or "may",
negative words use "should not"
II. The writing style for the provisions that specify that they should be implemented in accordance with other relevant standards and specifications is "should be implemented in accordance with" or "should meet the requirements". The writing style for those that do not have to be implemented in accordance with the specified standards and specifications is "may refer to...".3. Pipelines located in areas where the foundation soil is liquefiable soil shall meet the following requirements:
1. Rectangular or arched pipelines shall be equipped with steel bars, pipe foundations and flexible joints. 2. Rectangular or arched pipelines with unreinforced masonry shall have a good overall structure, and the foundation shall be equipped with an integral bottom plate and preferably with steel bars. When the above requirements are not met, reinforcement measures shall be taken for the pipe sections with important influence on the drainage line.
Article 5.2.4 When the seismic appraisal reinforcement intensity is 8 degrees or 9 degrees, 6-20-8
Number of shaped pipelines located below the groundwater level shall be equipped with steel bars and pipe foundations. Pipe sections that do not meet the requirements shall be reinforced in the following situations: 1. Intersections with other industrial or municipal facilities pipes and lines; 2. When the base elevation of the adjacent building is higher than the inner bottom elevation of the pipeline, and the rupture of the pipeline will cause the loss of the building foundation soil (protective reinforcement can also be taken for the building foundation soil).
Article 5.2.5 Flexible connections shall be provided at the connection points between pipelines and buildings such as pools and pump houses (e.g., sleeves are reserved on the walls of buildings, and the gap between the sleeves and the connected pipelines is filled with flexible fillers). If it does not meet the requirements, additional reinforcement measures shall be taken.
Article 5.2.6 Flexible connections shall be provided at the upper elbow of the inverted siphon across the river. If it does not meet the requirements, additional connections shall be provided when the site soil is Class II or the foundation soil contains soft and dry soil and a liquefiable upper layer. Article 5.2.7 For the following drainage pipes, the anti-exposure calculation shall be carried out in accordance with the current national "Design Code for Anti-Bag Design of Outdoor Water Supply and Drainage and Gas Thermal Engineering". When its strength or deformation does not meet the requirements, reinforcement measures shall be taken: 1. Sewage or combined pipes laid in the water source protection zone, 2. Pipes discharging toxic wastewater,
3. Drainage main pipes with important influence laid below the groundwater level.
Appendix I Explanation of Standard Terms
, When implementing the provisions of this standard, the terms that require strictness are explained as follows, so as to distinguish them in implementation. 1. Words that indicate that it is very strict and must be done in this way; positive words use "must",
negative words use "strictly prohibited".
2. Words that indicate that it is strict and should be done in this way under normal circumstances: positive words use "should"
negative words use "should not" or "must not" 3. Words that indicate that there is a slight choice and that it should be done first when conditions permit
positive words use "should" or "may",
negative words use "should not"
II. The writing style for the provisions that specify that they should be implemented in accordance with other relevant standards and specifications is "should be implemented in accordance with" or "should meet the requirements". The writing style for those that do not have to be implemented in accordance with the specified standards and specifications is "may refer to...".3. Pipelines located in areas where the foundation soil is liquefiable soil shall meet the following requirements:
1. Rectangular or arched pipelines shall be equipped with steel bars, pipe foundations and flexible joints. 2. Rectangular or arched pipelines with unreinforced masonry shall have a good overall structure, and the foundation shall be equipped with an integral bottom plate and preferably with steel bars. When the above requirements are not met, reinforcement measures shall be taken for the pipe sections with important influence on the drainage line.
Article 5.2.4 When the seismic appraisal reinforcement intensity is 8 degrees or 9 degrees, 6-20-8
Number of shaped pipelines located below the groundwater level shall be equipped with steel bars and pipe foundations. Pipe sections that do not meet the requirements shall be reinforced in the following situations: 1. Intersections with other industrial or municipal facilities pipes and lines; 2. When the base elevation of the adjacent building is higher than the inner bottom elevation of the pipeline, and the rupture of the pipeline will cause the loss of the building foundation soil (protective reinforcement can also be taken for the building foundation soil).
Article 5.2.5 Flexible connections shall be provided at the connection points between pipelines and buildings such as pools and pump houses (e.g., sleeves are reserved on the walls of buildings, and the gap between the sleeves and the connected pipelines is filled with flexible fillers). If it does not meet the requirements, additional reinforcement measures shall be taken.
Article 5.2.6 Flexible connections shall be provided at the upper elbow of the inverted siphon across the river. If it does not meet the requirements, additional connections shall be provided when the site soil is Class II or the foundation soil contains soft and dry soil and a liquefiable upper layer. Article 5.2.7 For the following drainage pipes, the anti-exposure calculation shall be carried out in accordance with the current national "Design Code for Anti-Bag Design of Outdoor Water Supply and Drainage and Gas Thermal Engineering". When its strength or deformation does not meet the requirements, reinforcement measures shall be taken: 1. Sewage or combined pipes laid in the water source protection zone, 2. Pipes discharging toxic wastewater,
3. Drainage main pipes with important influence laid below the groundwater level.
Appendix I Explanation of Standard Terms
, When implementing the provisions of this standard, the terms that require strictness are explained as follows, so as to distinguish them in implementation. 1. Words that indicate that it is very strict and must be done in this way; positive words use "must",
negative words use "strictly prohibited".
2. Words that indicate that it is strict and should be done in this way under normal circumstances: positive words use "should"
negative words use "should not" or "must not" 3. Words that indicate that there is a slight choice and that it should be done first when conditions permit
positive words use "should" or "may",
negative words use "should not"
II. The writing style for the provisions that specify that they should be implemented in accordance with other relevant standards and specifications is "should be implemented in accordance with" or "should meet the requirements". The writing style for those that do not have to be implemented in accordance with the specified standards and specifications is "may refer to...".
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