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GB 50351-2014: Code for design of fire-dike in storage tank farm
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Basic data | Standard ID | GB 50351-2014 (GB50351-2014) | | Description (Translated English) | Code for design of fire-dike in storage tank farm | | Sector / Industry | National Standard | | Classification of Chinese Standard | P16;P72 | | Classification of International Standard | 13.220.20 | | Word Count Estimation | 61,619 | | Date of Issue | 3/31/2014 | | Date of Implementation | 12/1/2014 | | Older Standard (superseded by this standard) | GB 50351-2005 | | Quoted Standard | GB 50003; GB 50007; GB 50074; GB 50160; GB 50183; GB 50737; GB 50010 | | Regulation (derived from) | Ministry of Housing and Urban-Rural Development Bulletin No. 364 | | Issuing agency(ies) | Ministry of Housing and Urban-Rural Development of the People's Republic of China; General Administration of Quality Supervision, Inspection and Quarantine of the People's Republic of China | | Summary | This standard applies to new construction and renovation on the ground liquid storage tank area, the expansion project of the fire dike, protective wall design. | GB 50351-2014: Code for design of fire-dike in storage tank farm---This is a DRAFT version for illustration, not a final translation. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.) will be manually/carefully translated upon your order.
1 General
1.0.1 This specification is formulated in order to reasonably design fire dikes and protective walls and ensure the safety of storage tank farms.
1.0.2 This code is applicable to the design of fire dikes and protective walls in the construction, reconstruction and expansion of above-ground liquid storage tank farms.
1.0.3 The design of fire dikes and protective walls shall be based on meeting various technical requirements, adapt measures to local conditions, and select models reasonably to achieve safe, durable, economical and reasonable effects.
1.0.4 The design of fire dikes and protective walls in storage tank farms shall not only comply with this code, but also comply with the current relevant national standards.
2 terms
2.0.1 tank group
A storage tank unit consisting of one or several storage tanks surrounded by fire dikes or protective walls.
2.0.2 storage tank farm
A tank area consisting of one or several tank groups.
2.0.3 fire dike fire dike
It is a structure used to prevent liquid outflow and fire spread when a leakage accident occurs in a group of flammable and combustible liquid storage tanks under normal pressure, a storage tank group that changes the gaseous state into a liquid state through low temperature under normal pressure conditions, or other liquid dangerous goods storage tank groups.
2.0.4 dike dividing dike
It is used to reduce the scope of influence when a small amount of liquid leakage accident occurs in the storage tank in the fire dike, or to reduce the influence scope when a small amount of refrigerated liquid leakage accident occurs in the storage tank group that changes gaseous state to liquid state through low temperature under normal pressure conditions, and a The storage tank group is divided into several partitioned structures.
2.0.5 safety wall
It is a structure used to prevent the sinking gas from overflowing when a leakage accident occurs in the storage tank group that changes the gaseous state into a liquid state by pressurization under normal temperature conditions.
2.0.6 dividing wall
A structure that divides a storage tank group into several partitions to reduce the impact range before the liquid turns into gas when a small amount of leakage accident occurs in the storage tank in the protective wall.
2.0.7 effective capacity surrounded by dikes
The volume that can be effectively used in the fire dike of a storage tank group.
2.0.8 Design height of liquid level
The design height of the liquid level in the dike when calculating the effective volume of the fire dike.
2.0.9 Inboard toe line of dike
The intersection line between the inner side of the fire dike or its side slope and the designed ground inside the fire dike.
2.0.10 outboard toe line of dike
The intersection line between the outside of the fire dike or its side slope and the design ground outside the fire dike.
3 Arrangement of fire dikes and protective walls
3.1 General provisions
3.1.1 The selection of fire dikes and protective walls shall be determined according to the properties of the stored liquid medium.
3.1.2 Fire dikes and protective walls should be constructed of non-combustible materials, and must be dense, closed, and leak-proof
3.1.3 The fire protection performance of the fire embankment shall comply with the current national standards "Code for Fire Protection of Petroleum and Natural Gas Engineering Design" GB 50183, "Code for Design of Petroleum Reserve Depot" GB 50737, "Code for Design of Petroleum Depot" GB 50074, "Code for Fire Protection Design of Petrochemical Enterprises" "Relevant regulations of GB 50160.
3.1.4 All kinds of pipelines and cables entering and leaving the storage tank group should cross from the top of fire dikes and protective walls or pass below the ground. When it is necessary to pass through fire dikes and protective walls, casings shall be provided and shall be tightly sealed with non-combustible materials, or fixed short pipes with flexible hose sealing connections at both ends.
3.1.5 Open drainage ditches should be set up in fire dikes and inside the protective walls.
3.1.6 The following requirements shall be met when setting open drainage ditches in fire dikes and protective walls.
1 When constructing drainage ditches along the inner side of the fire embankment without embankment, the distance between the outer side of the ditch wall and the inner embankment line of the fire embankment shall not be less than 0.5m;
2 When constructing drainage ditches along the inner side of the earth embankment or fire embankment with internal embankment, the distance between the outer side of the ditch wall and the footline of the inner side of the earth embankment or the embankment footline of earth embankment shall not be less than 0.8m;
3 When constructing drainage ditches along the protective wall, the distance between the outer side of the ditch wall and the footline of the inner dike of the protective wall shall not be less than 0.5m;
4 Anti-seepage measures shall be adopted for the drainage ditches;
5 The open drainage ditch should be provided with a grille cover plate, and the material of the grille cover plate should have fireproof and anti-corrosion properties.
3.1.7 The fire embankment and protective wall of each storage tank group shall be provided with not less than 2 steps or ramps for pedestrians crossing the embankment, and shall be arranged in different directions. Dikes and partition walls should be provided with pedestrian steps or ramps
3.1.8 The distance between adjacent steps, ramps and ladders of fire dikes should not be greater than 60m, and guardrails should be provided for steps or ramps with a height greater than or equal to 1.2m.
3.2 Layout of fire dikes for oil tank groups
3.2.1 The layout of above-ground oil tanks in the same fire dike shall meet the following requirements.
1 In the same fire dike, it is advisable to arrange oil storage tanks with the same or similar fire risk category (Category AB, B and C A oil storage tanks can be arranged in the same fire dike, but it is not suitable to arrange them with C and B oil tanks). Storage tanks are arranged in the same fire dike), when the volume of a single tank is less than or equal to 1000m3, atmospheric pressure storage tanks with different fire hazard categories can also be arranged in the same fire dike, but they should be separated by dikes;
2 Boiling oil storage tanks and non-boiling oil storage tanks shall not be arranged in the same fire dike, except for pressure relief tanks arranged separately in groups;
3 Atmospheric pressure oil storage tanks shall not be arranged in the same fire dike as liquefied petroleum gas, liquefied natural gas and natural gas condensate storage tanks;
4 The pressure storage tanks for flammable liquids may be arranged in the same fire dike as the full pressure storage tanks for liquefied hydrocarbons;
5 The low-pressure storage tanks for flammable liquids may be arranged in the same fire dike as the atmospheric pressure storage tanks;
6 Above-ground vertical oil tanks, high-level tanks and horizontal tanks should not be arranged in the same fire dike;
7 Storage tanks for storing Class I and Class II toxic liquids shall not be arranged in the same fire dike as other flammable and combustible liquid storage tanks.
3.2.2 The total capacity and quantity of oil tanks in the same fire dike shall meet the following requirements.
1 For fixed-roof oil tanks and mixed arrangements of fixed-roof oil tanks, floating-roof and inner floating-roof oil tanks, the total capacity shall not exceed 120,000m3, and the volume of floating-roof and inner-floating-roof oil tanks may be calculated in half;
2 The total capacity of the floating-roof oil tank in the steel floating plate shall not be greater than 360000m3, and the total capacity of the floating-roof oil tank in the fusible material floating plate shall not be greater than 240000m3;
3 The total capacity of the external floating roof oil tank shall not exceed 600000m3;
4 The number of oil tanks should not exceed 12 when the single tank capacity is greater than or equal to 1000m3, and the number of oil tanks is not limited when the single tank capacity is less than 1000m3 or only Class C and B oil products are stored;
5 There should be no more than 2 rows of oil tanks, but no more than 4 rows of oil tanks for storing Class C and B oil products with a single tank capacity less than 1000m3, and the single tank volume and row number of lubricating oil tanks are not limited.
3.2.3 The distance from the tank wall of the vertical oil tank to the inner footline of the fire dike shall not be less than half the height of the tank wall; the distance from the tank wall of the horizontal oil tank to the inner footline of the fire dike shall not be less than 3m; For oil tanks on the side of the mountain, on the side of the mountain, the distance between the tank wall and the footline of the excavated slope should not be less than 3m.
3.2.4 There should be a fire-fighting road or a fire-fighting open space with a width of not less than 7m between the footlines of the outer embankments of adjacent oil tank groups.
3.2.5 The effective volume inside the fire dike of the oil tank group shall not be less than the nominal capacity of the largest oil tank in the oil tank group.
3.2.6 The top surface of the oil tank group fire dike should be 0.2m higher than the calculated liquid level. The fire embankment of the vertical oil tank group shall not be less than 1.0m higher than the designed floor inside the embankment, and shall not be greater than 3.2m higher than the designed floor outside the embankment or the fire road surface (whichever is lower). The fire dike of the horizontal oil tank group shall not be less than 0.5m higher than the designed floor in the dike.
3.2.7 The effective volume of the oil tank group fire dike shall be calculated according to the following formula.
In the formula. V——effective volume of fire dike (m3);
A——horizontal projected area enclosed by the center line of the fire dike (m2);
Hj——design liquid level height (m);
V1——the volume exposed to the ground of the foundation of the largest oil tank within the design liquid level height in the fire dike (m3);
V2——the sum of the volume of other oil tanks in the fire dike except the largest oil tank within the design liquid level of the fire dike and the volume of the oil tank foundation exposed to the ground (m3);
V3——the sum of the volume of the fire dike and the volume of internal embankment within the design liquid level within the center line of the fire dike (m3);
V4——the sum of the volumes of dikes, piping, equipment and other structures within the design liquid level height in the fire dike (m3).
3.2.8 The ground design inside the fire dike shall meet the following requirements.
1 The ground inside the fire embankment shall slope towards the drainage ditches and drainage outlets, and the slope should be 0.5%;
2 The ground inside the fire embankment should be paved with gravel or planted with evergreen turf with a height not exceeding 150mm;
3 Inspection roads shall be set on the ground inside the fire embankment;
4 When the leakage of the oil tank may pollute the groundwater or the surrounding environment, anti-leakage measures shall be taken on the ground inside the embankment.
3.2.9 The drainage facilities in the fire embankment shall meet the following requirements.
1 Water collection facilities shall be set in the fire dike, and the rainwater discharge pipes connected to the water collection facilities shall lead out of the fire dike from below the designed ground in the fire dike, and safe and reliable oil interception and drainage measures shall be taken;
2 When the annual accumulated rainfall is not greater than.200mm or the rainfall can be infiltrated within 24 hours, and there is no possibility of environmental pollution, no rainwater drainage facilities are required.
3.2.10 The design ground inside the fire embankment of the oil tank group should be lower than the road surface or ground of the fire protection road outside the embankment.
3.2.11 When the capacity of a single tank in the oil tank group is greater than or equal to 50000m3, it is advisable to set up the passageway for vehicles entering and leaving the tank group. The road can be single-lane and should pass through the top of the fire embankment. The longitudinal slope of the curve should not be greater than 10%, and the longitudinal slope of the straight road should not be greater than 12%.
3.2.12 The arrangement of the dikes in the oil tank group shall meet the following requirements.
1 When the capacity of a single tank is less than 5000m3, the number of oil tanks in the dike shall not exceed 6;
2 When the capacity of a single tank is equal to or greater than 5000m3 and less than.20000m3, the number of oil tanks in the dike shall not exceed 4;
3 When the capacity of a single tank is equal to or greater than.20000m3 and less than 50000m3, the number of oil tanks in the dike shall not exceed two;
4 When the capacity of a single tank is equal to or greater than 50000m3, the number of oil tanks in the dike shall not exceed one;
5 For boiling oil oil tanks, the number of storage tanks in the dike shall not exceed two;
6 For oil tanks with non-boiling overflow Class C and B oils, the number of storage tanks in the dike is not subject to the above restrictions, and can be set according to specific conditions;
7 The height of the internal dike of the vertical oil tank group should be 0.5m~0.8m, and the height of the internal dike of the horizontal oil tank group should be 0.3m.
3.3 Layout of fire dikes and protective walls for liquefied petroleum gas, natural gas condensate, liquefied natural gas and other tank groups
3.3.1 The design height of fire dikes and protective walls shall meet the following requirements.
1 The fire dike height of fully refrigerated liquefied petroleum gas, natural gas condensate and liquefied natural gas single-proof tank storage tank group shall meet the following requirements.
1) The effective volume in the fire dike shall accommodate the capacity of the largest tank in the storage tank group;
2) The height of the fire dike should be 0.2m higher than the design liquid level.
2 The height of the protective wall of the full-pressure or semi-refrigerated liquefied petroleum gas and natural gas condensate storage tank group should be 0.6m, and the height of the partition wall should be 0.3m.
3.3.2 The distance from the tank wall of fully refrigerated liquefied petroleum gas, natural gas condensate and liquefied natural gas single-proof tanks to the inner embankment line of the fire dike shall not be less than the difference between the maximum liquid level of the storage tank and the height of the fire dike plus the liquid The sum of the gas equivalent pressure heads on the surface; when the height of the fire dike is greater than or equal to the maximum liquid level of the storage tank, the distance is not limited. The distance from the tank wall to the protective wall of the full-pressure or semi-refrigerated liquefied hydrocarbon storage tank shall not be less than 3m.
3.3.3 Between the fire dikes of adjacent liquefied petroleum gas, natural gas condensate and liquefied natural gas single-proof tank storage tank groups, fire-fighting roads shall be provided.
3.3.4 The total capacity and number of storage tanks in the same fire embankment and protective wall shall meet the following requirements.
1 The number of full-pressure or semi-refrigerated storage tanks should not exceed 12 and should not exceed 2 rows, and the total volume of pressure storage tanks for Class A and B liquids with a boiling point lower than 45°C should not exceed 60,000m3;
2 The total capacity of fully refrigerated storage tanks should not exceed.200,000m3, and the number of storage tanks should not exceed 2.
3.3.5 The ground design of fire dikes and protective walls shall meet the following requirements.
1 Cast-in-situ concrete ground shall be used in fire dikes and protective walls, and slope-aspect drainage ditches and outlets with a slope of not less than 0.5% shall be set;
2 The ground in the storage tank group storing acid, alkali and other corrosive media shall be treated with anti-corrosion treatment.
3.3.6 Water collecting facilities shall be set up in the fire embankment and the site inside the protective wall, and drainage facilities that can be controlled to open and close shall be set up.
3.3.7 The setting of dikes and partition walls in the storage tank group shall meet the following requirements.
1 When the total volume of the full-pressure storage tank group is greater than 8000m3, a partition wall shall be installed, and the sum of the volumes of the storage tanks in the partition wall shall not exceed 8000m3, and when the capacity of a single tank is greater than or equal to 5000m3, there shall be one partition for each tank;
2 For the fully refrigerated single-proof tank group, a dike shall be provided for each tank;
3 The total internal volume of the dikes of Class A and B liquid pressure storage tanks with a boiling point lower than 45°C should not be greater than 8000m3, and when the volume of a single tank is greater than or equal to 5000m3, there should be one dike for each tank.
4 Type selection and construction of fire dikes
4.1 Selection
4.1.1 The type selection of fire dikes should meet the following requirements.
1 Fire dikes should be built with earth, or reinforced concrete fire dikes, masonry fire dikes, and sandwich fire dikes, and mortar-built rubble fire dikes should not be used;
2 Reinforced concrete fire dikes should be used in areas with tight land use and seismic fortification intensity of 8 degrees or above.
4.1.2 The protective wall should adopt masonry structure.
4.2 Structure
4.2.1 The foundation embedding depth of fire dikes and protective walls shall be determined according to factors such as engineering geology, permafrost depth and stability calculation, and shall not be less than 0.5m.
4.2.2 For storage tanks storing acid, alkali and other corrosive media, the inner side of the fire dike body shall be treated with anti-corrosion treatment. Anti-freezing measures shall be taken for fire dikes of fully refrigerated storage tank groups.
4.2.3 When mortar-built rubble fire embankment is used, soil shall be built inside.
4.2.4 The expansion joints of fire dikes, protective walls, dikes and partition walls shall be set according to the changes in building materials, climate characteristics and geological conditions, and shall comply with the following regulations.
1 The setting of expansion joints shall comply with the provisions of the current national standards "Code for Design of Concrete Structures" GB 50010 and "Code for Design of Masonry Structures" GB 50003;
2 Expansion joints should not be located at intersections or corners;
3 The width of the expansion joint should be 30mm~50mm;
4 Expansion joints shall be filled with non-combustible flexible materials or other reliable construction measures shall be taken.
4.2.5 The embankment inside the fire embankment shall meet the following requirements.
1 The height of embankment inside the fire embankment shall be the same as that of the embankment, and the width of the top surface of embankment shall not be less than 300mm.
2 The earth shall be compacted in layers, the slope shall be compacted, and the compaction coefficient shall not be less than 0.90.
3 Surface layer should be used on the surface of the embankment, which can effectively prevent rainwater erosion, weed growth and small animal damage. The surface layer can be paved with bricks or prefabricated concrete blocks, and the joints are filled with mortar. In evergreen areas, artificial turf with a height of no more than 150mm can be used as the surface layer.
4.2.6 The structure of earth-built fire dikes shall meet the following requirements.
1 The embankment material shall be cohesive soil;
2 The width of the embankment crest shall not be less than 500mm;
3 The embankment soil shall be compacted in layers, the slope shall be compacted, and the compaction coefficient shall not be less than 0.94;
4 The earth-built fire embankment shall be provided with a surface course, and shall comply with the provisions of Clause 3 of this article.
4.2.7 The structure of reinforced concrete fire dikes shall meet the following requirements.
1 The thickness of embankment body and foundation floor shall be determined by strength and stability calculation and shall not be less than 250mm;
2 The stressed reinforcement shall be determined by strength calculation and meet the following requirements.
1) Reinforced concrete fire dikes should be reinforced in both directions and on both sides; the diameter of vertical reinforcement should not be less than 12mm, and the diameter of horizontal reinforcement should not be less than 10mm; the spacing between reinforcement should not be greater than.200mm.
2) The thickness of the protective layer of steel bars shall be implemented in accordance with the current national standard "Code for Design of Concrete Structures" GB 50010; the thickness of the protective layer of reinforced steel bars on the foundation floor shall not be less than 40mm when there is a cushion, and shall not be less than 40mm when there is no cushion. Should be less than 70mm.
3) The minimum reinforcement ratio and durability requirements of the embankment shall be implemented in accordance with the provisions of the current national standard "Code for Design of Concrete Structures" GB 50010.
4.2.8 The structure of brick and block fire dikes shall meet the following requirements.
1 The thickness of fire dike body shall be determined according to the calculation of strength and stability, and shall not be less than 300mm.
2 The strength grade of ordinary bricks and perforated bricks should not be lower than MU10, the strength grade of their masonry mortar should not be lower than M5, the strength grade of masonry mortar for concrete porous bricks should not be lower than Mb5; the strength grade of small concrete hollow blocks It should not be lower than MU7.5, and its masonry mortar strength grade should not be lower than Mb7.5; when the foundation is rubble masonry, the rubble strength grade should not be lower than MU30; the mortar masonry should be full and dense and hollow bricks should not be used body.
3 The embankment crest shall be topped with cast-in-place reinforced concrete, and the top shall be disconnected at the deformation joint.
4 For areas with seismic fortification intensity greater than or equal to 6 degrees or areas with complex geological conditions and large differences in foundation settlement, it is advisable to take structural measures to strengthen the integrity.
5 The sandwich brick fire embankment shall meet the following structural requirements.
1) The thickness of the brick walls on both sides should not be less than 240mm;
2) At intervals of 1.5m to 2.0m along the embankment, it is advisable to set up a tie wall with a thickness of not less than.200mm and the two sides of the wall to bite the masonry;
3) The middle should be filled with clay with a thickness of 300mm to 500mm, and it should be compacted in layers, and the compaction coefficient should not be less than 0.90;
4) The top of the embankment should be topped with cast-in-place reinforced concrete, and the top should be disconnected at the deformation joint.
6 The durability requirements of masonry fire dikes shall meet the relevant provisions of the current national standard "Code for Design of Masonry Structures" GB 50003.
4.2.9 The structure of the mortared rubble fire embankment shall meet the following requirements.
1 The minimum thickness of embankment body and foundation shall be determined according to strength and stability calculations and shall not be less than 500mm, and the foundation structure shall comply with the relevant provisions of the current national standard "Code for Design of Building Foundations" GB 50007;
2 The strength grade of rubble should not be lower than MU30, the strength grade of mortar should not be lower than M10, and the mortar masonry should be full and dense;
3 The top of the embankment shall be topped with cast-in-place reinforced concrete, and the top pressure shall be disconnected at the deformation joint;
4 The dyke body should be jointed with 1.1 cement mortar.
4.2.10 The structure of protective walls, dikes and partition walls shall meet the following requirements.
1 The thickness of the masonry protective wall, embankment and partition wall should not be less than.200mm, cement mortar should be plastered on both sides, and reinforced concrete topping should be set on the top, and the topping should be disconnected at the deformation joint;
2 The thickness of the rubble protective wall, embankment and partition wall should not be less than 400mm, joints should be jointed with cement mortar on both sides, and reinforced concrete topping should be installed on the top, and the topping should be disconnected at the deformation joint.
5 Strength calculation and stability check calculation of fire embankment
5.1 Combination of load effect and seismic action effect
5.1.1 The design of the fire embankment shall be based on the basic combination calculation of the load effect of the flooded condition in the embankment according to the limit state of the bearing capacity. In areas with an intensity of 7 and above, basic combined calculations of seismic action effects and other load effects should be performed.
5.1.2 When calculating the basic combination of load effects in the embankment flooding condition, the design value of the basic combination of load effects should be calculated according to the following formula.
In the formula. S—design value of load effect combination;
γG, γY, γT——are sub-item coefficients of embankment self-weight load, hydrostatic pressure, and static earth pressure load respectively, and the values are determined according to Table 5.1.4;
SGk—the effect value calculated according to the standard value of the self-weight load of the embankment;
SYk—the effect value calculated according to the standard value of hydrostatic pressure load;
STk—the effect value calculated according to the standard value of static earth pressure load.
5.1.3 When calculating the basic combination of earthquake action effect and other load effects, the design value of the combination of load effect and earthquake action effect shall be calculated according to the following formula.
In the formula. γG, γY, γT——respectively, the sub-item coefficients of embankment self-weight load, hydrostatic pressure, and static earth pressure load, and the values are determined according to Table 5.1.4;
γEh—sub-item coefficient of horizontal earthquake action, the value shall be determined according to Table 5.1.4;
SGE—the effect value calculated according to the representative value of the self-weight load of the embankment;
SGY—the effect value calculated according to the representative value of hydrostatic pressure load;
SGT—the effect value calculated according to the representative value of static earth pressure load;
SEGk, SEYk, SETk—are respectively the effect values calculated according to the standard value of horizontal seismic action, standard value of horizontal hydrodynamic pressure and standard value of horizontal dynamic earth pressure of embankment body;
ψ—coefficient of combined value, which may be 0.6.
5.1.4 The partial coefficient of the basic combination of load effect and earthquake action effect shall meet the following requirements.
1 When calculating the section strength, the sub-item coefficient shall be adopted according to Table 5.1.4, and when the self-weight load effect of the structure is beneficial to the structural bearing capacity, γG shall be taken as 1.0;
2 When carrying out stability checking calculation, each sub-item coefficient is taken as 1.0.
Table 5.1.4 Partial coefficients of the basic combination of load effect and earthquake action effect
Note. "—" in the table indicates that the load or effect of this item is not considered in the combination.
5.2 Calculation of load, earthquake action and internal force
5.2.1 The standard value of self-weight load can be calculated according to the following formula.
In the formula. G1k—the standard value of the self-weight load of the embankment body above the calculated section per meter of embankment length (kN/m);
H1——the distance from the calculated section to the top surface of the embankment (m);
B1——the average thickness of embankment above the calculation section (m);
γ——material weight (kN/m3).
5.2.2 The standard value of the hydrostatic pressure load on the inner side of the fire dike (Figure 5.2.2) can be calculated according to the following formula.
In the formula. pYk——the horizontal load standard value of the hydrostatic pressure distribution along the liquid depth per meter of embankment length (kN/m2);
γy——heaviness of liquid in the dike, to be taken as 10kN/m3;
Z——liquid depth (m);
PYk——Standard value of resultant force of hydrostatic pressure per meter of embankment length above the calculated section (kN/m);
HY - the distance from the calculated section to the liquid surface (m);
MYk——Standard value of bending moment (kN m/m) of hydrostatic pressure resultant force per meter of embankment length above the calculation section to the calculation section;
H0——the distance from the resultant position of hydrostatic pressure per meter of dike length above the calculation section to the calculation section (m).
Figure 5.2.2 Schematic diagram of hydrostatic pressure calculation
5.2.3 The standard value of the static earth pressure load (Figure 5.2.3) of the embankment inside the fire embankment can be calculated according to the following requirements.
1 The broken line AFD in Figure 5.2.3 is the earth pressure distribution curve, F is the turning point, and its pressure distribution can be calculated according to the following formula.
Figure 5.2.3 Schematic diagram of calculation of internal soil pressure
In the formula. pAk, pBk——respectively, the standard value of static earth pressure distribution load per meter of embankment length at embankment crest and calculation section (kN/m2);
pGk—Standard value of static earth pressure distribution load per meter of embankment length at the turning point of earth pressure distribution curve (kN/m2);
h—the distance from the intersection point A' of the embankment slope line and the extension line of the back of the embankment to the top of the embankment (m);
a - the width of the top surface of the soil (m);
H1——Calculate the height of earth above the section (m);
H2——the distance from the turning point of the pressure distribution curve to the embankment crest (m)...
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