CN115094938A - Construction method of vertical cylindrical steel storage tank foundation - Google Patents
Construction method of vertical cylindrical steel storage tank foundation Download PDFInfo
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- CN115094938A CN115094938A CN202210194169.XA CN202210194169A CN115094938A CN 115094938 A CN115094938 A CN 115094938A CN 202210194169 A CN202210194169 A CN 202210194169A CN 115094938 A CN115094938 A CN 115094938A
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- 238000010276 construction Methods 0.000 title claims abstract description 99
- 238000003860 storage Methods 0.000 title claims abstract description 68
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 44
- 239000010959 steel Substances 0.000 title claims abstract description 44
- 239000004576 sand Substances 0.000 claims abstract description 115
- 238000000034 method Methods 0.000 claims abstract description 32
- 238000013461 design Methods 0.000 claims abstract description 29
- 238000002156 mixing Methods 0.000 claims abstract description 14
- 239000000463 material Substances 0.000 claims abstract description 13
- 238000002360 preparation method Methods 0.000 claims abstract description 10
- 238000012423 maintenance Methods 0.000 claims abstract description 5
- 230000008520 organization Effects 0.000 claims abstract description 4
- 238000012552 review Methods 0.000 claims abstract description 4
- 238000012549 training Methods 0.000 claims abstract description 4
- 239000010410 layer Substances 0.000 claims description 91
- 239000010426 asphalt Substances 0.000 claims description 70
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 60
- 239000004567 concrete Substances 0.000 claims description 33
- 238000012360 testing method Methods 0.000 claims description 24
- 239000004575 stone Substances 0.000 claims description 22
- 238000005056 compaction Methods 0.000 claims description 16
- FPAFDBFIGPHWGO-UHFFFAOYSA-N dioxosilane;oxomagnesium;hydrate Chemical compound O.[Mg]=O.[Mg]=O.[Mg]=O.O=[Si]=O.O=[Si]=O.O=[Si]=O.O=[Si]=O FPAFDBFIGPHWGO-UHFFFAOYSA-N 0.000 claims description 12
- 238000007599 discharging Methods 0.000 claims description 12
- 239000000843 powder Substances 0.000 claims description 12
- 239000011150 reinforced concrete Substances 0.000 claims description 12
- 239000002689 soil Substances 0.000 claims description 11
- 239000012535 impurity Substances 0.000 claims description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 9
- 239000011241 protective layer Substances 0.000 claims description 8
- 241000196324 Embryophyta Species 0.000 claims description 6
- 238000004140 cleaning Methods 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 6
- 238000005516 engineering process Methods 0.000 claims description 6
- 239000000203 mixture Substances 0.000 claims description 6
- 239000002245 particle Substances 0.000 claims description 6
- 239000003208 petroleum Substances 0.000 claims description 6
- 238000005096 rolling process Methods 0.000 claims description 6
- 238000009736 wetting Methods 0.000 claims description 6
- 239000002023 wood Substances 0.000 claims description 6
- 238000009412 basement excavation Methods 0.000 claims description 5
- 238000003825 pressing Methods 0.000 claims description 5
- 230000007613 environmental effect Effects 0.000 claims description 4
- 238000003763 carbonization Methods 0.000 claims description 3
- 239000011083 cement mortar Substances 0.000 claims description 3
- 230000006866 deterioration Effects 0.000 claims description 3
- 230000003203 everyday effect Effects 0.000 claims description 3
- 239000010419 fine particle Substances 0.000 claims description 3
- 239000004746 geotextile Substances 0.000 claims description 3
- 238000010438 heat treatment Methods 0.000 claims description 3
- 229920001903 high density polyethylene Polymers 0.000 claims description 3
- 239000004700 high-density polyethylene Substances 0.000 claims description 3
- 230000002209 hydrophobic effect Effects 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims description 3
- 239000011148 porous material Substances 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 239000011269 tar Substances 0.000 claims description 3
- 239000011275 tar sand Substances 0.000 claims description 3
- 238000010998 test method Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 239000000945 filler Substances 0.000 claims description 2
- 238000005266 casting Methods 0.000 claims 1
- 239000004568 cement Substances 0.000 claims 1
- 238000004519 manufacturing process Methods 0.000 abstract description 8
- 238000003908 quality control method Methods 0.000 abstract description 2
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/38—Foundations for large tanks, e.g. oil tanks
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A20/00—Water conservation; Efficient water supply; Efficient water use
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Abstract
The invention discloses a construction method of a vertical cylindrical steel storage tank foundation, which comprises the following steps: preparation before S1 construction: and S11, taking part in the process of drawing review, organizing related personnel to learn drawing data, making clear of construction organization and management personnel, equipping corresponding labor force and machines, organizing construction personnel to carry out necessary learning training, and inspecting machines, equipment and materials entering a field. The invention adopts the layered tamping method for construction, can meet the design requirements of various storage tanks on three main points of foundation bearing capacity, foundation deformation and foundation settlement difference, has flexible movement of construction machines, easy quality control, simple operation of the machines, low mechanical maintenance cost, lower requirement on the surrounding environment and low noise, adopts the mixing ratio according to the mass and the volume to complete the uniform matching of the bituminous sand, and meets the construction of bituminous sand insulating layers; and the oil tank foundation built under different geological conditions is manufactured by controlling related parameters of each layer, and the manufacturing meets the design requirements.
Description
Technical Field
The invention relates to the technical field of construction, in particular to a construction method of a vertical cylindrical steel storage tank foundation.
Background
Because the geological conditions of various places are different, particularly storage tanks built under complex geological conditions such as deep soft soil layers and the like, if the foundation treatment is improper, the defects that the bearing capacity of the storage tank foundation after the storage tank is put into operation is poor, the deformation degree of the foundation is increased, the settlement difference of the foundation exceeds a specified allowable value and the like are directly caused, and the like, the problem group is specially established for researching and developing a vertical cylindrical steel storage tank foundation construction technology, the problem of manufacturing the storage tank foundation built under different geological conditions is successfully solved, the integral installation quality of the storage tank is ensured, the safety is enhanced, the construction period is shortened, and good economic benefit, social benefit and environmental benefit are obtained. In order to make the construction process of the vertical cylindrical steel storage tank foundation more normalized and standardized, the original construction technology of the storage tank foundation is innovated, and 10000m is formed 3 The construction method is summarized and refined on the basis of the following construction technology of the storage tank foundation and is used for guiding the construction of the vertical cylindrical steel storage tank foundation.
Disclosure of Invention
Based on the technical problems in the background art, the invention provides a construction method of a vertical cylindrical steel storage tank foundation.
The invention provides a construction method of a vertical cylindrical steel storage tank foundation, which comprises the following steps:
preparation before S1 construction:
s11, taking part in the process of drawing review, organizing related personnel to learn drawing data, making clear of construction organization and management personnel, equipping corresponding labor force and machines, organizing constructors to perform necessary learning training and the like, and inspecting machines, equipment and materials entering a field;
s12, compiling and approving the construction scheme of the storage tank foundation according to the technical data, drawings and relevant regulation specifications, and carrying out comprehensive technical background of the field constructors;
s13, cleaning the surrounding environment before construction, and keeping the construction environment clean and dry;
s2 storage tank foundation earthwork excavation and cushion layer:
s21, excavating earthwork according to the design drawing size and position of the storage tank, wherein the excavating range of the earthwork is larger than the actual size under the general condition, drilling detection is carried out according to the standard requirement after the earthwork is excavated to the design depth, namely, a foundation bearing capacity test is carried out, whether piling is needed is considered according to the drilling detection report result, after the foundation bearing capacity meets the standard requirement, a geological exploration design unit is organized to carry out foundation groove inspection, a C15 plain concrete cushion layer with the thickness of 100mm is manufactured on the foundation, and each side is 100mm wide and the thickness is about 100 mm;
s22, closely matching with the specialties of equipment, technology and the like before the construction of the storage tank foundation, and constructing after checking the fault;
s23 the storage tank foundation is generally to use the 2 nd layer of powder soil layer as the foundation bearing capacity layer, the characteristic value of bearing capacity of the foundation fak is 200KPa, the foundation should be dug to the soil layer when the design elevation does not see the soil layer, the over-dug part adopts the ballast to carry out the layered backfill compaction with the thickness not more than 300mm, the compaction coefficient is not less than 0.97, the bearing capacity of the foundation after compaction is not less than 185KPa, the foundation can be constructed after the filling is carried out the on-site in-situ test;
s3 construction of the circular wall:
s31, after a C15 plain concrete cushion layer with the thickness of 100mm is manufactured, binding the ring wall steel bars according to the designed width and height, and well arranging templates on two sides of the bound steel bars and pouring concrete;
s32 leveling the top surface of the reinforced concrete ring wall foundation by 1:2 cement mortar, wherein the thickness is 25mm, and the arc length per meter is not more than 2 mm;
s33, the maximum allowable crack width of the reinforced concrete annular wall should not exceed 0.3mm, and when the maximum allowable crack width exceeds 0.3mm, the reinforced concrete annular wall must be treated;
s34, the circumferential steel bar at the reserved drain outlet on the ring wall is not cut off, and the steel bar is processed around the size of the drain outlet;
s35 construction of a sand cushion layer and a bituminous sand insulating layer can be carried out in the ring wall after the ring wall concrete reaches 80% of the design strength;
s36, when constructing the ring wall, paying attention to concrete maintenance, reserving a post-cast strip with the bandwidth of 800-1000 mm at every 30m of the circumference of the ring wall, pouring in sections under the principle of continuous steel bars, after the concrete is maintained for 28 days, chiseling the surface of the concrete, then erecting a template, cleaning the joint of the concrete, fully wetting with water, tamping with micro-expansion concrete with a high strength grade, and carefully watering and maintaining, if the post-cast strip is not arranged, arranging a reinforcing strip, doping 12% of UEA in the reinforcing strip, and doping 10% of UEA in the concrete with a non-reinforcing strip;
and (3) constructing an S4 graded broken stone layer:
s41, naturally graded broken stones with the particle size of 20-40 mm are adopted, the mud content is not more than 5%, and organic impurities cannot be contained;
s42, compacting the crushed stone layer by adopting a rolling method or a flat vibration method, wherein the rolling times are determined by detecting according to a compacting machine tool on site, the compacting coefficient reaches above 0.95, the dry density is more than 1.6t/m3, the dry density after compacting is more than 1.9t/m3, the lower layer is unqualified in compaction, and the upper layer cannot be backfilled;
s43 graded broken stones are compacted in a layered mode, a 2-thick HDPE geomembrane is paved on the upper surface, the upper protective layer and the lower protective layer of the geomembrane adopt filament non-woven geotextiles, and then construction is carried out on a medium sand layer and a coarse sand layer;
and S5, coarse sand layer construction:
the middle sand layer and the coarse sand layer of S51 adopt medium sand and coarse sand with good gradation, small porosity, multiple edges and corners and rough surface, fine sand and silt sand should not be selected, the maximum grain size of the sand is less than 5.0mm, the content of the minimum grain size is less than 25mm, the porosity is not more than 40%, the sand should be clean and dry, garbage and weed should not be contained, the mud content is less than 2.5%, the content of organic impurities is less than 0.5%, and the content of grains with the grain size of less than 0.074mm is not more than 15%;
s522, tamping and backfilling the medium and coarse sand cushion layers 500mm thick in a layering manner, watering and wetting, tamping or compacting by using a machine tool under the state of the optimal water content, determining the medium and coarse sand cushion layers on site according to the conditions of the machine tool by a specific construction method, wherein the thickness of each layer to be paved is generally 200-250 mm, compacting layer by layer, and inspecting the quality layer by layer, wherein the compaction coefficient of the medium and coarse sand cushion layers is not less than 0.96, the maximum dry density can be obtained by referring to a test method specified in national standards, and the dry density is required to be more than 1.6t/m 3;
s6 construction of the bituminous sand insulating layer:
s61, before construction, pile marks are drilled at the center and the periphery of the tank foundation, and the surface elevation and the gradient of the pile marks are controlled;
the aggregate in the S62 asphalt sand is medium and coarse sand with good gradation, the maximum grain diameter of the sand is less than 5.0mm, the content of the minimum grain diameter is less than 25 percent, the porosity is not more than 40 percent, the sand is clean and dry and does not contain garbage and weed, the mud content is less than 2.5 percent, and the content of organic impurities is less than 0.5 percent.
S63, the penetration degree of the cementing material asphalt in the asphalt sand is required to be 41-80, road petroleum asphalt 60A or 60B can be selected, the source variety and the label of the asphalt are particularly noticed in construction, the asphalt which does not meet the requirements cannot be used in engineering, and the petroleum asphalt and the tar asphalt cannot be mixed for use;
the filling stone powder in the S64 asphalt sand must use hydrophobic basic stone powder, the talcum powder has fine particles, the particles passing through a sieve pore of 0.075mm have at least 80 percent, the hydrophilic coefficient is not more than 0.9, and the porosity is less than 45 percent;
s65 preparation of tar sand:
1) and the mixing proportion of the asphalt sand: mixing medium sand or coarse sand per cubic meter according to the mass and volume, adding 130Kg of asphalt, wherein the volume ratio of the talcum powder to the medium sand is 0.8: 8.5;
2) the preparation method comprises the following steps: the asphalt is heated, melted and dehydrated by adopting a thermal configuration method, then heated to 160-180 ℃, and simultaneously sand and talcum powder are mixed uniformly in a mixing disc according to the mixture ratio, preheated and dried at the temperature of 120-140 ℃, then the qualified molten asphalt is poured into a mixing disc pot according to the mixture ratio, is uniformly mixed with the sand and the talcum powder, is continuously heated to 160-180 ℃ for waiting construction, the temperature is strictly controlled in the configuration process, and the excessive temperature rise is forbidden so as to avoid asphalt carbonization, deterioration and invalidation;
s66 under general conditions, the paving thickness of hot asphalt sand is 1.25-1.30 times of the compaction thickness, the same asphalt sand is constructed once without construction joints, the gaps between blocks of an asphalt sand insulating layer are about 10-20 mm and are separated by wood boards, the wood boards are drawn out after the asphalt sand is baked flat and cooled and filled with hot asphalt, and the paving of the asphalt sand is carried out under the condition that the temperature is not lower than 140 ℃ and can use heating equipment;
s7 foundation settlement test and rework:
s71, after the integral construction of the storage tank is finished, foundation constructors and tank constructors perform foundation settlement tests together, before the foundation construction, at least two leveling points are required to be established outside the tank area, after the foundation construction, the original elevation of each settlement observation point is measured and marked;
s72, setting a settlement observation point every 10m around the ring wall, wherein the observation points are uniformly arranged, embedded parts on the ring wall and a storage tank bottom plate are for settlement observation, a vertical scale is required to be placed, the surface processing precision is 25 √ and anti-rust measures are taken, the observation must be carried out at any time in the storage tank construction, records are made during the observation, the abnormity can be timely processed by a design unit when found out, the settlement difference in every 10m length cannot be more than 25mm in the circumferential direction of the tank wall, the settlement difference in any direction cannot be more than 0.006D, D is the diameter of the storage tank, and the point-by-point observation is carried out before the tank wall is welded and after the test water settlement is stable;
s73, when the storage tank is irrigated, the water filling speed is less than 0.6m/d, the water filling height is not more than 1/5 tank height and not more than 2.5m each time, the settlement observation of the foundation is carried out periodically, the next water filling can be carried out after the settlement reaches the stable control standard and the settlement speed is not more than 5mm/d, the uneven settlement amount of the foundation is less than the standard requirement in the whole process of water filling and foundation preloading, and the water filling speed is slowed down when the water filling height is close to 75% of the highest operation liquid level;
s74, after water filling and pre-pressing are completed on the basis of the storage tank, discharging water and organizing personnel to discharge, wherein the water discharging is not less than 2m every day, the water discharging is continued after the water stops for one day every time, and basic rebound data are measured in the water discharging process;
s75, in the process of water testing, making settlement observation records, and in the period of water testing, except for the connection of the hoses of the water inlet pipes, connecting the other pipelines after the water testing is finished. And constructing the operation platform before the storage tank after the water filling and prepressing of the storage tank are finished.
Preferably, the cast-in-place reinforced concrete ring wall of the step S31 is made of C30 concrete; HRB300 and HRB400 steel bars, the thickness of the steel bar protective layer is 40mm, and the annular stress steel bar joints of the annular wall are connected by welding.
Preferably, the bituminous sand in the step S61 is composed of cementing material bitumen, filler stone powder and aggregate engineering sand.
Preferably, the construction method meets safety management measures, safety construction measures and environmental protection measures.
According to the construction method of the vertical cylindrical steel storage tank foundation, a layered tamping method is adopted for construction, the design requirements of various storage tanks on three main points of foundation bearing capacity, foundation deformation and foundation settlement difference can be met, construction machines and tools are flexible to move, quality control is easy, machine tool operation is simple, mechanical maintenance cost is low, the requirements on the surrounding environment are low, noise is low, bituminous sand is uniformly matched according to the mixing ratio of mass and volume, and bituminous sand insulating layer construction is met; and the oil tank foundation built under different geological conditions is manufactured by controlling related parameters of each layer, and the manufacturing meets the design requirements.
Drawings
FIG. 1 is a flow chart of a tank group foundation manufacturing process of the construction method of a vertical cylindrical steel tank foundation according to the present invention;
FIG. 2 is a sectional view of a tank foundation in the construction method of a vertical cylindrical steel tank foundation according to the present invention;
FIG. 3 is a schematic diagram of a backfill soil layer of the construction method of the vertical cylindrical steel storage tank foundation provided by the invention;
FIG. 4 is a ring wall reinforcement diagram of the construction method of the vertical cylindrical steel storage tank foundation according to the present invention;
FIG. 5 is a settlement observation point diagram of the construction method of the vertical cylindrical steel storage tank foundation according to the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.
Example one: the method is characterized in that a middle grain storage nested lake direct reservoir does not serve as a reservoir-divided oil tank foundation manufacturing project, the project is located in a prefecture Fudu town in Wuhu lake city, the project contract price is 571.26 ten thousand yuan, the project is completed from 12 months in 2009 to 4 months in 2010, and the project reaches the design requirement through supervision, design and owner acceptance.
Example two: a manufacturing project of an oil tank foundation of a modern grain logistics center storehouse in Anhui is located in Hangzhou Town town of Sucheng county, the project has a contract price of 563.78 ten thousand yuan, the project is completed from 3 months in 2010 to 6 months in 2010, and the project reaches the design requirement through supervision, design and acceptance of owners.
Example three: the engineering foundation manufacturing engineering of the Liuan oil depot of Zhonghua oil Anhui Limited company is located in the Huqiu county of Liuan City, the engineering has the same price of 3487.61 ten thousand yuan, the engineering is completed from 11 months in 2013 to 7 months in 2014, and the engineering reaches the design requirement through supervision, design and acceptance by owners.
Referring to fig. 1 to 5, the construction method of the vertical cylindrical steel storage tank foundation includes the steps of:
preparation before S1 construction:
s11, taking part in the process of drawing review, organizing related personnel to learn drawing data, making clear of construction organization and management personnel, equipping corresponding labor force and machines, organizing constructors to perform necessary learning training and the like, and inspecting machines, equipment and materials entering a field;
s12, compiling and approving the construction scheme of the storage tank foundation according to the technical data, drawings and relevant regulation specifications, and carrying out comprehensive technical background of the field constructors;
s13, cleaning the surrounding environment before construction, and keeping the construction environment clean and dry;
s2 storage tank foundation earthwork excavation and cushion layer:
s21, excavating earthwork according to the design drawing size and position of the storage tank, wherein the excavation range of the earthwork is larger than the actual size under the general condition, drilling is carried out according to the specification requirement after the earthwork is excavated to the design depth, namely, a foundation bearing capacity test is carried out, whether pile driving is needed or not is considered according to the drilling report result, after the foundation bearing capacity meets the specification requirement, a geological survey design unit is organized to carry out foundation groove inspection, a C15 plain concrete cushion layer with the thickness of 100mm is manufactured on the foundation, and each side is 100mm wide and the thickness is about 100 mm;
s22, closely matching with the specialties of equipment, technology and the like before the construction of the storage tank foundation, and constructing after checking the fault;
s23 the storage tank foundation is generally to use the 2 nd layer of powder soil layer as the foundation bearing capacity layer, the characteristic value of bearing capacity of the foundation fak is 200KPa, the foundation should be dug to the soil layer when the design elevation does not see the soil layer, the over-dug part adopts the ballast to carry out the layered backfill compaction with the thickness not more than 300mm, the compaction coefficient is not less than 0.97, the bearing capacity of the foundation after compaction is not less than 185KPa, the foundation can be constructed after the filling is carried out the on-site in-situ test;
s3 construction of the ring wall:
s31, after a C15 plain concrete cushion layer with the thickness of 100mm is manufactured, binding the ring wall steel bars according to the designed width and height, and well arranging templates on two sides of the bound steel bars and pouring concrete;
s32 leveling the top surface of the reinforced concrete ring wall foundation by 1:2 cement mortar, wherein the thickness is 25mm, and the arc length per meter is not more than 2 mm;
s33, the maximum allowable crack width of the reinforced concrete ring wall should not exceed 0.3mm, and when the maximum allowable crack width exceeds 0.3mm, the reinforced concrete ring wall must be treated;
s34, the circumferential steel bar at the reserved drain outlet on the ring wall is not cut off, and the steel bar is processed around the size of the drain outlet;
s35, after the concrete of the annular wall reaches the design strength of 80%, constructing a sandstone cushion layer and an asphalt sand insulating layer in the annular wall;
s36, when constructing the ring wall, paying attention to concrete maintenance, reserving a post-cast strip with the bandwidth of 800-1000 mm at every 30m of the circumference of the ring wall, pouring in sections under the principle of continuous steel bars, after the concrete is maintained for 28 days, chiseling the surface of the concrete, then erecting a template, cleaning the joint of the concrete, fully wetting with water, tamping with micro-expansion concrete with a high strength grade, and carefully watering and maintaining, if the post-cast strip is not arranged, arranging a reinforcing strip, doping 12% of UEA in the reinforcing strip, and doping 10% of UEA in the concrete with a non-reinforcing strip;
and (3) constructing an S4 graded broken stone layer:
s41, naturally graded broken stones with the particle size of 20-40 mm are adopted, the mud content is not more than 5%, and organic impurities cannot be contained;
s42, compacting the crushed stone layer by adopting a rolling method or a flat vibration method, wherein the rolling times are determined by detecting according to a compacting machine tool on site, the compacting coefficient reaches above 0.95, the dry density is more than 1.6t/m3, the dry density after compacting is more than 1.9t/m3, the lower layer is unqualified in compaction, and the upper layer cannot be backfilled;
s43 graded broken stones are compacted in a layered mode, a 2-thick HDPE geomembrane is paved on the upper surface, filament non-woven geotextile is adopted as upper and lower protective layers of the geomembrane, and then construction is carried out on a middle sand layer and a coarse sand layer;
and S5, coarse sand layer construction:
the middle sand layer and the coarse sand layer of S51 adopt medium sand and coarse sand with good gradation, small porosity, multiple edges and corners and rough surface, fine sand and silt sand should not be selected, the maximum grain size of the sand is less than 5.0mm, the content of the minimum grain size is less than 25mm, the porosity is not more than 40%, the sand should be clean and dry, garbage and weed should not be contained, the mud content is less than 2.5%, the content of organic impurities is less than 0.5%, and the content of grains with the grain size of less than 0.074mm is not more than 15%;
s522, tamping and backfilling the medium and coarse sand cushion layers 500mm thick in a layering manner, watering and wetting, tamping or compacting by using a machine tool under the state of the optimal water content, determining the medium and coarse sand cushion layers on site according to the conditions of the machine tool by a specific construction method, wherein the thickness of each layer to be paved is generally 200-250 mm, compacting layer by layer, and inspecting the quality layer by layer, wherein the compaction coefficient of the medium and coarse sand cushion layers is not less than 0.96, the maximum dry density can be obtained by referring to a test method specified in national standards, and the dry density is required to be more than 1.6t/m 3;
s6 construction of the bituminous sand insulating layer:
s61, before construction, marking piles at the center and the periphery of the tank foundation, and controlling the surface elevation and the gradient of the piles;
the aggregate in the S62 asphalt sand is medium and coarse sand with good gradation, the maximum grain diameter of the sand is less than 5.0mm, the content of the minimum grain diameter is less than 25 percent, the porosity is not more than 40 percent, the sand is clean and dry and does not contain garbage and weed, the mud content is less than 2.5 percent, and the content of organic impurities is less than 0.5 percent.
S63, the penetration degree of the cementing material asphalt in the asphalt sand is required to be 41-80, road petroleum asphalt 60A or 60B can be selected, the source variety and the label of the asphalt and the like are particularly noticed in construction, the asphalt which does not meet the requirements cannot be used in engineering, and the petroleum asphalt and tar asphalt cannot be mixed for use;
the filling stone powder in the S64 asphalt sand must use hydrophobic basic stone powder, the talcum powder has fine particles, the particles passing through a sieve pore of 0.075mm have at least 80 percent, the hydrophilic coefficient is not more than 0.9, and the porosity is less than 45 percent;
s65 preparation of tar sand:
1) and the mixing proportion of the asphalt sand: mixing medium sand or coarse sand per cubic meter by mass and volume, adding 130Kg of asphalt, wherein the volume ratio of the talcum powder to the medium sand is 0.8: 8.5;
2) the preparation method comprises the following steps: the asphalt is heated, melted and dehydrated by adopting a thermal configuration method, then heated to 160-180 ℃, and simultaneously sand and talcum powder are mixed uniformly in a mixing disc according to the mixture ratio, preheated and dried at the temperature of 120-140 ℃, then the qualified molten asphalt is poured into a mixing disc pot according to the mixture ratio, is uniformly mixed with the sand and the talcum powder, is continuously heated to 160-180 ℃ for waiting construction, the temperature is strictly controlled in the configuration process, and the excessive temperature rise is forbidden so as to avoid asphalt carbonization, deterioration and invalidation;
s66 the thickness of hot asphalt sand is 1.25-1.30 times of the compacted thickness under normal conditions, the same asphalt sand is constructed once without leaving construction joints, the gaps between blocks of an asphalt sand insulating layer are about 10-20 mm, the asphalt sand is separated by wood boards, the wood boards are drawn out after the asphalt sand is baked flat and cooled and filled with hot asphalt, the asphalt sand is generally constructed when the temperature is not lower than 140 ℃, and heating equipment can be used for paving the asphalt sand;
s7 foundation settlement test and rework:
s71, after the whole construction of the storage tank is finished, foundation constructors and tank constructors perform foundation settlement tests together, before the foundation construction, at least two leveling points need to be established outside the tank area, after the foundation construction, the original elevation of each settlement observation point is measured and marked;
s72, setting a settlement observation point every 10m around the ring wall, wherein the observation points are uniformly arranged, embedded parts on the ring wall and a storage tank bottom plate are for settlement observation, a vertical scale is required to be placed, the surface processing precision is 25 √ and anti-rust measures are taken, the observation must be carried out at any time in the storage tank construction, records are made during the observation, the abnormity can be timely processed by a design unit when found out, the settlement difference in every 10m length cannot be more than 25mm in the circumferential direction of the tank wall, the settlement difference in any direction cannot be more than 0.006D, D is the diameter of the storage tank, and the point-by-point observation is carried out before the tank wall is welded and after the test water settlement is stable;
s73, when the storage tank is irrigated, the water filling speed is less than 0.6m/d, the water filling height is not more than 1/5 tank height and not more than 2.5m each time, the settlement observation of the foundation is carried out periodically, the next water filling can be carried out after the settlement reaches the stable control standard and the settlement speed is not more than 5mm/d, the uneven settlement amount of the foundation is less than the standard requirement in the whole process of water filling and foundation preloading, and the water filling speed is slowed down when the water filling height is close to 75% of the highest operation liquid level;
s74, after water filling and pre-pressing are completed on the basis of the storage tank, discharging water and organizing personnel to discharge, wherein the water discharging is not less than 2m every day, the water discharging is continued after the water stops for one day every time, and basic rebound data are measured in the water discharging process;
s75, making settlement observation records in the water testing process, and connecting the other pipelines after water testing is finished except for the connection of the water inlet pipe and the hose in the water testing period. And constructing the operation platform before the tank after the water filling and pre-pressing of the storage tank are finished.
In the invention, the cast-in-place reinforced concrete annular wall in the step S31 adopts C30 concrete; HRB300 and HRB400 steel bars, the thickness of the steel bar protective layer is 40mm, and the annular wall annular stress steel bar joints are connected by welding.
In the invention, the asphalt sand in the step S61 is composed of cementing material asphalt, filling material stone powder and aggregate engineering sand.
In the invention, the construction method meets safety management measures, safety construction measures and environmental protection measures.
The invention comprises the following steps: excavating earthwork to a designed depth according to the design drawing size and position of the storage tank, then carrying out drill rod detection according to the standard requirement, considering whether piling is needed or not according to a drill rod detection report, and finally completing the manufacture of the storage tank foundation by adopting a filling material layered tamping method of different materials according to the requirement on the section diagram of the storage tank foundation.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be considered as the technical solutions and the inventive concepts of the present invention within the technical scope of the present invention.
Claims (4)
1. The construction method of the vertical cylindrical steel storage tank foundation is characterized by comprising the following steps:
preparation before S1 construction:
s11, taking part in the review of drawings, organizing related personnel to learn the drawing data, making clear of construction organization and management personnel, allocating corresponding labor force and machines, organizing constructors to carry out necessary learning training, and inspecting machines, equipment and materials entering a field;
s12, according to the technical data and drawings and relevant regulation specifications, compiling and approving the construction scheme of the storage tank foundation, and carrying out comprehensive technical background of the field construction personnel;
s13, cleaning the surrounding environment before construction, and keeping the construction environment clean and dry;
s2 storage tank foundation earthwork excavation and cushion layer:
s21, excavating earthwork according to the design drawing size and position of the storage tank, wherein the excavation range of the earthwork is larger than the actual size under the general condition, drilling is carried out according to the specification requirement after the earthwork is excavated to the design depth, namely, a foundation bearing capacity test is carried out, whether pile driving is needed or not is considered according to the drilling report result, after the foundation bearing capacity meets the specification requirement, a geological survey design unit is organized to carry out foundation groove inspection, a C15 plain concrete cushion layer with the thickness of 100mm is manufactured on the foundation, and each side is 100mm wide and the thickness is about 100 mm;
s22, closely matching with the specialties of equipment, technology and the like before the construction of the storage tank foundation, and carrying out construction after checking is correct;
s23 the storage tank foundation is generally to use the 2 nd layer of powder soil layer as the foundation bearing capacity layer, the characteristic value of bearing capacity of the foundation fak is 200KPa, the foundation should be dug to the soil layer when the design elevation does not see the soil layer, the over-dug part adopts the ballast to carry out the layered backfill compaction with the thickness not more than 300mm, the compaction coefficient is not less than 0.97, the bearing capacity of the foundation after compaction is not less than 185KPa, the foundation can be constructed after the filling is carried out the on-site in-situ test;
s3 construction of the ring wall:
s31, after a C15 plain concrete cushion layer with the thickness of 100mm is manufactured, binding the ring wall steel bars according to the designed width and height, and well arranging templates on two sides of the bound steel bars and pouring concrete;
s32 leveling the top surface of the reinforced concrete ring wall foundation by 1:2 cement mortar, wherein the thickness is 25mm, and the arc length per meter is not more than 2 mm;
s33, the maximum allowable crack width of the reinforced concrete ring wall should not exceed 0.3mm, and when the maximum allowable crack width exceeds 0.3mm, the reinforced concrete ring wall must be treated;
s34, the circumferential steel bar at the reserved drain outlet on the ring wall is not cut off, and the steel bar is processed around the size of the drain outlet;
s35 construction of a sand cushion layer and a bituminous sand insulating layer can be carried out in the ring wall after the ring wall concrete reaches 80% of the design strength;
s36, when constructing the ring wall, paying attention to concrete maintenance, reserving a post-cast strip with the bandwidth of 800-1000 mm at every 30m of the circumference of the ring wall, pouring in sections under the principle of continuous steel bars, after the concrete is maintained for 28 days, chiseling the surface of the concrete, then erecting a template, cleaning the joint of the concrete, fully wetting with water, tamping with micro-expansion concrete with a high strength grade, and carefully watering and maintaining, if the post-cast strip is not arranged, arranging a reinforcing strip, doping 12% of UEA in the reinforcing strip, and doping 10% of UEA in the concrete with a non-reinforcing strip;
and S4 grading broken stone layer construction:
s41, natural graded broken stone with the particle size of 20-40 mm is adopted as the broken stone, the mud content is not more than 5%, and organic impurities cannot be contained;
s42, compacting the crushed stone layer by adopting a rolling method or a flat vibration method, wherein the rolling times are determined by detecting according to a compacting machine tool on site, the compacting coefficient reaches above 0.95, the dry density is more than 1.6t/m3, the dry density after compacting is more than 1.9t/m3, the lower layer is unqualified in compaction, and the upper layer cannot be backfilled;
s43 graded broken stones are compacted in a layered mode, a 2-thick HDPE geomembrane is paved on the upper surface, the upper protective layer and the lower protective layer of the geomembrane adopt filament non-woven geotextiles, and then construction is carried out on a medium sand layer and a coarse sand layer;
and S5, constructing a coarse sand layer:
the middle sand layer and the coarse sand layer of S51 adopt medium sand and coarse sand with good gradation, small porosity, multiple edges and corners and rough surface, fine sand and silt sand should not be selected, the maximum grain size of the sand is less than 5.0mm, the content of the minimum grain size is less than 25mm, the porosity is not more than 40%, the sand should be clean and dry, garbage and weed should not be contained, the mud content is less than 2.5%, the content of organic impurities is less than 0.5%, and the content of grains with the grain size of less than 0.074mm is not more than 15%;
s522, tamping and backfilling the medium and coarse sand cushion layers 500mm thick in a layering manner, watering and wetting, tamping or compacting by using a machine tool under the state of the optimal water content, determining the medium and coarse sand cushion layers on site according to the conditions of the machine tool by a specific construction method, wherein the thickness of each layer to be paved is generally 200-250 mm, compacting layer by layer, and inspecting the quality layer by layer, wherein the compaction coefficient of the medium and coarse sand cushion layers is not less than 0.96, the maximum dry density can be obtained by referring to a test method specified in national standards, and the dry density is required to be more than 1.6t/m 3;
s6 construction of the bituminous sand insulating layer:
s61, before construction, marking piles at the center and the periphery of the tank foundation, and controlling the surface elevation and the gradient of the piles;
s62 the aggregate in the asphalt sand must be medium and coarse sand with good gradation, the maximum grain size of the sand is less than 5.0mm, the content of the minimum grain size of 0.15mm is less than 25%, the porosity is not more than 40%, the sand should be clean and dry, and should not contain garbage and weed, the mud content is less than 2.5%, and the organic impurity content is less than 0.5%.
S63, the penetration degree of the cementing material asphalt in the asphalt sand is required to be 41-80, road petroleum asphalt 60A or 60B can be selected, the source variety and the label of the asphalt are particularly noticed in construction, the asphalt which does not meet the requirements cannot be used in engineering, and the petroleum asphalt and the tar asphalt cannot be mixed for use;
the filling material stone powder in the S64 asphalt sand must use hydrophobic basic stone powder, the talcum powder has fine particles, the particles passing through a sieve pore of 0.075mm have at least 80 percent, the hydrophilic coefficient is not more than 0.9, and the porosity is less than 45 percent;
s65 preparation of tar sand:
1) and the mixing proportion of the asphalt sand: mixing medium sand or coarse sand per cubic meter by mass and volume, adding 130Kg of asphalt, wherein the volume ratio of the talcum powder to the medium sand is 0.8: 8.5;
2) the preparation method comprises the following steps: the asphalt is heated, melted and dehydrated by adopting a thermal configuration method, then heated to 160-180 ℃, and simultaneously sand and talcum powder are mixed uniformly in a mixing disc according to the mixture ratio, preheated and dried at the temperature of 120-140 ℃, then the qualified molten asphalt is poured into a mixing disc pot according to the mixture ratio, is uniformly mixed with the sand and the talcum powder, is continuously heated to 160-180 ℃ for waiting construction, the temperature is strictly controlled in the configuration process, and the excessive temperature rise is forbidden so as to avoid asphalt carbonization, deterioration and invalidation;
s66 the thickness of hot asphalt sand is 1.25-1.30 times of the compacted thickness under normal conditions, the same asphalt sand is constructed once without leaving construction joints, the gaps between blocks of an asphalt sand insulating layer are about 10-20 mm, the asphalt sand is separated by wood boards, the wood boards are drawn out after the asphalt sand is baked flat and cooled and filled with hot asphalt, the asphalt sand is generally constructed when the temperature is not lower than 140 ℃, and heating equipment can be used for paving the asphalt sand;
s7 foundation settlement test and rework:
s71, after the whole construction of the storage tank is finished, foundation constructors and tank constructors perform foundation settlement tests together, before the foundation construction, at least two leveling points need to be established outside the tank area, after the foundation construction, the original elevation of each settlement observation point is measured and marked;
s72, setting a settlement observation point every 10m around the ring wall, wherein the observation points are uniformly arranged, embedded parts on the ring wall and a storage tank bottom plate are for settlement observation, a vertical scale is required to be placed, the surface processing precision is 25 √ and anti-rust measures are taken, the observation must be carried out at any time in the storage tank construction, records are made during the observation, the abnormity can be timely processed by a design unit when found out, the settlement difference in every 10m length cannot be more than 25mm in the circumferential direction of the tank wall, the settlement difference in any direction cannot be more than 0.006D, D is the diameter of the storage tank, and the point-by-point observation is carried out before the tank wall is welded and after the test water settlement is stable;
s73, when the storage tank is irrigated, the water filling speed is less than 0.6m/d, the water filling height is not more than 1/5 tank height and not more than 2.5m each time, the settlement observation of the foundation is carried out periodically, the next water filling can be carried out after the settlement reaches the stable control standard and the settlement speed is not more than 5mm/d, the uneven settlement amount of the foundation is less than the standard requirement in the whole process of water filling and foundation preloading, and the water filling speed is slowed down when the water filling height is close to 75% of the highest operation liquid level;
s74, after water filling and pre-pressing are completed on the basis of the storage tank, discharging water and organizing personnel to discharge, wherein the water discharging is not less than 2m every day, the water discharging is continued after the water stops for one day every time, and basic rebound data are measured in the water discharging process;
s75, making settlement observation records in the water testing process, connecting other pipelines except the water inlet pipe and the hose in the water testing process after the water testing is finished, and constructing the operation platform before the tank after the water filling and pre-pressing of the storage tank are finished.
2. The method for constructing the foundation of the vertical cylindrical steel storage tank as claimed in claim 1, wherein the step S31 of casting the reinforced concrete surrounding wall is performed using C30 concrete; HRB300 and HRB400 steel bars, the thickness of the steel bar protective layer is 40mm, and the annular stress steel bar joints of the annular wall are connected by welding.
3. The method for constructing the foundation of the vertical cylindrical steel storage tank as claimed in claim 1, wherein the asphalt sand in the step S61 is composed of cement asphalt, filler stone powder and aggregate engineering sand.
4. The construction method of the vertical cylindrical steel storage tank foundation as claimed in claim 1, wherein the construction method satisfies safety management measures, safety construction measures and environmental protection measures.
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| JP2010281181A (en) * | 2009-06-08 | 2010-12-16 | Nippon Steel Corp | Foundation structure of cylindrical storage tank |
| CN203487565U (en) * | 2013-06-06 | 2014-03-19 | 中国中化股份有限公司 | Sparse-pile strong-net foundation leveling system for steel storage tank foundation |
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| CN110761316A (en) * | 2019-04-30 | 2020-02-07 | 中国石油工程建设有限公司华北分公司 | Prefabricated foundation ring beam prefabricating method and storage tank construction method applying prefabricated foundation ring beam prefabricating method |
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2022
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| JP2010281181A (en) * | 2009-06-08 | 2010-12-16 | Nippon Steel Corp | Foundation structure of cylindrical storage tank |
| CN203487565U (en) * | 2013-06-06 | 2014-03-19 | 中国中化股份有限公司 | Sparse-pile strong-net foundation leveling system for steel storage tank foundation |
| CN106285135A (en) * | 2016-08-09 | 2017-01-04 | 中化（舟山）兴海建设有限公司 | A kind of method that Machine-made Sand is used for petrochemical industry storage tank cushion cap sand bedding course |
| CN110761316A (en) * | 2019-04-30 | 2020-02-07 | 中国石油工程建设有限公司华北分公司 | Prefabricated foundation ring beam prefabricating method and storage tank construction method applying prefabricated foundation ring beam prefabricating method |
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Application publication date: 20220923 |