CN203487565U - Sparse-pile strong-net foundation leveling system for steel storage tank foundation - Google Patents
Sparse-pile strong-net foundation leveling system for steel storage tank foundation Download PDFInfo
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- CN203487565U CN203487565U CN201320323667.6U CN201320323667U CN203487565U CN 203487565 U CN203487565 U CN 203487565U CN 201320323667 U CN201320323667 U CN 201320323667U CN 203487565 U CN203487565 U CN 203487565U
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Abstract
A sparse-pile strong-net foundation leveling system for a steel storage tank foundation comprises a plurality of pile foundations and a flexible cushion platform which are installed in a circular area on a soft earth foundation, wherein the area is divided into an external circular supporting area and an internal circular reinforcing area, the pile foundations are thick and short and divided into supporting piles and reinforced piles, big and thick rigid pile caps are disposed on the top of the pipe foundations, the supporting piles and the reinforced piles are respectively embedded into the soft earth foundation of the external circular supporting area and the internal circular reinforcing area completely, the piles have big spacing and are namely the sparse piles, top faces of the pile caps are flush, the flexible cushion platform is a multi-layer strong-net gravel composite cushion layer, the lower surface thereof is connected to the top faces of the pile caps and the foundation earth among the pile caps by sliding and all the above articles cover the area, and a storage tank foundation ring wall and the steel storage tank are constructed on the upper surface of the flexible cushion platform. The system is applicable to being installed in the soft earth foundation and can realize differential settlement control of the steel storage tank foundation and foundation leveling. In the system, the pile foundations are thick and short and have a small number, so construction is easy, constriction period is short, construction price is low and shock resistance is good.
Description
Technical field
The utility model relates to a kind of thin stake strength entoilage base leveling system for steel storage tank basis, exactly, relate to a kind of thin stake strength entoilage base leveling system for the steel storage tank basis on soft foundation, belong to the technical field on the extraordinary basis of petrochemical industry steel storage tank.
Background technology
Steel storage tank for petrochemical industry, it is the key technical problem in steel storage tank infrastructure that its basic relative settlement is controlled, the relative settlement on basis is inhomogeneous, may cause steel storage tank tank skin torsional deformation, affects the normal use of storage tank and the safety of reservoir area facility.Steel storage tank foundation main will comprise two kinds of He Zhuan raft foundations, wall foundation of ring pattern.
Ring wall foundation is flexible foundation, the sand cushion that comprises basic ringwall and ringwall inside, be applicable to the place that bearing capacity of foundation soil and foundation deformation meet top steel storage tank instructions for use, formation condition is even, calculated settlement amount is little, meets the requirement of plane inclination, non-planar inclination and the tank base cone face gradient of standard.But this kind of base application, when soft foundation, often causes the relative settlement on steel storage tank basis excessive, there is Tank tilting, tank skin torsional deformation, inner floating roof formula steel storage tank there will be floating roof to get stuck, and cannot normally use, and even jeopardizes the safety of reservoir area facility.
In background technology, there is a kind of raft foundation, be suitable for adopting when steel storage tank is built on soft foundation.This basic technical characterictic can be summed up as following some: 1, this basis comprises many piles base and raft plate; 2, this basis is arranged in a border circular areas in soft foundation place, and the mode that pile foundation is evenly arranged with full hall is implanted in the soft foundation of border circular areas; 3, stake footpath children is thin; 4, pile spacing is less, is generally 3～5 times an of footpath; 5, the length of pile foundation is large; 6, raft plate is made by steel concrete; 7, the thickness of raft plate is large; 8, the stake top of all pile foundations enters the inside of raft plate completely, and raft plate is fixedly connected with all pile foundations by the stake top of steel concrete and all pile foundations; 9, tank foundation ringwall and steel storage tank are built on the upper surface of raft plate.The root of pile foundation passes through Soft Soil Layer, enter the bearing stratum of deep layer, the raft plate of the pile foundation being evenly arranged by full hall and stake top steel concrete, the whole load of tank foundation ringwall and steel storage tank passes through soft foundation, be passed in bearing stratum, by bearing stratum, carried completely, guarantee that the relative settlement on steel storage tank basis is decreased to minimum degree, thereby realize the object of steel storage tank uniform settlement and basic leveling.This solution, the pure piling strtucture that places one's entire reliance upon, stake footpath children is thin, and pile spacing is less, pile foundation number is many, and difficulty of construction is large, long in time limit, adds that the thickness of raft plate is large, steel concrete consumption is large, and these weak points are combined, and the solution of background technology is involved great expense.Other shortcoming is that raft plate and all pile foundations form a firm integral body, during earthquake, the horizontal movement on ground makes such structure in junction, ground, subject to destroy, and causes top oil tank to occur integral inclination, inhomogeneous deformation, even collapse, anti-seismic performance is poor.
Summary of the invention
For reducing the inclination and distortion on sea reclamation steel storage tank basis and solving the problems such as the pile foundation number existing in the steel storage tank infrastructure of background technology is many, difficulty of construction is large, long in time limit, cost is high, shock resistance is poor, the purpose of this utility model is to release a kind of thin stake strength entoilage base leveling system for steel storage tank basis.This system is suitable for being arranged in soft foundation, and can realize steel storage tank differential settlement and control and ground leveling, pile foundation tubbiness, pile foundation number is few, and difficulty of construction is little, and the duration is short, and cost is low, and shock resistance is good.
For achieving the above object, the present invention adopts following technical scheme.Now explanation in detail by reference to the accompanying drawings.This scheme be take stake raft foundation as prototype, revises and optimizes its structure.A kind of thin stake strength entoilage base leveling system for steel storage tank basis, comprise many piles base and flexible cushion platform 104, be arranged in the border circular areas in place of soft foundation 110, it is characterized in that, described region is divided in outer shroud Support 102 and ring strengthens district 103, pile foundation tubbiness, pile foundation is divided into supporting pile 105 and strengthens stake 108, supporting pile pile cover 106 is arranged at supporting pile 105 tops, strengthen stake 108 tops and have the stake of reinforcement pile cover 109, all pile covers are large and thick rigidity pile cover, supporting pile 105 and strengthen stake 108 respectively full hall evenly implant in outer shroud Support 102 and ring and strengthen in the soft foundation 110 in district 103, pile spacing is large, dredge stake, the end face of supporting pile pile cover 106 is concordant with the end face of strengthening stake pile cover 109, flexible cushion platform 104 is rounded, for multilayer strength net rubble composite cushion, cover on described region, end face and the formation of foundation soil face therebetween of the end face of the soffit of flexible cushion platform 104 and supporting pile pile cover 106 and reinforcement stake pile cover 109 are slidably connected, as the level of described leveling system to vertically to the transmission platform of load, tank foundation ringwall 101 and steel storage tank 100 are built on the upper surface of flexible cushion platform 104.
The technical solution of the utility model is further characterized in that, the diameter d of described border circular areas
0between 55m～100m, the Surface mulch of soft foundation 110 have a layer thickness between 5m～10m and characteristic value of foundation bearing capacity the crust layer between 220kPa～300kPa, outer shroud Support 102 is positioned at the edge in described region, in ring, strengthen the inner side that district 103 is positioned at outer shroud Support 102, the diameter d of supporting pile 105
1between 800mm～1600mm, the length of supporting pile 105 is between 20m～50m, and supporting pile 105 is a kind of in deposited reinforced concrete pile, plain concrete castinplace pile, precast square pile and high-strength Prestressed Pipe Pile, strengthens the diameter d of stake 108
2between 600mm～1200mm, strengthen the length of stake 108 between 18m～42m, strengthen stake 108 and be a kind of in plain concrete castinplace pile, grouting pile, high-pressure rotary jet grouting pile, agitation pile and Concrete Core Mixing Pile, the pile spacing of supporting pile 105 is 5d
1～6d
1, the pile spacing of strengthening stake 108 is 5d
2～6d
2the making material of supporting pile pile cover 106 and reinforcement stake pile cover 109 is steel concrete, supporting pile pile cover 106 is a kind of in the combination of cylinder and cylinder and inverted cone stage body, and when supporting pile pile cover 106 is cylinder, the diameter of cylindrical end face is between 3d
1～5d
1, be highly the thickness of supporting pile pile cover 106 between 0.5m～1.5m, when supporting pile pile cover 106 is the combination of cylinder and inverted cone stage body, the diameter of cylindrical end face is between 3d
1～5d
1, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
1～5d
1and 1d
1the height of cylinder and inverted cone stage body is respectively 0.2m～0.6m and 0.3m～0.9m, be that the thickness of supporting pile pile cover 106 is between 0.5m～1.5m, strengthen a kind of in combination that stake pile cover 109 is cylinder and cylinder and inverted cone stage body, when a reinforcement stake pile cover 109 is cylinder, the diameter of cylindrical end face is between 3d
2～5d
2, height, between 0.5m～1.5m, is strengthened the thickness of stake pile cover 109 between 0.5m～1.5m, and when a reinforcement stake pile cover 109 is the combination of cylinder and inverted cone stage body, the diameter of cylindrical end face is between 3d
2～5d
2, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
2～5d
2and 1d
2, the height of cylinder and inverted cone stage body is respectively 0.2m～0.6m and 0.3m～0.9m, strengthens the thickness of stake pile cover 109 between 0.5m～1.5m, and diameter and the thickness of flexible cushion platform 104 are respectively 1.03d
0～1.05d
0and 0.5m～1.5m, described multilayer strength net rubble composite cushion is formed by staggered the coinciding of strength net hardcore bed, the continuous grading of described rubble is 5mm～40mm, in described multilayer strength net rubble composite cushion, every 15cm～25cm, lay one deck strength net, described strength net is a kind of in the geotechnological band of the geo-grid, earthwork grid and the bidirectional arrangements that have stretch-draw prestressing force, and the tension deformation amount of described stretch-draw prestressing force is between 0.45%～0.55%.
The technical solution of the utility model is further characterized in that, supporting pile 105 is deposited reinforced concrete piles, and strengthening stake 108 is plain concrete castinplace piles.
The technical solution of the utility model is further characterized in that, the full hall of supporting pile 105 is evenly arranged: single circular pattern, the full hall of strengthening stake 108 is evenly arranged: equidistant square mode.
The technical solution of the utility model is further characterized in that, supporting pile pile cover 106 and to strengthen a stake pile cover 109 are combinations of cylinder and inverted cone stage body.
The technical solution of the utility model is further characterized in that, supporting pile pile cover 106 is combinations of cylinder and inverted cone stage body, and strengthening a stake pile cover 109 is cylinders.
The technical solution of the utility model is further characterized in that, supporting pile pile cover 106 is cylinders, and strengthening a stake pile cover 109 is combinations of cylinder and inverted cone stage body.
The technical solution of the utility model is further characterized in that, supporting pile pile cover 106 and to strengthen a stake pile cover 109 are cylinders.
Technical scheme of the present invention is further characterized in that, described strength net is the geo-grid that has stretch-draw prestressing force.
The technical solution of the utility model is further characterized in that, described strength net is the earthwork grid that has stretch-draw prestressing force.
The technical solution of the utility model is further characterized in that, described strength net is the geotechnological band that has the bidirectional arrangements of stretch-draw prestressing force.
In the utility model, tank foundation ringwall 101 and steel storage tank 100 are loads of described leveling system, are added on flexible cushion platform 104.Flexible cushion platform 104 utilizes the mutual interlock action of rubble and strength net, form the load transmission platform with leap and linkage effects, by most of vertical load Transmit evenly to supporting pile 105 with strengthen the pile cover end face at stake 108 tops, by small part load Transmit evenly to the foundation soil between pile cover.On soft foundation 110, cover crust layer and supporting pile 105, strengthen the load of leveling system described in stake 108 shareds.Therefore, described leveling system utilize soft foundation 110 on cover crust layer rigidity and tubbiness pile foundation bear load, rather than utilize rigidity and the elongated pile foundation of the bearing stratum of soft foundation 110 to bear load, the pile foundation number of guaranteeing described leveling system is few, difficulty of construction is little, and the duration is short, and cost is low.
The bearing capacity of implanting the pile foundation of soft foundation 110 is mainly determined by bearing capacity of pile tip, and square being directly proportional of bearing capacity of pile tip and Pile Diameter, select large diameter pile, significantly improve the supporting capacity of single pile, pile body self has higher rigidity, self compressive strain is little, simultaneously, stake end is positioned at the power of holding stratum relatively preferably, can there is not excessive sedimentation, therefore the settling amount of pile foundation itself can be controlled in the scope of regulation, there will not be relative settlement excessive, that steel storage tank is had a negative impact.
Pile foundation interacts by friction and the foundation soil of its side surface and foundation soil, reaches the harmonious of pile foundation and foundation soil distortion.The side surface area of pile foundation is directly proportional to the diameter of pile foundation, diameter is larger, and the compatible deformation performance of pile foundation and foundation soil is better, and pile foundation and foundation soil acting in conjunction are more remarkable, make soft foundation 110 on cover crust layer rigidity and significantly improve, thereby significantly improve globality and the uniformity of ground.That is to say, implant the large diameter supporting pile 105 of soft foundation 110 and strengthen the integral rigidity that stake 108 has directly improved soft foundation 110, simultaneously these large diameter pile foundations with on cover crust layer synergy, improved the overall space rigidity of soft foundation 110.On supporting pile 105, reinforcement stake 108, supporting pile pile cover 106, reinforcement stake pile cover 109 and flexible cushion platform 104 and soft foundation 110, cover crust layer and jointly form compatibility of deformation, coefficient composite bearing body, therefore, the load of described leveling system pass through enhancing on while covering crust layer, can spread, significantly reduced the component that load is passed to Soft Soil Layer, settling amount and the relative settlement of Soft Soil Layer are well controlled, and guarantee that large sedimentation and relative settlement do not occur tank base integral body.To sum up, described leveling system can realize the control of steel storage tank differential settlement and ground leveling.
Flexible cushion platform 104 is slidably connected with the end face of all pile covers and being connected to of foundation soil face therebetween, and the maximum horizontal that the former can act on the latter is not more than the quiet frictional force of the maximum being stored between the two to power.The level that maximum quiet frictional force produces than earthquake is much smaller to power.During earthquake, all pile foundations can be made horizontal direction with ground and acutely rock, the horizontal force transmitting to flexible cushion platform 104 by end face due to all pile foundations is not more than maximum quiet frictional force, under the effect of this power, flexible cushion platform 104 and on tank foundation ringwall 101 and 100 of steel storage tanks can make horizontal direction thereupon and vibrate by a small margin, cause described leveling system integral inclination can not occur or cave in.To sum up, described leveling system shock resistance is good.
Compare with background technology, the utility model has following advantage and good effect:
1, pile foundation tubbiness, pile foundation number is few, and difficulty of construction is little, and the duration is short, and cost is low.
2, settlement Control and ground leveling performance are good.Bulk settling and the relative settlement on steel storage tank basis can be controlled, the leveling on steel storage tank basis can be realized.
3, shock resistance is good.During earthquake, flexible cushion platform and on tank foundation ringwall and steel storage tank can not make horizontal direction with ground and acutely rock, only can make horizontal direction thereupon and vibrate by a small margin, cause described leveling system integral inclination can not occur or cave in.
Accompanying drawing explanation
Fig. 1 is the structural representation of ground leveling system of the present utility model, in figure, and the 100th, steel storage tank, the 101st, tank foundation ringwall, the 102nd, outer shroud Support, the 103rd, in ring, strengthen district, the 104th, flexible cushion platform, the 105th, supporting pile, the 106th, supporting pile pile cover, the 108th, strengthen stake, the 109th, strengthen stake pile cover, the 110th, soft foundation, ground leveling system of the present utility model is shown in the below of X-X line, and Y-Y represents that there is cross section at this place.
Fig. 2 is the cross sectional representation at Y-Y place in Fig. 1.
Fig. 3 A, Fig. 3 C are the top views of supporting pile 105, Fig. 3 B, Fig. 3 D are the front views of supporting pile 105, and Fig. 3 A and Fig. 3 B illustrate, and the shape of supporting pile pile cover 106 is combinations of cylinder and inverted cone stage body, Fig. 3 C and Fig. 3 D illustrate, and the shape of supporting pile pile cover 106 is cylinders.
Fig. 4 A, Fig. 4 C are the top views of strengthening stake 108, Fig. 4 B, Fig. 4 D are the front views of strengthening stake 108, and Fig. 4 A and Fig. 4 B illustrate, and the shape of strengthening stake pile cover 109 is the combination of cylinder and inverted cone stage body, Fig. 4 C and Fig. 4 D illustrate, and the shape of strengthening stake pile cover 109 is cylinder.
The specific embodiment
Now in conjunction with the accompanying drawings and embodiments, further illustrate the technical solution of the utility model.In view of all embodiment have " summary of the invention " described identical structure of ground leveling system with above, for making style of writing succinct, in each embodiment of description, only enumerate crucial technical data separately.
The ground leveling system of controlling for relative settlement that embodiment 1-1 prepares for the crude oil steel storage tank that construction reserves are 15 ten thousand steres
Described crude oil steel storage tank is intended being built on the place of soft foundation, and it is the crust layer that 10m, characteristic value of foundation bearing capacity are 280kPa that the Surface mulch of described soft foundation 110 has a layer thickness;
Described leveling system is arranged in a border circular areas in described soft foundation place, the diameter d in described region
0for 96m;
Supporting pile 105 is deposited reinforced concrete piles;
The diameter d of supporting pile 105
1for 1600mm;
The length of supporting pile 105 is 50m;
The full hall of supporting pile 105 is evenly arranged: single circular pattern, the pile spacing of supporting pile 105 is 6d
1, i.e. 1600mm * 6=9.6m;
Supporting pile pile cover 106 is combinations of cylinder and inverted cone stage body, and cylindrical end face diameter is 5d
1, i.e. 1600mm * 5=8.0m, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 5d
1and 1d
1, i.e. 1600mm * 5=8.0m and 1600mm * 1=1.6m, the height of cylinder and inverted cone stage body is respectively 0.6m and 0.9m, and the thickness of supporting pile pile cover 106 is 1.5m;
Strengthen the diameter d of stake 108
2for 1200mm;
Strengthening the stake of stake 108 long is 42m;
The full hall of strengthening stake 108 is evenly arranged: equidistant square mode, the pile spacing of strengthening stake 108 is 6d
2, i.e. 1200mm * 6=7.2m;
Strengthening stake pile cover 109 is combinations of cylinder and inverted cone stage body, and the diameter of cylindrical end face is 5d
2, i.e. 1200mm * 5=4.8m, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 5d
2and 1d
2, i.e. 1200mm * 5=4.8m and 1200mm * 1=1.2m, the height of cylinder and inverted cone stage body is respectively 0.6m and 0.9m, and the thickness of strengthening stake pile cover 109 is 1.5m;
The diameter of flexible cushion platform 104 and thickness are respectively 100m and 1.5m;
In described multilayer strength net rubble composite cushion, every 25cm, lay one deck strength net, described strength net is the geo-grid that has stretch-draw prestressing force, and the tension deformation amount of described stretch-draw prestressing force is 0.55%.
Supporting pile 105 is gone back plain concrete castinplace pile, precast square pile or high-strength Prestressed Pipe Pile, strengthen stake 108 and go back grouting pile, high-pressure rotary jet grouting pile, agitation pile or Concrete Core Mixing Pile, described strength net also has the earthwork grid of stretch-draw prestressing force or the geotechnological band of bidirectional arrangements.
The present embodiment tries water monitoring through storage tank, ringwall basis maximum settlement amount 60mm, and in relative settlement 20mm, tank base integral inclination, non-planar inclination and the tank base cone face gradient etc. all meet design requirement.Compare with background technology, the present embodiment is saved engineering construction investment 25%, saves the duration 35%.
Embodiment 1-2 the present embodiment is except following technical data is different from embodiment 1-1, and remainder is identical with embodiment 1-1.
Strengthening stake pile cover 109 is cylinders, and the diameter of cylindrical end face is 5d
2, i.e. 1200mm * 5=6.0m, thickness is 1.5m.
Embodiment 1-3 the present embodiment is except following technical data is different from embodiment 1-1, and remainder is identical with embodiment 1-1.
Supporting pile pile cover 106 is cylinders, and the diameter of cylindrical end face is 5d
1, i.e. 1600mm * 5=8.0m, thickness is 1.5m.
Embodiment 1-4 the present embodiment is except following technical data is different from embodiment 1-1, and remainder is identical with embodiment 1-1.
Supporting pile pile cover 106 is cylinders, and the diameter of cylindrical end face is 5d
1, i.e. 1600mm * 5=8.0m, thickness is 1.5m;
Strengthening stake pile cover 109 is cylinders, and the diameter of cylindrical end face is 5d
2, i.e. 1200mm * 5=6.0m, thickness is 1.5m.
The ground leveling system of controlling for relative settlement that embodiment 2-1 prepares for the crude oil steel storage tank that construction reserves are 10 ten thousand steres
Described crude oil steel storage tank is intended being built on the place of soft foundation, and it is the crust layer that 8m, characteristic value of foundation bearing capacity are 255kPa that the Surface mulch of described soft foundation 110 has a layer thickness;
Described leveling system is arranged in a border circular areas in described soft foundation place, the diameter d in described region
0for 80m;
Supporting pile 105 is deposited reinforced concrete piles;
The diameter d of supporting pile 105
1for 1200mm;
Supporting pile 105 stake long be 40m;
The full hall of supporting pile 105 is evenly arranged: single circular pattern, the pile spacing of supporting pile 105 is 5.5d
1, i.e. 1200mm * 5.5=6.6m;
Supporting pile pile cover 106 is combinations of cylinder and inverted cone stage body, and cylindrical diameter is 4d
1, i.e. 1200mm * 4=4.8m, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 4d
1and 1d
1, i.e. 1200mm * 4=4.8m and 1200mm * 1=1.2m, the height of cylinder and inverted cone stage body is respectively 0.4m and 0.6m, and the thickness of supporting pile pile cover 106 is 1m;
Strengthen the diameter d of stake 108
2for 800mm;
Strengthening the stake of stake 108 long is 25m;
The full hall of strengthening stake 108 is evenly arranged: equidistant square mode, the pile spacing of strengthening stake 108 is 5.5d
2, i.e. 800mm * 5.5=4.4m;
Strengthening stake pile cover 109 is combinations of cylinder and inverted cone stage body, and cylindrical diameter is 4d
1, i.e. 800mm * 4=3.2m, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 4d
1and 1d
1, i.e. 800mm * 4=3.2m and 800mm * 1=0.8m, the height of cylinder and inverted cone stage body is respectively 0.4m and 0.6m, and the thickness of supporting pile pile cover 106 is 1m;
The diameter of flexible cushion platform 104 and thickness are respectively 83m and 1.0m;
In described multilayer strength net rubble composite cushion, every 20cm, lay one deck strength net, described strength net is the geo-grid that has stretch-draw prestressing force, and the tension deformation amount of described stretch-draw prestressing force is 0.50%.
Supporting pile 105 is gone back plain concrete castinplace pile, precast square pile or high-strength Prestressed Pipe Pile, strengthen stake 108 and go back grouting pile, high-pressure rotary jet grouting pile, agitation pile or Concrete Core Mixing Pile, described strength net also has the earthwork grid of stretch-draw prestressing force or the geotechnological band of bidirectional arrangements.
The present embodiment tries water monitoring through storage tank, ringwall basis maximum settlement amount 40mm, and in relative settlement 10mm, tank base integral inclination, non-planar inclination and the tank base cone face gradient etc. all meet design requirement.Compare with background technology, the present embodiment is saved engineering construction investment 50%, saves the duration 60%.
Embodiment 2-2 the present embodiment is except following technical data is different from embodiment 2-1, and remainder is identical with embodiment 2-1.
Strengthening stake pile cover 109 is cylinders, and the diameter of cylindrical end face is 4d
2, i.e. 800mm * 4=3.2m, thickness is 1.0m.
Embodiment 2-3 the present embodiment is except following technical data is different from embodiment 2-1, and remainder is identical with embodiment 2-1.
Supporting pile pile cover 106 is cylinders, and the diameter of cylindrical end face is 4d
1, i.e. 1200mm * 4=4.8m, thickness is 1m.
Embodiment 2-4 the present embodiment is except following technical data is different from embodiment 2-1, and remainder is identical with embodiment 2-1.
Supporting pile pile cover 106 is cylinders, and the diameter of cylindrical end face is 4d
1, i.e. 1200mm * 4=4.8m, thickness is 1m;
Strengthening stake pile cover 109 is cylinders, and the diameter of cylindrical end face is 4d
2, i.e. 800mm * 4=3.2m, thickness is 1m.
The ground leveling system of controlling for relative settlement that embodiment 3-1 prepares for the product oil steel storage tank that construction reserves are 5 ten thousand steres
Described crude oil steel storage tank is intended being built on the place of soft foundation, and it is the crust layer that 5m, characteristic value of foundation bearing capacity are 240kPa that the Surface mulch of described soft foundation 110 has a layer thickness;
Described leveling system is arranged in a border circular areas in described soft foundation place, the diameter d in described region
0for 60m;
Supporting pile 105 is deposited reinforced concrete piles;
The diameter d of supporting pile 105
1for 800mm;
The length of supporting pile 105 is 20m;
The full hall of supporting pile 105 is evenly arranged: single circular pattern, the pile spacing of supporting pile 105 is 5d
1, i.e. 800mm * 5=4.0m;
Supporting pile pile cover 106 is combinations of cylinder and inverted cone stage body, and cylindrical diameter is 3d
1, i.e. 800mm * 3=2.4m, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
1and 1d
1, i.e. 800mm * 3=2.4m and 800mm * 1=0.8m, the height of cylinder and inverted cone stage body is respectively 0.2m and 0.3m, and the thickness of supporting pile pile cover 106 is 0.5m;
Strengthen the diameter d of stake 108
2for 600mm;
The length of strengthening stake 108 is 18m;
The full hall of strengthening stake 108 is evenly arranged: equidistant square mode, the pile spacing of strengthening stake 108 is 5d
2, i.e. 600mm * 5=3.0m;
Strengthening stake pile cover 109 is combinations of cylinder and inverted cone stage body, and cylindrical diameter is 3d
1, i.e. 600mm * 3=1.8m, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
1and 1d
1, i.e. 600mm * 3=1.8m and 600mm * 1=0.6m, the height of cylinder and inverted cone stage body is respectively 0.2m and 0.3m, and the thickness of supporting pile pile cover 106 is 0.5m;
The diameter of flexible cushion platform 104 and thickness are respectively 62m and 0.5m;
In described multilayer strength net rubble composite cushion, every 15cm, lay one deck strength net, described strength net is the geo-grid that has stretch-draw prestressing force, and the tension deformation amount of described stretch-draw prestressing force is 0.45%.
Supporting pile 105 is gone back plain concrete castinplace pile, precast square pile or high-strength Prestressed Pipe Pile, strengthen stake 108 and go back grouting pile, high-pressure rotary jet grouting pile, agitation pile or Concrete Core Mixing Pile, described strength net also has the earthwork grid of stretch-draw prestressing force or the geotechnological band of bidirectional arrangements.
The present embodiment tries water monitoring through storage tank, ringwall basis maximum settlement amount 25mm, and relative settlement is less than 10mm, and tank base integral inclination, non-planar inclination and the tank base cone face gradient etc. all meet design requirement.Compare with background technology, the present embodiment is saved engineering construction investment 40%, saves the duration 50%.
Embodiment 3-2 the present embodiment is except following technical data is different from embodiment 3-1, and remainder is identical with embodiment 3-1.
Strengthening stake pile cover 109 is cylinders, and the diameter of cylindrical end face is 3d
2, i.e. 600mm * 3=1.8m, thickness is 0.5m.
Embodiment 3-3 the present embodiment is except following technical data is different from embodiment 3-1, and remainder is identical with embodiment 3-1.
Supporting pile pile cover 106 is cylinders, and the diameter of cylindrical end face is 3d
1, i.e. 800mm * 3=2.4m, thickness is 0.5m.
Embodiment 3-4 the present embodiment is except following technical data is different from embodiment 3-1, and remainder is identical with embodiment 3-1.
Supporting pile pile cover 106 is cylinders, and the diameter of cylindrical end face is 3d
1, i.e. 800mm * 3=2.4m, thickness is 0.5m;
Strengthening stake pile cover 109 is cylinders, and the diameter of cylindrical end face is 3d
2, i.e. 600mm * 3=1.8m, thickness is 0.5m.
Claims (13)
1. the thin stake strength entoilage base leveling system for steel storage tank basis, comprise many piles base and flexible cushion platform (104), be arranged in the border circular areas in place of soft foundation (110), it is characterized in that, described region is divided in outer shroud Support (102) and ring strengthens district (103), pile foundation is divided into supporting pile (105) and strengthens stake (108), supporting pile pile cover (106) is arranged at supporting pile (105) top, strengthen stake (108) top and have the stake of reinforcement pile cover (109), all pile covers are rigidity pile cover, supporting pile (105) and strengthen stake (108) respectively full hall evenly implant in the soft foundation (110) in reinforcement district (103) in outer shroud Support (102) and ring, the end face of supporting pile pile cover (106) is concordant with the end face of strengthening stake pile cover (109), flexible cushion platform (104) is rounded, for multilayer strength net rubble composite cushion, cover on described region, the end face of the end face of the soffit of flexible cushion platform (104) and supporting pile pile cover (106) and reinforcement stake pile cover (109) and the formation of foundation soil face are therebetween slidably connected, tank foundation ringwall (101) and steel storage tank (100) are built on the upper surface of flexible cushion platform (104).
2. ground leveling system according to claim 1, it is characterized in that, the diameter d 0 of described border circular areas is between 55m～100m, the Surface mulch of described soft foundation (110) have a layer thickness between 5m～10m, characteristic value of foundation bearing capacity the crust layer between 220kPa～300kPa, outer shroud Support (102) is positioned at the edge in described region, in ring, strengthen the inner side that district (103) is positioned at outer shroud Support (102), the diameter d of supporting pile (105)
1between 800mm～1600mm, the length of supporting pile (105) is between 20m～50m, and supporting pile (105) is a kind of in deposited reinforced concrete pile, plain concrete castinplace pile, precast square pile and high-strength Prestressed Pipe Pile, strengthens the diameter d of stake (108)
2between 600mm～1200mm, strengthen the length of stake (108) between 18m～42m, strengthen stake (108) and be a kind of in plain concrete castinplace pile, grouting pile, high-pressure rotary jet grouting pile, agitation pile and Concrete Core Mixing Pile, the pile spacing of supporting pile (105) is 5d
1～6d
1, the pile spacing of strengthening stake (108) is 5d
2～6d
2a making material for supporting pile pile cover (106) and reinforcement stake pile cover (109) is steel concrete, supporting pile pile cover (106) is a kind of in the combination of cylinder and cylinder and inverted cone stage body, and when supporting pile pile cover (106) is cylinder, the diameter of cylindrical end face is between 3d
1～5d
1height is between 0.5m～1.5m, and the thickness of supporting pile pile cover (106) is 0.5m～1.5m, when supporting pile pile cover (106) is the combination of cylinder and inverted cone stage body, the diameter of cylindrical end face is between 3d1～5d1, and the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
1～5d
1and 1d
1the height of cylinder and inverted cone stage body is respectively 0.2m～0.6m and 0.3m～0.9m, the thickness that is supporting pile pile cover (106) is 0.5m～1.5m, strengthen a kind of in combination that stake pile cover (109) is cylinder and cylinder and inverted cone stage body, when a reinforcement stake pile cover (109) is cylinder, the diameter of cylindrical end face is between 3d
2～5d
2, height is between 0.5m～1.5m, and the thickness of strengthening stake pile cover (109) is 0.5m～1.5m, and when a reinforcement stake pile cover (109) is the combination of cylinder and inverted cone stage body, the diameter of cylindrical end face is between 3d
2～5d
2, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
2～5d
2and 1d
2, the height of cylinder and inverted cone stage body is respectively 0.2m～0.6m and 0.3m～0.9m, and the thickness of strengthening stake pile cover (109) is 0.5m～1.5m, and diameter and the thickness of flexible cushion platform (104) are respectively 1.03d
0～1.05d
0and 0.5m～1.5m, described multilayer strength net rubble composite cushion is formed by staggered the coinciding of strength net hardcore bed, the continuous grading of described rubble is 5mm～40mm, in described multilayer strength net rubble composite cushion, every 15cm～25cm, lay one deck strength net, described strength net is a kind of in the geotechnological band of the geo-grid, earthwork grid and the bidirectional arrangements that have stretch-draw prestressing force, and the tension deformation amount of described stretch-draw prestressing force is between 0.45%～0.55%.
3. ground leveling system according to claim 1 and 2, is characterized in that, supporting pile (105) is deposited reinforced concrete pile, and strengthening stake (108) is plain concrete castinplace pile.
4. ground leveling system according to claim 1 and 2, is characterized in that, the full hall of supporting pile (105) is evenly arranged: single circular pattern, the full hall of strengthening stake (108) is evenly arranged: equidistant square mode.
5. ground leveling system according to claim 1 and 2, is characterized in that, supporting pile pile cover (106) is the combination of cylinder and inverted cone stage body, and the diameter of cylindrical end face is between 3d
1～5d
1, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
1～5d
1and 1d
1the height of cylinder and inverted cone stage body is respectively 0.2m～0.6m and 0.3m～0.9m, the thickness that is supporting pile pile cover (106) is 0.5m～1.5m, and strengthening stake pile cover (109) is the combination of cylinder and inverted cone stage body, and the diameter of cylindrical end face is between 3d
2～5d
2, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
2～5d
2and 1d
2, the height of cylinder and inverted cone stage body is respectively 0.2m～0.6m and 0.3m～0.9m, and the thickness of strengthening stake pile cover (109) is 0.5m～1.5m.
6. ground leveling system according to claim 1 and 2, is characterized in that, supporting pile pile cover (106) is the combination of cylinder and inverted cone stage body, and the diameter of cylindrical end face is between 3d
1～5d
1, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
1～5d
1and 1d
1, the height of cylinder and inverted cone stage body is respectively 0.2m～0.6m and 0.3m～0.9m, and the thickness of supporting pile pile cover (106) is 0.5m～1.5m, and strengthening stake pile cover (109) is cylinder, and the diameter of cylindrical end face is between 3d
2～5d
2, height is between 0.5m～1.5m, and the thickness of strengthening stake pile cover (109) is 0.5m～1.5m.
7. ground leveling system according to claim 1 and 2, is characterized in that, supporting pile pile cover (106) is cylinder, and the diameter of cylindrical end face is between 3d
1～5d
1, height is between 0.5m～1.5m, and the thickness of supporting pile pile cover (106) is 0.5m～1.5m, and strengthening stake pile cover (109) is the combination of cylinder and inverted cone stage body, and the diameter of cylindrical end face is between 3d
2～5d
2, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
2～5d
2and 1d
2, the height of cylinder and inverted cone stage body is respectively 0.2m～0.6m and 0.3m～0.9m, and the thickness of strengthening stake pile cover (109) is 0.5m～1.5m.
8. ground leveling system according to claim 1 and 2, is characterized in that, supporting pile pile cover (106) is cylinder, and the diameter of cylindrical end face is between 3d
1～5d
1, height is between 0.5m～1.5m, and the thickness of supporting pile pile cover (106) is 0.5m～1.5m, and strengthening stake pile cover (109) is cylinder, and the diameter of cylindrical end face is between 3d
2～5d
2, height is between 0.5m～1.5m, and the thickness of strengthening stake pile cover (109) is 0.5m～1.5m.
9. ground leveling system according to claim 1 and 2, is characterized in that, described strength net is the geo-grid that has stretch-draw prestressing force.
10. ground leveling system according to claim 1 and 2, it is characterized in that, supporting pile (105) is deposited reinforced concrete pile, strengthening stake (108) is plain concrete castinplace pile, the full hall of supporting pile (105) is evenly arranged: single circular pattern, the full hall of strengthening stake (108) is evenly arranged: equidistant square mode, and supporting pile pile cover (106) is the combination of cylinder and inverted cone stage body, the diameter of cylindrical end face is between 3d
1～5d
1, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
1～5d
1and 1d
1the height of cylinder and inverted cone stage body is respectively 0.2m～0.6m and 0.3m～0.9m, the thickness that is supporting pile pile cover (106) is 0.5m～1.5m, and strengthening stake pile cover (109) is the combination of cylinder and inverted cone stage body, and the diameter of cylindrical end face is between 3d
2～5d
2, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
2～5d
2and 1d
2, the height of cylinder and inverted cone stage body is respectively 0.2m～0.6m and 0.3m～0.9m, and the thickness of strengthening stake pile cover (109) is 0.5m～1.5m, and described strength net is the geo-grid that has stretch-draw prestressing force.
11. ground leveling systems according to claim 1 and 2, it is characterized in that, supporting pile (105) is deposited reinforced concrete pile, strengthening stake (108) is plain concrete castinplace pile, the full hall of supporting pile (105) is evenly arranged: single circular pattern, the full hall of strengthening stake (108) is evenly arranged: equidistant square mode, and supporting pile pile cover (106) is the combination of cylinder and inverted cone stage body, the diameter of cylindrical end face is between 3d
1～5d
1, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
1～5d
1and 1d
1, the height of cylinder and inverted cone stage body is respectively 0.2m～0.6m and 0.3m～0.9m, and the thickness of supporting pile pile cover (106) is 0.5m～1.5m, and strengthening stake pile cover (109) is cylinder, and the diameter of cylindrical end face is between 3d
2～5d
2, height is between 0.5m～1.5m, and the thickness of strengthening stake pile cover (109) is 0.5m～1.5m, and described strength net is the geo-grid that has stretch-draw prestressing force.
12. ground leveling systems according to claim 1 and 2, it is characterized in that, supporting pile (105) is deposited reinforced concrete pile, strengthening stake (108) is plain concrete castinplace pile, the full hall of supporting pile (105) is evenly arranged: single circular pattern, the full hall of strengthening stake (108) is evenly arranged: equidistant square mode, and supporting pile pile cover (106) is cylinder, the diameter of cylindrical end face is between 3d
1～5d
1, height is between 0.5m～1.5m, and the thickness of supporting pile pile cover (106) is 0.5m～1.5m, and strengthening stake pile cover (109) is the combination of cylinder and inverted cone stage body, and the diameter of cylindrical end face is between 3d
2～5d
2, the upper bottom surface of inverted cone stage body and the diameter of bottom surface are respectively 3d
2～5d
2and 1d
2, the height of cylinder and inverted cone stage body is respectively 0.2m～0.6m and 0.3m～0.9m, and the thickness of strengthening stake pile cover (109) is 0.5m～1.5m, and described strength net is the geo-grid that has stretch-draw prestressing force.
13. ground leveling systems according to claim 1 and 2, it is characterized in that, supporting pile (105) is deposited reinforced concrete pile, strengthening stake (108) is plain concrete castinplace pile, the full hall of supporting pile (105) is evenly arranged: single circular pattern, the full hall of strengthening stake (108) is evenly arranged: equidistant square mode, and supporting pile pile cover (106) is cylinder, the diameter of cylindrical end face is between 3d
1～5d
1, height is between 0.5m～1.5m, and the thickness of supporting pile pile cover (106) is 0.5m～1.5m, and strengthening stake pile cover (109) is cylinder, and the diameter of cylindrical end face is between 3d
2～5d
2, height is between 0.5m～1.5m, and the thickness of strengthening stake pile cover (109) is 0.5m～1.5m, and described strength net is the geo-grid that has stretch-draw prestressing force.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320323667.6U CN203487565U (en) | 2013-06-06 | 2013-06-06 | Sparse-pile strong-net foundation leveling system for steel storage tank foundation |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320323667.6U CN203487565U (en) | 2013-06-06 | 2013-06-06 | Sparse-pile strong-net foundation leveling system for steel storage tank foundation |
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| Publication Number | Publication Date |
|---|---|
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ID=50258407
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|---|---|---|---|
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108532624A (en) * | 2018-05-31 | 2018-09-14 | 广东工业大学 | A kind of chemicals tank raft foundation ruggedized construction and its preparation process |
| CN115094938A (en) * | 2022-03-01 | 2022-09-23 | 安徽省工业设备安装有限公司 | Construction method of vertical cylindrical steel storage tank foundation |
-
2013
- 2013-06-06 CN CN201320323667.6U patent/CN203487565U/en not_active Expired - Lifetime
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108532624A (en) * | 2018-05-31 | 2018-09-14 | 广东工业大学 | A kind of chemicals tank raft foundation ruggedized construction and its preparation process |
| CN115094938A (en) * | 2022-03-01 | 2022-09-23 | 安徽省工业设备安装有限公司 | Construction method of vertical cylindrical steel storage tank foundation |
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