CN210766609U - Shock-proof economical caisson wharf - Google Patents
Shock-proof economical caisson wharf Download PDFInfo
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- CN210766609U CN210766609U CN201921197653.8U CN201921197653U CN210766609U CN 210766609 U CN210766609 U CN 210766609U CN 201921197653 U CN201921197653 U CN 201921197653U CN 210766609 U CN210766609 U CN 210766609U
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- 239000002893 slag Substances 0.000 claims abstract description 62
- 239000012634 fragment Substances 0.000 claims abstract description 33
- 239000002689 soil Substances 0.000 claims abstract description 30
- 230000035939 shock Effects 0.000 claims abstract description 28
- 230000006837 decompression Effects 0.000 claims abstract description 26
- 238000009413 insulation Methods 0.000 claims abstract description 24
- WABPQHHGFIMREM-UHFFFAOYSA-N lead(0) Chemical compound [Pb] WABPQHHGFIMREM-UHFFFAOYSA-N 0.000 claims description 30
- 239000000463 material Substances 0.000 abstract description 14
- 230000007613 environmental effect Effects 0.000 abstract description 3
- 125000004122 cyclic group Chemical group 0.000 abstract description 2
- 239000002245 particle Substances 0.000 description 64
- 239000010920 waste tyre Substances 0.000 description 59
- 229910000831 Steel Inorganic materials 0.000 description 57
- 239000010959 steel Substances 0.000 description 57
- 238000010276 construction Methods 0.000 description 24
- 238000005096 rolling process Methods 0.000 description 17
- 239000000203 mixture Substances 0.000 description 14
- 239000004576 sand Substances 0.000 description 11
- 238000000034 method Methods 0.000 description 10
- 238000002156 mixing Methods 0.000 description 9
- 238000005056 compaction Methods 0.000 description 8
- 239000004575 stone Substances 0.000 description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 238000009412 basement excavation Methods 0.000 description 5
- 238000005246 galvanizing Methods 0.000 description 5
- 238000009434 installation Methods 0.000 description 5
- 238000004880 explosion Methods 0.000 description 4
- 238000007667 floating Methods 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 4
- 239000002023 wood Substances 0.000 description 4
- 238000011161 development Methods 0.000 description 3
- 230000018109 developmental process Effects 0.000 description 3
- 238000013016 damping Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000002440 industrial waste Substances 0.000 description 2
- UQSXHKLRYXJYBZ-UHFFFAOYSA-N iron oxide Inorganic materials [Fe]=O UQSXHKLRYXJYBZ-UHFFFAOYSA-N 0.000 description 2
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 239000000047 product Substances 0.000 description 2
- 239000013535 sea water Substances 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 230000032683 aging Effects 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 239000006227 byproduct Substances 0.000 description 1
- 239000000498 cooling water Substances 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 238000002955 isolation Methods 0.000 description 1
- 238000011192 particle characterization Methods 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 239000010819 recyclable waste Substances 0.000 description 1
- 239000002910 solid waste Substances 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
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Abstract
The utility model discloses an economical caisson pier of shock resistance, the pier includes that shock insulation basis, caisson main part, superstructure, decompression arris body, decompression backfill body and concrete slab, sets up the caisson main part on the shock insulation basis, and the slag fragment is filled in the caisson main part, and the top sets up superstructure, and one side that the caisson main part is close to the bank sets up the decompression arris body, sets up the decompression backfill body between decompression arris body and the original state soil, and decompression backfill body top sets up concrete slab, and concrete slab links to each other with superstructure, original state soil respectively. The utility model discloses reduced engineering cost, had economic environmental protection benefit, solved grit material shortage, abandonment slag and junked tire cyclic utilization problem day by day.
Description
Technical Field
The utility model relates to a port and pier engineering technical field specifically is a shock-resistant economical caisson pier.
Background
Caisson wharf structure is a common structural form of port engineering hydraulic building, and its structure is usually composed of wall body, bed and wall back filler. Has strong vitality, and the construction technology is continuously improved and developed. The construction method mainly comprises the steps of foundation trench excavation, foundation bed stone throwing, caisson installation, caisson internal backfill, ridge backfill at the rear of the wharf and the like.
The traditional caisson wharf structure needs a large amount of sand and stone materials to be refilled, and with the continuous development of the domestic building industry, the demand of the market for the sand and stone materials is larger and larger, so that the price of the sand and stone materials is increased again and again, and the problem of increasing shortage of the sand and stone materials even occurs in some areas. With the tightening of environmental protection policy in China, natural sandstone materials are increasingly dried up, and a new unavoidable trend is to find novel caisson wharf backfill materials capable of replacing the sandstone materials.
With the rapid development of economy, more and more industrial wastes exist, and some recyclable wastes, such as steel slag and waste tires, exist.
The waste steel slag is used as a byproduct of modern metallurgical industry, the yield of the steel slag is more than 2000 million tons every year in China, and if the steel slag cannot be effectively utilized, the steel slag can be massively stacked, occupies a field and pollutes the environment. If the steel slag with high density and easy compaction is used for replacing broken stone or sand to become a backfill material in the caisson, great environmental protection and economic benefits can be generated.
The waste tires are solid wastes in the automobile industry, with the development of the automobile industry, the waste tires produced in China every year are the first in the world, and are rapidly increased at a speed of two digits every year, so that the waste tires become new black pollution, and once a fire disaster or illegal burning is caused, the pollution is extremely serious.
SUMMERY OF THE UTILITY MODEL
The purpose of the invention is as follows: the utility model aims at providing a can improve abandonment slag and junked tire resource cyclic utilization's shock-proof economical caisson pier.
The technical scheme is as follows: a shock-resistant economic caisson pier, including shock insulation basis, caisson main part, superstructure, the decompression arris body, body and concrete slab are backfilled in the decompression, set up the caisson main part on the shock insulation basis, the intussuseption of caisson main part is filled with the slag fragment, be favorable to increasing the dead weight of caisson main part, will produce great earthquake inertia force, improve the self-stabilizing ability of caisson main part, the top sets up superstructure, one side that the caisson main part is close to the bank sets up the decompression arris body, can fully reduce the side direction soil pressure that produces the caisson box, thereby improve the stability of whole pier structure, set up the decompression backfill body between decompression arris body and the original state soil, decompression backfill body top sets up concrete slab, concrete slab respectively with superstructure, original state soil links to each other.
The shock insulation foundation comprises a hot galvanizing lead wire cage, and steel slag and waste tire fragments are filled in the lead wire cage. The particle size of the steel slag is 30-50 mm, the length of the waste tire fragments is 40-100 mm, the width of the waste tire fragments is 30-50 mm, and the mass ratio of the steel slag to the waste tire fragments is 1-3: 7-9. The diameter of the lead wire cage is 15-20 mm, the height of the lead wire cage is 0.2-0.3 times of the height of the caisson main body, the width of the lead wire cage is 3-4 times of the width of the caisson main body, and the slope ratio of the front toe to the rear toe is 1: 2-3. Preferably, the diameter of the lead wire cage is 20mm, the height of the lead wire cage is 0.2 times of the height of the caisson body, the width of the lead wire cage is 3 times of the width of the caisson body, and the slope ratio of the front toe to the rear toe is 1: 2.
The backfill material in the caisson main body is made of steel slag fragments with high density and easy compaction and the grain diameter of 0-100 mm and the non-uniformity coefficient Cu＞5，1＜CuLess than 3, and the backfill compactness is more than 80 percent. The pressure reducing prism is filled with gravel steel slag and waste tire particles. The particle size of the gravel steel slag is 2-5 mm, the particle size of the waste tire particles is 2-5 mm, the mass ratio of the waste tire particles to the gravel steel slag is 1-3: 7-9, and the compactness is more than 90%.
The steel slag filled in the shock insulation foundation and the gravel steel slag filled in the decompression prism body are both filled in the shock insulation foundationThe product is prepared by a hot-closed method, the aging time is more than 6 months, the chemical composition is stable, no pollution is caused to seawater and soil, and the product is not easy to be rusted by seawater. The f-CaO content of the steel slag and the gravel steel slag is less than 8wt percent, the MgO content is less than 3wt percent, the MnO content is less than 1wt percent, and P2O5Less than 1 wt%, FeO less than 8 wt%, Fe2O3The content is less than 5 wt%.
And filling waste tire particles into the decompression backfill body, wherein the particle size of the waste tire particles is 2-5 mm, the particle size of the waste tire particles is the same as that of the waste tire particles in the decompression ridge body, and the compactness is more than 90%. The thickness of the concrete plate covered by the top layer of the decompression backfill body is 80-90 mm, preferably 80mm, the concrete plate is used for limiting rebound of waste tire particles, the effect of reducing the soil pressure outside the wall by utilizing the quality of the waste tire particles is utilized, and the stability of the whole wharf structure is improved. The concrete strength grade of the concrete slab is not lower than C30, and the thickness of the concrete slab is not lower than 0.08 m.
The construction method of the earthquake-resistant economical caisson wharf comprises the following steps:
a. prefabricating a caisson main body: because the caisson main body is longer in construction period, the caisson main body is prefabricated firstly before the wharf foundation bed is constructed, relevant template calculation and template reinforcement work is done in the prefabrication process, the caisson main body with larger specification is poured in layers, and a corresponding construction scheme is done;
b. excavating a foundation trench: mechanical approach construction is arranged according to local geographical conditions, foundation trench excavation is carried out in a construction environment with better conditions by adopting a grab ship, a cutter suction ship, a trailing suction ship and the like, and for harder geology, if excavation is difficult, a reef explosion ship can be adopted for reef explosion and then the grab ship is adopted for foundation trench excavation;
c. prefabricating a shock insulation foundation: fixing and forming a lead wire cage according to the size requirement of an actual wharf, mixing steel slag and waste tire fragments, and filling the hot-dip galvanized lead wire cage with the mixture to form a mixture structure fixed by the lead wire cage;
d. constructing a shock insulation foundation: checking and accepting the excavated foundation trench, checking and accepting by adopting a sea test or point water mode, paving a layer of sandy soil with the thickness of 10-12 cm after the checking and accepting are qualified, leveling, and then arranging the mixed structure fixed by the lead wire cage on the wharf foundation bed section by section in a hoisting mode to form a shock insulation foundation;
e. the caisson main body is transported and installed: after the shock insulation foundation is installed, organizing an incoming semi-submersible barge and a tug to carry out caisson transportation and installation, carrying out undocking the caisson main body, injecting water according to the floating stability, and taking care of ship scheduling in construction to reserve a construction slope;
f. backfilling the caisson main body: the outer surface of the caisson main body is blocked and protected by a wide wood board, steel slag fragments are backfilled when the distance between the steel slag fragments and the caisson main body is 0.5-1.0 m, a tire is arranged on a ship board to prevent collision, the steel slag fragments are backfilled and tamped according to 25-30 cm of each layer, and the steel slag fragments are ensured to be backfilled to reach the specified compactness, namely more than 80%;
g. construction of the pressure reducing prism: mixing the gravel steel slag and the waste tire particles, rolling and backfilling the mixture according to a mode of 15-20 cm per layer, filling the mixture formed by the gravel steel slag and the waste tire particles by adopting a rolling method, ensuring that the pressure reduction prism is backfilled to reach the specified compactness, namely more than 90%, and adopting the caulking generated when fine sand is spread and leveled to finish the construction of the pressure reduction prism;
h. construction of a decompression backfill body: preparing waste tire particles, rolling and backfilling the waste tire particles according to a mode of 15-20 cm per layer, and filling by adopting a rolling method, so that the backfilling of the waste tire particles reaches a specified compaction degree, namely more than 90%, and the waste tire particles subjected to pressure reduction backfilling are tightly connected with original soil;
i. and (3) concrete slab construction: a layer of sandy soil with the thickness of 2-4 cm is paved on the top of the compacted waste tire particles, and a layer of concrete slab with the thickness of 8-10 cm is poured on the top of the sandy soil after the compaction and leveling are carried out, so that the compaction and firmness of the waste tire particles are facilitated, and the upward rebound of the waste tire particles is eliminated;
j. and (3) constructing an upper structure: the construction of the wharf superstructure needs a large amount of concrete, and part is in a tidal range section, and is carried out according to the traditional caisson wharf structure construction method, the pouring time is reasonably arranged, the form removal time is properly delayed, a cooling water pipe is arranged to prevent the large-volume concrete from cracking and timely maintaining, the superstructure is poured, and the surface of the superstructure is flush with the surfaces of the concrete slab and the pressure-reducing backfill body.
Has the advantages that: compared with the prior art, the utility model, have following saliency characteristics:
1. the industrial waste steel slag and the waste tire fragments are used for replacing the sand stone materials which gradually dry up, so that the engineering cost is reduced, the economic and environment-friendly benefits are achieved, and the problems that the sand stone materials are gradually in shortage and the waste steel slag and the waste tire are recycled are solved;
2. the waste tire fragments in the shock insulation foundation greatly increase the damping ratio of the shock insulation foundation, and the shock insulation effect is achieved on the caisson box body;
3. the weight of the steel slag fragments in the caisson main body is increased, so that the dead weight of the caisson body is increased, a larger earthquake inertia force is generated, and the self-stability of the caisson body is improved;
4. the gravel steel slag has the similar property with gravel soil, the particles of the gravel steel slag are mostly regular spheres, the grading is good, the density of the gravel steel slag can be reduced by mixing the gravel steel slag with waste tire particles, the soil pressure of a wharf wall body is reduced, and the gravel steel slag is easy to compact by mechanical rolling.
5. The light waste tire particles in the pressure-reducing backfill body behind the wall can effectively reduce the soil pressure of the wharf wall body, so that the stability of the whole wharf structure is improved.
Drawings
Fig. 1 is a front view of the present invention;
FIG. 2 is a top cross-sectional view of the present invention;
fig. 3 is a schematic structural diagram of the lead wire cage 9 of the present invention.
Detailed Description
The directions shown in the drawings of the specification are up, down, left and right. The specific parameters of the raw materials in the following examples are detailed in tables 1 and 2, wherein the steel slag has f-CaO content of less than 8 wt%, MgO content of less than 3 wt%, MnO content of less than 1 wt%, and P2O5The content is less than 1 wt%, the FeO content is less than 8 wt%, and Fe2O3The contents are all lower than 5 wt%.
TABLE 1 damping ratio of the respective filling materials
TABLE 2 Density and particle characterization factor for various materials
As shown in fig. 1, a caisson main body 2 is fixed on a seismic isolation foundation 1, a pressure reduction prism 5 is fixed on one side of the caisson main body 2 close to a shore, an upper structure 4 is poured on the top ends of the caisson main body 2 and the pressure reduction prism 5, a pressure reduction backfill body 6 connected with original state soil 8 is laid above the pressure reduction prism 5 in an inclined mode, a concrete slab 7 is poured on the surface of the pressure reduction backfill body 6, and the upper surfaces of the upper structure 4, the concrete slab 7 and the original state soil 8 are flattened.
As shown in fig. 2, the shock insulation foundation 1 is a hot galvanizing lead wire cage 9 filled with steel slag and waste tire fragments, the caisson main body 2 is filled with the steel slag fragments, the pressure reducing prism body 5 is filled with gravel steel slag and waste tire particles, and the pressure reducing backfill body 6 is filled with the waste tire particles.
As shown in fig. 3, the lead wire cage 9 has a bore diameter of 20mm, a height H of 0.2 times the height H of the wharf wall (height of the caisson body 2), a width B of 3 times the width B of the wharf wall (width of the caisson body 2), a unit length L of 1m, and a toe-to-toe slope ratio i of 1: 2.
Example 1
(1) Prefabricating the caisson main body 2, performing related template calculation and template reinforcement work, performing layered pouring on the caisson main body 2 with a larger specification, and performing a corresponding construction scheme;
(2) excavating a foundation trench by adopting modes of a grab bucket ship, a cutter suction ship, a trailing suction ship and the like;
(3) fixing and forming a lead wire cage 9, mixing steel slag with the particle size of 30mm and waste tire fragments with the length of 40mm and the width of 30mm according to the mass ratio of 1: 9, and filling the hot galvanizing lead wire cage 9 to form a mixture structure fixed by the lead wire cage 9;
(4) the excavated foundation trench is tested in a sea measurement mode, a layer of sandy soil with the thickness of 10cm is paved after the foundation trench is qualified, and a mixed structure fixed by the lead wire cage 9 is arranged on the wharf foundation bed section by section in a hoisting mode after being leveled to form a shock insulation foundation 1;
(5) after the shock insulation foundation 1 is installed, organizing an incoming semi-submersible barge and a tug to carry out caisson transportation and installation, undocking the caisson main body 2, injecting water according to the floating stability, and reserving a construction slope;
(6) the outer surface of the caisson main body 2 is blocked and protected by a wide wood board, steel slag fragments 3 with the particle size of 1mm are backfilled when the distance between the steel slag fragments and the caisson main body 2 is 0.5m, a ship board is provided with a tire for preventing collision, the steel slag fragments 3 are backfilled and tamped according to 25cm of each layer, the steel slag fragments 3 are ensured to be backfilled to reach the specified compactness of more than 80%, and the non-uniformity coefficient is 2;
(7) mixing gravel steel slag with the particle size of 2mm and waste tire particles with the particle size of 2mm, rolling and backfilling the mixture in a mode of 15cm per layer, filling the mixture formed by the gravel steel slag and the waste tire particles by adopting a rolling method, ensuring that the backfilling of the pressure reduction prism 5 reaches the specified compactness of more than 90 percent, and adopting caulking generated when fine sand is spread and leveled to finish the construction of the pressure reduction prism 5;
(8) preparing waste tire particles, rolling and backfilling the waste tire particles with the particle size of 2mm in a mode of 15cm per layer, and filling by adopting a rolling method, so that the backfilling of the waste tire particles is ensured to reach the specified compactness of more than 90%, and the waste tire particles subjected to pressure reduction backfilling are ensured to be tightly connected with original soil 8;
(9) a layer of sandy soil with the thickness of 2cm is paved on the top of the compacted waste tire particles, and a layer of concrete slab 7 with the thickness of 8cm is poured on the top of the sandy soil after the compaction and the leveling;
(10) and pouring the upper structure 4, wherein the surface of the upper structure 4 is flush with the surfaces of the concrete slab 7 and the decompression backfill body 6.
Example 2
(1) Prefabricating the caisson main body 2, performing related template calculation and template reinforcement work, performing layered pouring on the caisson main body 2 with a larger specification, and performing a corresponding construction scheme;
(2) after the reef explosion ship is adopted for reef explosion, the grab bucket ship is adopted for foundation trench excavation;
(3) fixing and forming a lead wire cage 9, mixing steel slag with the particle size of 50mm and waste tire fragments with the length of 100mm and the width of 50mm according to the mass ratio of 3: 9, and filling the hot galvanizing lead wire cage 9 to form a fixed mixture structure of the lead wire cage 9;
(4) the excavated foundation trench is tested in a water spot mode, a layer of sandy soil with the thickness of 12cm is paved after the foundation trench is qualified, and a mixed structure fixed by the lead wire cage 9 is arranged on the wharf foundation bed section by section in a hoisting mode after being leveled to form a shock insulation foundation 1;
(5) after the shock insulation foundation 1 is installed, organizing an incoming semi-submersible barge and a tug to carry out caisson transportation and installation, undocking the caisson main body 2, injecting water according to the floating stability, and reserving a construction slope;
(6) the outer surface of the caisson main body 2 is blocked and protected by a wide wood board, the steel slag fragments 3 with the particle size of 100mm are backfilled when the distance between the steel slag fragments and the caisson main body 2 is 1.0m, a ship board is provided with a tire for preventing collision, the steel slag fragments 3 are backfilled and tamped according to each layer of 30cm, the steel slag fragments 3 are ensured to be backfilled to reach the specified compactness of more than 80%, and the non-uniformity coefficient is 7;
(7) mixing gravel steel slag with the particle size of 5mm and waste tire particles with the particle size of 5mm, rolling and backfilling the mixture in a mode of 20cm per layer, filling the mixture formed by the gravel steel slag and the waste tire particles by adopting a rolling method, ensuring that the backfilling of the pressure reduction prism 5 reaches the specified compactness of more than 90 percent, and adopting caulking generated when fine sand is spread and leveled to finish the construction of the pressure reduction prism 5;
(8) preparing waste tire particles, rolling and backfilling the waste tire particles with the particle size of 5mm in a mode of 20cm per layer, and filling by adopting a rolling method, so that the backfilling of the waste tire particles is ensured to reach the specified compactness of more than 90%, and the waste tire particles subjected to pressure reduction backfilling are ensured to be tightly connected with original soil 8;
(9) a layer of sandy soil with the thickness of 4cm is paved on the top of the compacted waste tire particles, and a layer of concrete slab 7 with the thickness of 10cm is poured on the top of the sandy soil after the compaction and the leveling;
(10) and pouring the upper structure 4, wherein the surface of the upper structure 4 is flush with the surfaces of the concrete slab 7 and the decompression backfill body 6.
Example 3
(1) Prefabricating the caisson main body 2, performing related template calculation and template reinforcement work, performing layered pouring on the caisson main body 2 with a larger specification, and performing a corresponding construction scheme;
(2) excavating a foundation trench by adopting modes of a grab bucket ship, a cutter suction ship, a trailing suction ship and the like;
(3) fixing and forming a lead wire cage 9, mixing steel slag with the particle size of 40mm and waste tire fragments with the length of 70mm and the width of 40mm according to the mass ratio of 3: 7, and filling the hot galvanizing lead wire cage 9 to form a mixture structure fixed by the lead wire cage 9;
(4) the excavated foundation trench is tested in a sea measurement mode, a layer of sandy soil with the thickness of 11cm is paved after the foundation trench is qualified, and a mixed structure fixed by the lead wire cage 9 is arranged on the wharf foundation bed section by section in a hoisting mode after being leveled to form a shock insulation foundation 1;
(5) after the shock insulation foundation 1 is installed, organizing an incoming semi-submersible barge and a tug to carry out caisson transportation and installation, undocking the caisson main body 2, injecting water according to the floating stability, and reserving a construction slope;
(6) the outer surface of the caisson main body 2 is blocked and protected by a wide wood board, the steel slag fragments 3 with the particle size of 50mm are backfilled when the distance between the steel slag fragments and the caisson main body 2 is 0.8m, a ship board is provided with a tire for preventing collision, the steel slag fragments 3 are backfilled and tamped according to 27cm of each layer, the steel slag fragments 3 are ensured to be backfilled to reach the specified compactness of more than 80%, and the non-uniformity coefficient is 9;
(7) mixing gravel steel slag with the particle size of 4mm and waste tire particles with the particle size of 4mm, rolling and backfilling the mixture in a mode of 18cm per layer, filling the mixture formed by the gravel steel slag and the waste tire particles by adopting a rolling method, ensuring that the backfilling of the pressure reduction prism 5 reaches a specified compactness of more than 90%, and adopting caulking generated when fine sand is spread and leveled to finish the construction of the pressure reduction prism 5;
(8) preparing waste tire particles, rolling and backfilling the waste tire particles with the particle size of 4mm in a 17cm mode per layer, and filling by adopting a rolling method, so that the backfilling of the waste tire particles is ensured to reach the specified compactness of more than 90%, and the waste tire particles subjected to pressure reduction backfilling are ensured to be tightly connected with original soil 8;
(9) a layer of sandy soil with the thickness of 3cm is paved on the top of the compacted waste tire particles, and a layer of concrete slab 7 with the thickness of 9cm is poured on the top of the sandy soil after the compaction and the leveling;
(10) and pouring the upper structure 4, wherein the surface of the upper structure 4 is flush with the surfaces of the concrete slab 7 and the decompression backfill body 6.
Claims (4)
1. The utility model provides a shock-resistant economical caisson pier which characterized in that: backfill body (6) and concrete slab (7) including shock insulation basis (1), caisson main part (2), superstructure (4), decompression arris body (5), decompression, set up caisson main part (2) on shock insulation basis (1), caisson main part (2) intussuseption slag fragment (3), top set up superstructure (4), one side that caisson main part (2) are close to the bank sets up decompression arris body (5), set up decompression backfill body (6) between decompression arris body (5) and original state soil (8), decompression backfill body (6) top sets up concrete slab (7), concrete slab (7) link to each other with superstructure (4), original state soil (8) respectively.
2. The earthquake-resistant economical caisson dock of claim 1, wherein: the shock insulation foundation (1) comprises a lead wire cage (9).
3. The earthquake-resistant economical caisson dock of claim 2, wherein: the height of the lead wire cage (9) is 0.2-0.3 times of the height of the caisson main body (2), and the width of the lead wire cage is 3-4 times of the width of the caisson main body (2).
4. The earthquake-resistant economical caisson dock of claim 1, wherein: the thickness of the concrete slab (7) is 80-90 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921197653.8U CN210766609U (en) | 2019-07-26 | 2019-07-26 | Shock-proof economical caisson wharf |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921197653.8U CN210766609U (en) | 2019-07-26 | 2019-07-26 | Shock-proof economical caisson wharf |
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| Publication Number | Publication Date |
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| CN210766609U true CN210766609U (en) | 2020-06-16 |
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| CN201921197653.8U Expired - Fee Related CN210766609U (en) | 2019-07-26 | 2019-07-26 | Shock-proof economical caisson wharf |
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- 2019-07-26 CN CN201921197653.8U patent/CN210766609U/en not_active Expired - Fee Related
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