CN117051694A - Three-dimensional rigidity-variable arch base foundation and construction method thereof - Google Patents
Three-dimensional rigidity-variable arch base foundation and construction method thereof Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 25
- 239000002689 soil Substances 0.000 claims abstract description 18
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 8
- 238000000034 method Methods 0.000 claims description 14
- 239000002131 composite material Substances 0.000 claims description 12
- 238000012360 testing method Methods 0.000 claims description 9
- 230000002787 reinforcement Effects 0.000 claims description 8
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 238000009933 burial Methods 0.000 claims description 3
- 238000002474 experimental method Methods 0.000 claims description 3
- 239000012530 fluid Substances 0.000 claims 2
- 238000009412 basement excavation Methods 0.000 abstract description 8
- 239000000463 material Substances 0.000 abstract description 8
- 230000009286 beneficial effect Effects 0.000 abstract description 6
- 230000007613 environmental effect Effects 0.000 abstract description 5
- 230000008092 positive effect Effects 0.000 abstract 1
- 239000007788 liquid Substances 0.000 description 11
- 239000002002 slurry Substances 0.000 description 4
- 239000004568 cement Substances 0.000 description 3
- 238000007569 slipcasting Methods 0.000 description 3
- 238000013461 design Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 101150073162 spa1 gene Proteins 0.000 description 2
- 239000000758 substrate Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 101150073669 NCAN gene Proteins 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000006978 adaptation Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000009833 condensation Methods 0.000 description 1
- 230000005494 condensation Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 239000011513 prestressed concrete Substances 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 101150087667 spk1 gene Proteins 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D4/00—Arch-type bridges
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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
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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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
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- Engineering & Computer Science (AREA)
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- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Architecture (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention provides a three-dimensional variable-rigidity arch abutment foundation and a construction method thereof. The adoption of the structure does not need to carry out large foundation pit excavation and filling, is beneficial to environmental protection, reduces the use of materials such as reinforced concrete or masonry, is beneficial to saving cost, is convenient to construct, has less excavation and saves materials, in addition, the first grouting body adopts a rigidity-variable mode according to the stress characteristics of the arch base, can improve the stability, the safety and the economy of the bridge foundation under the condition of meeting the stress requirements of the arch base foundation under different working conditions, is particularly suitable for the arch bridge foundation constructed on a deep pebble stacking layer, and has positive effects on popularization and application of the arch bridge foundation in a weak soil layer in China.
Description
Technical Field
The invention relates to the technical field of bridge foundations, in particular to a three-dimensional variable-rigidity arch base foundation and a construction method thereof.
Background
In arch bridge design, the arch base is an important component for supporting the arch bridge structure, and has high requirements on the foundation, and the foundation needs to be placed on a stable hard rock stratum to ensure the stability and safety of the bridge.
In general, the arch base foundation is subjected to great horizontal thrust, vertical force and bending moment transmitted by the upper structure, and the arch base foundation is stressed in complex manner. The traditional arch base foundation is usually made of reinforced concrete or masonry and the like, and the structural size is often designed to be large due to structural stress and deformation adaptation requirements, and the corresponding foundation pit is also large, so that the construction difficulty is increased, and the construction period is increased; and a large base size also requires a large amount of materials, which is not economical and environment-friendly.
Disclosure of Invention
The invention aims at: the three-dimensional variable-rigidity arch base foundation and the construction method thereof are provided, and solve the problems that an arch base foundation in the prior art is constructed on a soil stratum, a foundation pit is usually required to be excavated, materials such as reinforced concrete or masonry are adopted for filling, the excavation amount is large, the materials are used for large, the economical efficiency is poor and the environment is not protected.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
the utility model provides a three-dimensional variable rigidity's arch seat basis, contains the cushion cap, the cushion cap outside is equipped with envelope, have in the envelope and support the first slip casting body of cushion cap, the envelope is outer to keep away from midspan one side still has the second slip casting body, the rigidity of first slip casting body is from being close to midspan one side to keeping away from midspan one side increase gradually.
The rigidity change can be controlled by adjusting the slurry strength, grouting interval, grouting amount and the like, and the enclosure structure can adopt structures such as a snap pile, a ground continuous wall and the like.
According to the three-dimensional variable-rigidity arch abutment foundation, an enclosure structure is formed on the periphery of the bearing platform, a first grouting body which is connected with the bearing platform and the enclosure structure is formed in an enclosure range formed by the enclosure structure and the bearing platform through grouting, a second grouting body which is formed by grouting in a region 1 of the back of the bearing platform is combined, the second grouting body can adopt a variable rigidity or equal rigidity mode according to actual needs, the whole arch abutment foundation forms a three-dimensional combined foundation for providing bearing capacity of the arch abutment, large foundation pit excavation and filling are not needed, environmental protection is facilitated, use of materials such as reinforced concrete or masonry is reduced, cost is saved, compared with a traditional arch abutment, the foundation structure is convenient to construct, excavation is less, materials are saved, in addition, the first grouting body adopts a larger rigidity for a region with larger stress according to stress characteristics of the arch abutment, adopts a smaller rigidity for a region with smaller stress, stability, safety and economical efficiency of the foundation are improved under the condition that the requirements of different working conditions of the arch abutment foundation are met, and the foundation is particularly suitable for being applied to a soft foundation layer of a bridge in China, and has a weak pile-up effect on a foundation layer of a deep arch bridge.
Preferably, the enclosure structure comprises a plurality of engagement piles, and the engagement piles are reinforced concrete structures.
Preferably, the second grouting body comprises a second inner grouting body and a second outer grouting body, the second inner grouting body is single-liquid grouting, the second outer grouting body is double-liquid grouting, and the second inner grouting body comprises at least two rigidity areas.
The second inner grouting body is stiffer near the first grouting body.
Preferably, the first grouting body is single-liquid grouting.
The single-liquid grouting adopts cement slurry, the double-liquid grouting adopts cement slurry such as water glass, the second inner grouting body and the second outer grouting body adopt different grouting modes respectively, the coagulation can be faster, and the grouting range surrounding the second inner grouting body can be formed quickly.
Preferably, the top surface of the enclosure structure is provided with a hat beam.
Preferably, the first grouting body comprises at least three stiffness zones.
At least three rigidity areas are arranged in consideration of cost and construction convenience, so that on-site construction arrangement and grouting efficiency are facilitated.
Further preferably, the stiffness of the areas of different stiffness is controlled by the grouting spacing and the grouting amount.
Further preferably, the determination of the grouting interval and the grouting amount of the first grouting body includes the following steps:
a. determining the maximum stress of the arch base substrate plane according to the stress condition of the arch baseP kmax And minimum stressP kmin The number of the rigidity areas of the first grouting body is drawn, and the maximum stress value of each rigidity area is obtained;
b. obtaining the average value of the cube compressive strength of the standard-maintained pile body test block according to experimentsf cu Combining formulasObtaining a vertical bearing capacity characteristic value of the first reinforcement single pile, wherein,λthe coefficient is exerted for the bearing capacity of the single pile,A p the pile bottom area of the pile body test block is; according to->Obtaining a vertical bearing capacity characteristic value of the second reinforcement single pile, whereinu p For the circumference of the pile,q si is the circumference of the pileiThe characteristic value of the side resistance of the layer soil,i=1,2…n；l pi is the first range of pile lengthiThe thickness of the layer soil;α p the coefficient is exerted for the resistance of the pile end,q p is the characteristic value of pile end resistance; taking characteristic value of vertical bearing capacity of reinforced single pileR a =max（R a1 、R a2 ）；
c. Grouting hole arrangement mode and interval combination according to each planned rigidity areaDetermining the displacement rate of the corresponding stiffness regionmWhereindFor the average diameter of the pile body,d e the equivalent circle diameter of the treatment foundation area shared by one pile;
d. bonding ofAcquiring characteristic value of bearing capacity of composite foundationf spk ，βThe coefficient is exerted for the bearing capacity of the soil between piles,f sk the characteristic value of the bearing capacity of the soil between the piles after the treatment;
e. for a pair off spk By usingCorrecting to obtain corrected composite foundation bearing capacity characteristic valuef spa Wherein, the method comprises the steps of, wherein,γ m is the weighted average weight of the earth above the foundation bed,his the foundation burial depth;
f. if the corrected composite foundation bearing capacity characteristic value is greater than or equal to the maximum stress value of the corresponding stiffness region, the grouting hole spacing and grouting amount of the corresponding stiffness region meet the requirements.
Further preferably, in step c, when the grouting holes are arranged in an equilateral triangle pile arrangement mannerd e =1.05sThe method comprises the steps of carrying out a first treatment on the surface of the When the grouting holes are arranged in a square pile distribution mode, thend e =1.13sWhen the grouting holes are arranged in a rectangular pile distribution mode, thenWherein, the method comprises the steps of, wherein,srepresenting the spacing of the piles and,s 1 representing the spacing of the longitudinal piles,s 2 and (5) spacing of transverse piles.
The rigidity-variable design is carried out by adopting the mode, the basic principle is clear, the calculation process is simple, and the application of relevant technicians is facilitated.
The construction method of the arch base foundation adopts the three-dimensional variable-rigidity arch base foundation, and comprises the following steps:
s1, constructing a guide wall, and constructing an enclosure structure through positioning the guide wall;
s2, grouting respectively to form a first grouting body and a second grouting body;
s3, excavating a foundation pit of the bearing platform, constructing the bearing platform and completing the construction of the arch base foundation.
By adopting the construction method of the three-dimensional variable-rigidity arch base foundation, the arch base foundation is formed conveniently through grouting, a large amount of excavation is not needed, and the construction method is beneficial to saving the construction cost, shortening the construction period and reducing the environmental damage.
In summary, due to the adoption of the technical scheme, the beneficial effects of the invention are as follows:
1. the three-dimensional rigidity-variable arch base foundation disclosed by the invention is free from excavation and filling of a large foundation pit, is beneficial to environmental protection, reduces the use of materials such as reinforced concrete or masonry, and is beneficial to saving cost.
2. By adopting the construction method of the arch base foundation, the arch base foundation is formed conveniently through grouting, a large amount of excavation is not needed, the construction cost is saved, the construction period is shortened, and the environmental damage is reduced.
Drawings
FIG. 1 is an elevational schematic view of a three-dimensional variable stiffness abutment base of embodiment 1;
FIG. 2 is a schematic plan view of a three-dimensional variable stiffness abutment base of example 1;
FIG. 3 is a schematic perspective view of an abutment according to embodiment 1;
FIG. 4 is a schematic illustration of the stiffness differential area of a first slurry of a three-dimensional variable stiffness abutment base of example 1;
FIG. 5 is a schematic plan view of the grouting spacing of the individual stiffness zones of the first grouting body of example 1;
fig. 6 is a schematic plan view of the grouting spacing of each of the stiffness zones of the second internal grouting body of example 1.
Icon: 1-a bearing platform; 2-an enclosure structure; 3-a first grouting body; 4-second grouting body, 41-second inner grouting body, 42-second outer grouting body and 5-cap beam; 6-arch seat and 7-tie beam.
Detailed Description
The present invention will be described in detail with reference to the accompanying drawings.
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
Example 1
As shown in fig. 1-3, the three-dimensional variable-rigidity arch base comprises a bearing platform 1, wherein an enclosure structure 2 is arranged on the outer side of the bearing platform 1, a first grouting body 3 for supporting the bearing platform 1 is arranged in the enclosure structure 2, a second grouting body 4 is arranged on the outer side of the enclosure structure 2, far from the midspan, and the rigidity of the first grouting body 3 is gradually increased from the side, near to the midspan, to the side, far from the midspan.
Specifically, this embodiment illustrates a double arch abutment structure, each arch abutment 6 is disposed on a bearing platform 1, a tie beam 7 is connected between two arch abutments, the tie beam 7 adopts prestressed concrete, the bearing platform 1 forms a circular section, the enclosure structure 2 adopts a plurality of interlock piles of reinforced concrete structure, construction is more convenient, the interlock piles also form a circular section, the two arch abutments are disposed along the outer side edge of the bearing platform 1, and the top surface of the enclosure structure 2 is provided with a cap beam 5. In a cylindrical stratum surrounded by a circular ring surrounded by the occluding piles and a range below the bearing platform 1, grouting is carried out to enable the stratum, surrounding occluding piles and the bottom of the bearing platform to form a first grouting body 3, the first grouting body 3 adopts single-liquid grouting, grouting is also carried out in a region on one side behind the arch seat 6 to form a second grouting body 4, and therefore the rigidity of soil behind the bearing platform 1 is effectively enhanced, and the purposes of increasing rigidity, reducing horizontal deflection of a foundation and creep are achieved. If the stratum is a soft foundation, the second grouting body 4 can adopt single-liquid grouting or double-liquid grouting, and if the stratum is a soft foundation with flowing groundwater, the second grouting body 4 can comprise a second inner grouting body 41 and a second outer grouting body 42, the second inner grouting body 41 is single-liquid grouting, and the second outer grouting body 42 is double-liquid grouting, so that peripheral rapid condensation is facilitated.
In order to control the cost and facilitate the construction, the first grouting body 3 can be used forComprising at least three zones of rigidity, e.g. the first grouting body 3 being divided intok 1 、k 2 Andk 3 as shown in fig. 4, the specific division number of the three rigidity areas is determined according to practical requirements, cost and other factors, and the second grouting body 4 can also adopt variable rigidity pouring, so that the rigidity of one side close to the first grouting body 3 is higher. The rigidity of the different rigidity areas is controlled by the grouting interval and the grouting amount, as shown in fig. 5, the grouting interval of the rigidity area of the first grouting body 3 is larger at the side with smaller stress, and smaller at the side with larger stress. The second inner grouting body 41 may also adopt a variable stiffness form, for example, the grouting space between two stiffness regions is smaller (left side in fig. 6) near the first grouting body 3, the grouting space between the two stiffness regions is larger (right side in fig. 6) far away from the first grouting body 3, and the grouting space between the second outer grouting body 42 is distributed according to the underground water flowing condition, as shown in fig. 6.
The determination of the grouting interval and the grouting amount of the first grouting body 3 comprises the following steps:
a. determining the maximum stress of the arch base substrate plane according to the stress condition of the arch baseP kmax And minimum stressP kmin The number of the rigidity areas of the first grouting body 3 is drawn up, and the maximum stress value of each rigidity area is obtained;
b. obtaining the average value of the cube compressive strength of the standard-maintained pile body test block according to experimentsf cu Combining formulasObtaining a vertical bearing capacity characteristic value of the first reinforcement single pile, wherein,λthe coefficient is exerted for the bearing capacity of the single pile, and the value can be taken according to regional experience;A p the pile bottom area of the pile body test block is; according to->Obtaining a vertical bearing capacity characteristic value of the second reinforcement single pile, whereinu p For the circumference of the pile,q si is the circumference of the pileiThe characteristic value of the side resistance of the layer soil,i=1,2…ncan be determined empirically by region;l pi is the first range of pile lengthiThe thickness of the layer soil;α p the pile end resistance exerting coefficient is determined according to regional experience;q p the characteristic value of the resistance of the pile end can be determined according to regional experience; taking characteristic value of vertical bearing capacity of reinforced single pileR a =max（R a1 、R a2 ）
c. Grouting hole arrangement mode and interval combination according to each planned rigidity areaDetermining the displacement rate of the corresponding stiffness regionmWhereindFor the average diameter of the pile body,d e the equivalent circle diameter of the treatment foundation area shared by one pile;
d. bonding ofAcquiring characteristic value of bearing capacity of composite foundationf spk ，βThe coefficient is exerted for the bearing capacity of the soil between piles, and the value can be taken according to regional experience;f sk the characteristic value of the bearing capacity of the soil between the piles after treatment can be determined according to regional experience;
e. for a pair off spk By usingCorrecting to obtain corrected composite foundation bearing capacity characteristic valuef spa Wherein, the method comprises the steps of, wherein,γ m taking the effective weight below the underground water level as the weighted average weight of soil above the foundation bottom surface;his the foundation burial depth;
f. if the corrected composite foundation bearing capacity characteristic value is greater than or equal to the maximum stress value of the corresponding stiffness region, the grouting hole spacing and grouting amount of the corresponding stiffness region meet the requirements.
The stiffness of the individual areas of the first grouting body 3 is determined without taking into account the advantageous effect of the second grouting body 4. As in the present embodiment, is provided withk 1 、k 2 Andk 3 three zones of stiffness, according to maximum stressP kmax And minimum stressP kmin The maximum stress value of each stiffness region can be obtained by interpolation method, respectivelyP k1 、P k2 、P k3 。
And then, calculating the pile body strength of the composite foundation reinforcement with the bonding strength. According to different water-cement ratios, pile test blocks are manufactured, and the average value of the compressive strength of the pile test blocks in the standard curing 28d cube is obtained through testsf cu The method comprises the steps of carrying out a first treatment on the surface of the Thereby obtaining the vertical bearing capacity characteristic value of the first reinforcement single pileR a1 Then calculate according to the formulaR a2 Wherein, the method comprises the steps of, wherein,q si 、α p andq p all can be determined according to regional experience and then the values are obtainedR a 。
Recalculating the substitution ratemWhen the grouting holes are arranged in an equilateral triangle pile distribution mode, thend e =1.05sThe method comprises the steps of carrying out a first treatment on the surface of the When the grouting holes are arranged in a square pile distribution mode, thend e =1.13sWhen the grouting holes are arranged in a rectangular pile distribution mode, thenWherein, the method comprises the steps of, wherein,srepresenting the spacing of the piles and,s 1 representing the spacing of the longitudinal piles,s 2 and (5) spacing of transverse piles. In this embodiment, as shown in fig. 5, the equilateral triangle piles are used to obtain the displacement rates of the three stiffness regionsm 1 、m 2 Andm 3 。
then obtaining the characteristic value of the bearing capacity of the composite foundationf spk ，βAndf sk the values can be determined according to regional experience to obtain three rigidity regionsf spk1 、f spk2 Andf spk3 then respectively correcting the two components,γ m if the effective weight is below the groundwater level, obtaining the corrected composite foundation bearing capacity characteristic valuef spa1 、f spa2 Andf spa3 。
and then respectively comparef spa1 ≥P k1 、f spa2 ≥P k2 Andf spa3 ≥P k3 c, if the grouting hole spacing and grouting amount of the corresponding stiffness region meet the requirements, re-grouting hole arrangement mode and spacing are repeated, and if any one of the grouting hole spacing and grouting amount does not meet the requirements, the step c-f is repeated.
Example 2
The construction method of the arch base foundation adopted by the invention adopts the three-dimensional variable-rigidity arch base foundation as described in the embodiment 1, and comprises the following steps:
s1, constructing a guide wall, and constructing an enclosure structure 2 through positioning the guide wall;
s2, grouting respectively to form a first grouting body 3 and a second grouting body 4;
s3, excavating a foundation pit of the bearing platform 1, constructing the bearing platform 1, and completing construction of the arch base foundation.
Firstly, leveling a field, constructing guide walls, constructing occluding piles of arch foundation by positioning the guide walls, and constructing cap beams 5 after the occluding piles are encircled.
Under the condition of covering soil, the first grouting body 3 is formed by single-liquid grouting in the range surrounded by the occluding piles, and grouting is preferably performed simultaneously in three rigidity areas. The second grouting body 4 is preferably grouting simultaneously with the first grouting body 3, if the second grouting body 4 comprises a second inner grouting body 4 and a second outer grouting body 42, the second outer grouting body 42 is firstly constructed, and the first grouting body 3 and the second inner grouting body 41 are constructed simultaneously.
And excavating a foundation pit of the bearing platform 1, namely excavating until the bottom elevation of the bearing platform 1 in a layered manner, binding steel bars, pouring the bearing platform 1, pouring the arch abutment 6 and the tie beam 7, constructing a superstructure, and backfilling soil to the ground line after the construction of the main bridge is completed.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.
Claims (10)
1. The three-dimensional variable-rigidity arch abutment foundation is characterized by comprising a bearing platform (1), wherein an enclosure structure (2) is arranged on the outer side of the bearing platform (1), a first grouting body (3) supporting the bearing platform (1) is arranged in the enclosure structure (2), a second grouting body (4) is arranged on one side, far away from the midspan, of the enclosure structure (2), and the rigidity of the first grouting body (3) is gradually increased from one side, near the midspan, far away from the midspan.
2. A three-dimensional variable stiffness abutment base according to claim 1, wherein the envelope (2) comprises a plurality of snap-in piles, the snap-in piles being of reinforced concrete construction.
3. A three-dimensional variable-stiffness abutment base according to claim 1, wherein said second grouting body (4) comprises a second inner grouting body (41) and a second outer grouting body (42), said second inner grouting body (41) being a single-fluid grouting, said second outer grouting body (42) being a double-fluid grouting, said second inner grouting body (41) comprising at least two stiffness zones.
4. A three-dimensional variable stiffness abutment base according to claim 1, wherein the first grouting body (3) is a single-shot grouting.
5. A three-dimensional variable stiffness abutment base according to claim 1, characterized in that the top surface of the envelope (2) has a cap beam (5).
6. A three-dimensional variable stiffness abutment base according to any one of claims 1 to 5, wherein the first grouting body (3) comprises at least three stiffness zones.
7. A three dimensional variable stiffness abutment base as defined in claim 6, wherein the stiffness of the zones of different stiffness is controlled by the grouting spacing and grouting amount.
8. A three-dimensional variable stiffness abutment base according to claim 7, wherein the determination of the grouting pitch and grouting volume of the first grouting body (3) comprises the steps of:
a. determining the maximum stress of the arch base plane according to the stress condition of the arch base (6)P kmax And minimum stressP kmin The number of the rigidity areas of the first grouting body (3) is drawn up, and the maximum stress value of each rigidity area is obtained;
b. obtaining the average value of the cube compressive strength of the standard-maintained pile body test block according to experimentsf cu Combining formulasObtaining a vertical bearing capacity characteristic value of the first reinforcement single pile, wherein,λthe coefficient is exerted for the bearing capacity of the single pile,A p the pile bottom area of the pile body test block is; according to->Obtaining a vertical bearing capacity characteristic value of the second reinforcement single pile, whereinu p For the circumference of the pile,q si is the circumference of the pileiThe characteristic value of the side resistance of the layer soil,i=1,2…n；l pi is the first range of pile lengthiThe thickness of the layer soil;α p the coefficient is exerted for the resistance of the pile end,q p is the characteristic value of pile end resistance; taking characteristic value of vertical bearing capacity of reinforced single pileR a =max（R a1 、R a2 ）；
c. Grouting hole arrangement mode and interval combination according to each planned rigidity areaDetermining the displacement rate of the corresponding stiffness regionmWhereindFor the average diameter of the pile body,d e the equivalent circle diameter of the treatment foundation area shared by one pile;
d. bonding ofAcquiring characteristic value of bearing capacity of composite foundationf spk ，βThe coefficient is exerted for the bearing capacity of the soil between piles,f sk the characteristic value of the bearing capacity of the soil between the piles after the treatment;
e. for a pair off spk By usingCorrecting to obtain corrected composite foundation bearing capacity characteristic valuef spa Wherein, the method comprises the steps of, wherein,γ m is the weighted average weight of the earth above the foundation bed,his the foundation burial depth;
f. if the corrected composite foundation bearing capacity characteristic value is greater than or equal to the maximum stress value of the corresponding stiffness region, the grouting hole spacing and grouting amount of the corresponding stiffness region meet the requirements.
9. A three-dimensional variable stiffness abutment base according to claim 8, wherein in step c, when the grouting holes are arranged in the form of equilateral triangular pilesd e =1.05sThe method comprises the steps of carrying out a first treatment on the surface of the When the grouting holes are arranged in a square pile distribution mode, thend e =1.13sWhen the grouting holes are arranged in a rectangular pile distribution mode, thenWherein, the method comprises the steps of, wherein,srepresenting the spacing of the piles and,s 1 representing the spacing of the longitudinal piles,s 2 and (5) spacing of transverse piles.
10. A method of constructing a abutment foundation, using a three-dimensional variable stiffness abutment foundation as defined in any one of claims 1 to 9, comprising the steps of:
s1, constructing a guide wall, and constructing an enclosure structure (2) through positioning the guide wall;
s2, grouting respectively to form a first grouting body (3) and a second grouting body (4);
s3, excavating a foundation pit of the bearing platform (1), and constructing the bearing platform (1) to finish the construction of the arch foundation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310978999.6A CN117051694A (en) | 2023-08-04 | 2023-08-04 | Three-dimensional rigidity-variable arch base foundation and construction method thereof |
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