CN103911983A - Tire-gravel drainage pile composite foundation treatment method - Google Patents
Tire-gravel drainage pile composite foundation treatment method Download PDFInfo
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- CN103911983A CN103911983A CN201410153840.1A CN201410153840A CN103911983A CN 103911983 A CN103911983 A CN 103911983A CN 201410153840 A CN201410153840 A CN 201410153840A CN 103911983 A CN103911983 A CN 103911983A
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Abstract
The invention discloses a tire-gravel drainage pile composite foundation treatment method. The method includes the following steps: step1, determining related parameters including reinforcing range of a foundation, pile body arranging mode, interval of tire-gravel piles, reinforcing depth of the foundation, pile diameter, filling quantity in pile holes and thickness of gravel cushion layers at the tops of sand gravel piles; step 2, according to the parameters acquired in step 1, performing construction, namely fixing sleeves at positions of a pile body arranged, beating the sleeves into soil at the preset design depth, arranging a tire in each sleeve, putting gravel into the inner side of each tire, and pulling out the sleeves to the set height, wherein the gravel in the sleeves is discharged into the soil by compressed air; vibrating while drawing the sleeves to the ground to form piles. The advantages that gravel piles are high in construction speed, conducive to accelerating of drainage and consolidation of foundation soil, low in manufacturing cost and the like, of the gravel piles in composite foundation treatment are combined.
Description
Technical field
The invention belongs to field of civil engineering, relate to a kind of tire-gravel drainage pile treatment process of composite foundation.
Background technology
Broken stone pile and Experiment of Sand Column Composite Foundation are a kind of processing methods that soft foundation is conventional, can be used to reinforce sand, silt foundation, and the bearing capacity of increase ground, reduces settling amount, prevents the generation of earthquake liquefaction, can also increase the resistance to overturning of weak soil simultaneously.But broken stone pile and sand pile bearing capacity of single pile and Bearing Capacity of Composite Foundation are lower, and broken stone pile and Experiment of Sand Column Composite Foundation be while destroying, and majority is that pile body first destroys, and is only afterwards comprehensive destruction of composite foundation.The destruction of pile body is expansion damage mostly, this is because incohesive existence between broken stone pile or sand pile pellet, only relying on stake to press around keeps it to bear the ability of load, under the effect of load, be positioned at the confined pressure that the pile peripheral earth of shallow surface provides too small, be not enough to retrain pile body opposing vertical load and keep geometry constant, now pile body is just likely broken through the weak spot of lateral pressure deficiency and is caused pile body expansion damage.Therefore, no matter top soil rigidity size of granular pile, in the time that confined pressure is not enough, all may there is pile body expansion damage in discrete material pile.
Deflection is greatly also a defect of granular pile, in discrete material pile composite foundation, because the ability of pile body opposing lateral deformation itself is very little, so this class composite foundation can produce radial deformation after being vertically subject to load action, pile peripheral earth can provide certain radial constraint, can be broken stone pile certain radial constraint is provided, but pile peripheral earth opposing horizontal movement itself is limited in one's ability, when construction, the disturbance meeting of pile peripheral earth is further weakened the radial constraint effect of the soil body, cause the distortion of the discrete material pile such as broken stone pile or sand pile to want specific rigidity stake large.
Along with the develop rapidly of auto industry and transportation, junked tire is more and more in addition, forms black rubbish, causes black pollution.Junked tire is fully utilized, and its product is applied to the field such as traffic and building becomes the important topic of China's sustainable development.Junked tire is applied to ground processing, and to have corrosion resistance strong, the advantages such as good endurance.
If the stake week at granular pile applies a constraint radially, be that ability or the bearing capacity of single pile of granular pile resistance to deformation all can have greatly improved, and the intrinsic form of junked tire and loading characteristic can provide radial constraint for granular pile just.
Summary of the invention
In order to address the above problem, the present invention proposes a kind of tire-replacement stone pile composite foundation and method for processing foundation.Tire can provide very high radial constraint for inner rubble, improve broken stone pile load, the especially distortion of top pile body of restricted internal rubble pile body, thereby make the existing high supporting capacity of composite foundation, there is again strong water permeability, can be in the performance that improves broken stone pile in mechanics and compatibility of deformation.The present invention had both utilized junked tire, again for the construction of composite foundation has brought facility.
For achieving the above object, the present invention adopts following technical scheme:
Tire-gravel drainage pile treatment process of composite foundation, comprises the following steps:
Step 1 is determined relevant parameter, comprises the amount of filler in the spacing, tire replacement stone pile composite foundation reinforcement depth, stake footpath, stake hole of reinforcing scope, pile body arrangement, the tire broken stone pile of ground, the thickness of sand broken stone pile top hardcore bed.
The parameter that step 2 obtains according to step 1, construct:
In the position that pile body is set, will overlap effective leading truck and fix; Sleeve pipe is squeezed in soil, and casing length is 1.15 times of pile body design length; Sleeve pipe is driven into predetermined projected depth; Prefabricated drain hole outside tire, drain hole is that diameter is 10mm, the spacing between described drain hole is 100mm; In sleeve pipe, settle tire, then in tire, drop into rubble, then limit vibration limit tube drawing, pipe-pulling speed is 1.0～1.5m/min; Extract sleeve pipe to ground and pile;
Definite method of the reinforcing scope of the ground described in step 1 is as follows: reinforcing scope is greater than foundation bed area and is no less than 1～3 campshed in basic outer rim increase.
Pile body method for arranging described in step 1 is as follows: need carry out large area (﹥ 1000m
2) full hall is while processing, pile body adopts equilateral triangle to arrange; For single footing or strip foundation, stake position adopts square, rectangle, or isosceles triangle is arranged; For circular foundation or ring foundation, adopt radioactivity to arrange.
The spacing of the tire broken stone pile described in step 1 determines that method is as follows: pile spacing is not more than 4.5 times of tire broken stone pile diameter.
Definite method of the ground stabilization degree of depth described in step 1 is as follows:
1., when the buried depth of soil supporting layer little (﹤ 10m), should press the buried depth of bearing stratum and determine.
2., when soil supporting layer buried depth large (>=10m), for the engineering of Deformation control, reinforcement depth should meet the distortion of tire replacement stone pile composite foundation and be no more than the requirement of structure foundation allowable strain; For the engineering of pressing stability control, reinforcement depth should be greater than the degree of depth of most dangerous slip surface face.
3., in Liquefaction Foundation, reinforcement depth should adopt by the pertinent regulations of existing national standard " seismic design provision in building code " GB50011-2010.
4., stake longly can not be less than 4m, and be no more than 30m.
Stake footpath described in step 1 determines that method is as follows: while adopting immersed tunnelling method pile, diameter is 0.3～0.8m, and the diameter that saturated cohesive soil ground is answered is 0.5～0.8m.
Filler method for determination of amount in stake hole described in step 1:
Amount of filler in stake hole equals a pore volume and is multiplied by fullness coefficient, and fullness coefficient gets 1.2～1.4;
Tire broken stone pile is rubble, cobble, dust, circle gravel, aggregate chips or its mixture for filler, and wherein mud content must not be greater than 5%; The maximum particle of crushed stone is not more than 50mm.
The thickness of the sand broken stone pile top hardcore bed described in step 1 is 300～500mm.
Sequence of construction described in step 2 is: should in the middle of peripheral or two side direction, carry out sand foundation, to cohesive soil ground should be from centre to the periphery or every applying work.
Described in step 2, pile position and design attitude deviation are not more than 50mm, and stake footpath Deviation Control is in 20mm, and the long deviation of stake is not more than 100mm.
After step 2 completes, construction quality is detected, comprise following content:
1,, after construction period and construction finish, check the construction note of stake; Check sleeve pipe heave amplitude and speed.
2, the detection of construction quality of pile body adopts Single Pile Load test, adopts dynamic sounding to detect to pile body, and inter-pile soil is adopted to standard injection, static sounding, and dynamic sounding or other home position testing methods detect.
3,, when ground final acceptance of construction, bearing capacity examination adopts composite foundation loading test;
4, composite foundation loading test is no less than 0.5% of total amount of pile, and the Bearing Capacity of Composite Foundation testing site of each single building is no less than 3 points.
Work progress except observing relevant code regulation, should also be noted that following some:
1. before formal construction, should carry out pile test, with the reasonability of demonstration test parameter, in the time finding to meet design requirement, design need be tested or change to relevant parameters again
2., while formally construction, the stake that propose in strict accordance with design is long, pilespacing, stake footpath, amount of filler and test definite pile pipe pipe-pulling speed and height, the construction parameters such as the operating current of load time, motor are constructed, to guarantee the equal continuity of even pile body of extruding.
3. should ensure that crane gear is steady, leading truck is perpendicular to the ground, and vertical missing should not be greater than 1.5%, and pore-forming center is not more than 50mm with design pile center deviation, and stake footpath Deviation Control is in 20mm, and the long deviation of stake is not more than 100mm.
4. sequence of construction: the sequence of construction by two side direction centers is carried out, jumps and beats every stake every row.
Beneficial effect of the present invention is as follows:
The present invention is the advantage in composite foundation is processed in conjunction with broken stone pile, for example the Macadam Pile Construction speed is fast, be conducive to accelerate the discharging consolidation of foundation soil, cost is low etc., utilize junked tire to improve broken stone pile mechanics and compatibility of deformation, strengthened the bearing capacity of pile body and the bearing capacity of composite foundation, the radial deformation of tire constraint rubble, has reduced vertical deformation.Be the construction of the pile body condition that offers convenience, pipe-pulling speed is than broken stone pile piece simultaneously.Can not produce the disease of necking down and broken pile.Junked tire parcel broken stone pile forms gravel drainage pile and has environmental protection, twice laid, and speed of application is fast, and cost is low, and discharging consolidation is effective, and pile body settling amount is little, single pile and Bearing Capacity of Composite Foundation advantages of higher.
Brief description of the drawings
Fig. 1 is tire-rubble/sand drainage pile schematic diagram.
Fig. 2 is that tire-stone sand/draining pile body is arranged schematic diagram.
Fig. 3 is tire-stone sand/draining pile body arrangement form figure.
Detailed description of the invention
Below in conjunction with accompanying drawing and example 1, the invention will be further described:
Tire-gravel drainage pile treatment process of composite foundation, comprises the following steps:
Step 1 is determined relevant parameter, comprises the amount of filler in the spacing, tire replacement stone pile composite foundation reinforcement depth, stake footpath, stake hole of reinforcing scope, pile body arrangement, the tire broken stone pile of ground, the thickness of sand broken stone pile top hardcore bed.
The parameter that step 2 obtains according to step 1, construct:
In the position that pile body is set, will overlap effective leading truck and fix; Casing length is 1.15 times of pile body projected depth, and sleeve pipe is squeezed in soil to predetermined projected depth; Prefabricated drain hole outside tire, drain hole is that diameter is 10mm, the spacing between described drain hole is 100mm; In sleeve pipe, settle tire, then in tire, drop into rubble, then will overlap tube edge vibration limit tube drawing, pipe-pulling speed is 1.0～1.5m/min; Extract sleeve pipe to ground and pile;
Step 3 detects the construction quality of pile body.
Definite method of the reinforcing scope of the ground described in step 1 is as follows: reinforcing scope is greater than foundation bed area and is no less than 1～3 campshed in basic outer rim increase.
Pile body method for arranging described in step 1 is as follows: need carry out large area (﹥ 1000m
2) full hall is while processing, pile body adopts equilateral triangle to arrange; For single footing or strip foundation, stake position adopts square, rectangle, or isosceles triangle is arranged; For circular foundation or ring foundation, adopt radioactivity to arrange.
The spacing of the tire broken stone pile described in step 1 determines that method is as follows: pile spacing is not more than 4.5 times of tire broken stone pile diameter.
Definite method of the ground stabilization degree of depth described in step 1 is as follows:
1., when the buried depth of soil supporting layer little (﹤ 10m), should press the buried depth of bearing stratum and determine.
2., when soil supporting layer buried depth large (>=10m), for the engineering of Deformation control, reinforcement depth should meet the distortion of tire replacement stone pile composite foundation and be no more than the requirement of structure foundation allowable strain; For the engineering of pressing stability control, reinforcement depth should be greater than the degree of depth of most dangerous slip surface face.
3., in Liquefaction Foundation, reinforcement depth should adopt by the pertinent regulations of existing national standard " seismic design provision in building code " GB50011-2010.
4., stake longly can not be less than 4m, and be no more than 30m.
Stake footpath described in step 1 determines that method is as follows: while adopting immersed tunnelling method pile, diameter is 0.3～0.8m, and the diameter that saturated cohesive soil ground is answered is 0.5～0.8m.
Filler method for determination of amount in stake hole described in step 1:
Amount of filler in stake hole equals a pore volume and is multiplied by fullness coefficient, and fullness coefficient gets 1.2～1.4;
Tire broken stone pile is rubble, cobble, dust, circle gravel, aggregate chips or its mixture for filler, and wherein mud content must not be greater than 5%; The maximum particle of crushed stone is not more than 50mm.
The thickness of the sand broken stone pile top hardcore bed described in step 1 is 300～500mm.
Sequence of construction described in step 2 is: should in the middle of peripheral or two side direction, carry out sand foundation, to cohesive soil ground should be from centre to the periphery or every applying work.
Described in step 2, pile position and design attitude deviation are not more than 50mm, and stake footpath Deviation Control is in 20mm, and the long deviation of stake is not more than 100mm.
Construction quality described in step 3 comprises following content:
(1), after construction period and construction finish, check the construction note of stake; Check sleeve pipe reciprocating extrusion vibration number and time, sleeve pipe heave amplitude and speed, each amount of filler.
(2) detection of construction quality of pile body adopts Single Pile Load test, adopts dynamic sounding to detect to pile body, and inter-pile soil is adopted to standard injection, static sounding, and dynamic sounding or other home position testing methods detect.
(3), when ground final acceptance of construction, bearing capacity examination adopts composite foundation loading test;
(4) composite foundation loading test is no less than 0.5% of total amount of pile, and the Bearing Capacity of Composite Foundation testing site of each single building is no less than 3 points.
Taking a project being positioned at impact Plain, the Yellow River as example, describe below:
Certain project is positioned at impact Plain, the Yellow River, belongs to areas formerly flooded by the Huanghe River, and geological condition has silt, clay, silt, clay from top to bottom.Groundwater table is in 2m left and right, and groundwater table is abundant.In order to reduce settlement amount after construction, ensure the stable of building, design adopts Lun Tai – gravel drainage pile composite foundation to process soft foundation.
As shown in Figure 1, a kind of tire-gravel drainage pile composite foundation, comprises pile body, and described pile body outside is junked tire, and outer tire provides radial constraint for rubble.Meanwhile, prefabricated drain hole in outer tire, can be to rubble partial drainage.The broken stone pile that has applied external constraint is modified as half firm half flexible pile by granular pile.
Pile body adopts arranged in squares as shown in Figure 3, and this ground place is that silt foundation pilespacing adopts the stake footpath of 4.5 times.According to mechanical execution condition, stake footpath is 0.5m, and long according to geological conditions stake is 8.5m, and through overtesting, this arrangement meets bearing capacity of foundation soil and distortion meets the demands.Processing method is: determine according to site condition, bridges and culverts ground stabilization is reinforced for full hall, reinforces area and is greater than foundation bed area and increases by 1 campshed in basic outer rim.Pile body should adopt arranged in squares, as shown in Figure 3.The spacing of tire broken stone pile should determine by field trial according to superstructure and place situation, and pile spacing is 4 times of tire broken stone pile diameter, i.e. 2m.According to foundation soil condition, bearing stratum buried depth is greater than 15m, and in order to ensure the Deformation control of engineering, reinforcement depth meets tire replacement stone pile composite foundation and is out of shape the requirement that is no more than structure foundation allowable strain, show that according to test reinforcement depth is 8.5m; By pile-forming equipment and soil layer situation.Determine that according to factors such as foundation soil situation and pile-forming equipments diameter is 0.5m.Determine by field trial, the fullness coefficient g of stake pore volume gets 1.2.Tire broken stone pile filler is rubble, and mud content is less than 5%.The maximum particle of crushed stone is not more than 50mm.The hardcore bed that a layer thickness is 300mm should be laid in stake top.
Specific construction technique is: on the ground the position of sleeve pipe is fixed, Vibration on Start-up machine, squeezes into sleeve pipe in soil, and sleeve pipe is driven into the 8.5m degree of depth, prefabricated drain hole outside tire, and drain hole is that diameter is 10mm, the spacing between described drain hole is 100mm; In sleeve pipe, settle tire then in tire, to drop into rubble, vibration limit, limit tube drawing, pipe-pulling speed is 1.0～1.5m/min; Extract pile pipe to ground and pile.
In work progress, crane gear is steady, and leading truck is perpendicular to the ground, and vertical missing is not more than 1.5%, and pore-forming center is 40mm with design pile center deviation, and stake footpath Deviation Control is in 20mm, and the long deviation of stake is 80mm.Sequence of construction: the sequence of construction by two side direction centers is carried out, jumps and beats every stake every row.
After construction period and construction finish, check the construction note of stake, check sleeve pipe reciprocating extrusion vibration number and time, sleeve pipe heave amplitude and speed, the construction notes such as each amount of filler.
The detection of construction quality of pile body is by testing Bearing Capacity of Composite Foundation, and test result is 235.0KPa, and tire Loar-boaring Capacity of Composite Gravel Foundation is apparently higher than Loar-boaring Capacity of Composite Gravel Foundation.
The present invention has realized the improvement of broken stone pile mechanics and compatibility of deformation performance, the comprehensive utilization of junked tire in civil engineering, and tire-replacement stone pile composite foundation pile body is arranged, tire replacement stone pile composite foundation construction method.
Claims (10)
1. tire-gravel drainage pile treatment process of composite foundation, is characterized in that: comprise the following steps:
Step 1 is determined relevant parameter, comprises the amount of filler in the reinforcement depth, stake footpath, stake hole of spacing, the ground of reinforcing scope, pile body arrangement, the tire broken stone pile of ground, the thickness of sand broken stone pile top hardcore bed;
The parameter that step 2 obtains according to step 1, constructs; In the position that pile body is set, sleeve pipe is fixed; Casing length is 1.15 times of designing pile length; Sleeve pipe is squeezed in soil to predetermined projected depth; In sleeve pipe, settle tire, then in tire, drop into rubble, vibration limit, limit tube drawing, pipe-pulling speed is 1.0～1.5m/min; Then sleeve pipe is pulled out to ground and pile.
2. tire-gravel drainage pile the treatment process of composite foundation as described in right 1, is characterized in that, definite method of the reinforcing scope of the ground described in step 1 is as follows: reinforcing scope is greater than foundation bed area and is no less than 1～3 campshed in basic outer rim increase.
3. tire-gravel drainage pile the treatment process of composite foundation as described in right 1, is characterized in that, the pile body method for arranging described in step 1 is as follows: need carry out area and be greater than 1000m
2full hall while processing, pile body adopts equilateral triangle to arrange; For single footing or strip foundation, stake position adopts square, rectangle, or isosceles triangle is arranged; For circular foundation or ring foundation, adopt radioactivity to arrange.
4. tire-gravel drainage pile the treatment process of composite foundation as described in right 1, is characterized in that, the spacing of the tire broken stone pile described in step 1 determines that method is as follows: pile spacing is not more than 4.5 times of tire broken stone pile diameter.
5. tire-gravel drainage pile the treatment process of composite foundation as described in right 1, is characterized in that, definite method of the reinforcement depth described in step 1 is as follows:
(1), in the time that the buried depth of soil supporting layer is less than 10m, answer buried depth to equal the height of bearing stratum;
(2), in the time that soil supporting layer buried depth is more than or equal to 10m, for the engineering of Deformation control, reinforcement depth is no more than the requirement of structure foundation allowable strain to meet tire replacement stone pile composite foundation distortion; For the engineering of pressing stability control, reinforcement depth should be greater than the degree of depth of most dangerous slip surface face;
(3), the stake of pile body longly can not be less than 4m, and be no more than 30m.
6. tire-gravel drainage pile the treatment process of composite foundation as described in right 1, is characterized in that, the stake footpath described in step 1 determines that method is as follows: while adopting immersed tunnelling method pile, diameter is 0.3～0.8m, and the diameter that saturated cohesive soil ground is answered is 0.5～0.8m.
7. tire-gravel drainage pile the treatment process of composite foundation as described in right 1, is characterized in that, the filler method for determination of amount in the stake hole described in step 1:
Amount of filler in stake hole equals a pore volume and is multiplied by fullness coefficient, and fullness coefficient gets 1.2～1.4;
Tire broken stone pile is rubble, cobble, dust, circle gravel, aggregate chips or its mixture for filler, and wherein mud content must not be greater than 5%; The maximum particle of crushed stone is not more than 50mm.
8. tire-gravel drainage pile the treatment process of composite foundation as described in right 1, is characterized in that, the thickness of the sand broken stone pile top hardcore bed described in step 1 is 300～500mm.
9. tire-gravel drainage pile the treatment process of composite foundation as described in right 1, is characterized in that, the sequence of construction described in step 2 is: should in the middle of peripheral or two side direction, carry out sand foundation, to cohesive soil ground should be from centre to the periphery or every applying work.
10. tire-gravel drainage pile the treatment process of composite foundation as described in right 1, is characterized in that, after completing steps 2, detect as follows construction quality:
(1). after construction period and construction finish, check the construction note of stake; Check sleeve pipe reciprocating extrusion vibration number and time, sleeve pipe heave amplitude and speed, each amount of filler;
(2). the detection of construction quality of pile body adopts Single Pile Load test, adopts dynamic sounding to detect to pile body, and inter-pile soil is adopted to standard injection, static sounding, dynamic sounding or other home position testing methods detect;
(3). when ground final acceptance of construction, bearing capacity examination adopts composite foundation loading test;
(4). composite foundation loading test is no less than 0.5% of total amount of pile, and the Bearing Capacity of Composite Foundation testing site of each single building is no less than 3 points.
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| CN107012853A (en) * | 2017-06-02 | 2017-08-04 | 孔淑娴 | A kind of highway engineering soft-soil foundation treatment method |
| CN107558468A (en) * | 2017-09-28 | 2018-01-09 | 开普天（上海）岩土科技有限公司 | Sand compaction pile former and method |
| CN108560542A (en) * | 2018-05-03 | 2018-09-21 | 湖北工业大学 | A kind of waste tire cladding builds the two-directed reinforcement and its construction method of slag |
| CN110984179A (en) * | 2019-12-25 | 2020-04-10 | 兰州理工大学 | Recyclable assembled drainage-collecting extruded-expanded-tire pile supporting structure and construction method |
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| CN112127352A (en) * | 2020-08-25 | 2020-12-25 | 盐城工学院 | Anti-clogging vacuum consolidation drainage and special-shaped pile forming soft soil reinforcing method based on waste tires |
| CN113818433A (en) * | 2021-09-10 | 2021-12-21 | 山东省交通规划设计院集团有限公司 | Variable-section waste tire pile composite foundation and construction process thereof |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106812129A (en) * | 2015-11-30 | 2017-06-09 | 中勘冶金勘察设计研究院有限责任公司 | A kind for the treatment of technology of the rigid pile composite foundation with discharging consolidation function |
| CN107012853A (en) * | 2017-06-02 | 2017-08-04 | 孔淑娴 | A kind of highway engineering soft-soil foundation treatment method |
| CN107558468A (en) * | 2017-09-28 | 2018-01-09 | 开普天（上海）岩土科技有限公司 | Sand compaction pile former and method |
| CN108560542A (en) * | 2018-05-03 | 2018-09-21 | 湖北工业大学 | A kind of waste tire cladding builds the two-directed reinforcement and its construction method of slag |
| CN110984179A (en) * | 2019-12-25 | 2020-04-10 | 兰州理工大学 | Recyclable assembled drainage-collecting extruded-expanded-tire pile supporting structure and construction method |
| CN110984179B (en) * | 2019-12-25 | 2021-07-09 | 兰州理工大学 | Recyclable assembled drainage-collecting extruded-expanded-tire pile supporting structure and construction method |
| CN112127359A (en) * | 2020-08-25 | 2020-12-25 | 盐城工学院 | Special-shaped pile cast-in-place pile forming method using waste tires as templates |
| CN112127352A (en) * | 2020-08-25 | 2020-12-25 | 盐城工学院 | Anti-clogging vacuum consolidation drainage and special-shaped pile forming soft soil reinforcing method based on waste tires |
| CN112127352B (en) * | 2020-08-25 | 2021-09-21 | 盐城工学院 | Anti-clogging vacuum consolidation drainage and special-shaped pile forming soft soil reinforcing method based on waste tires |
| CN113818433A (en) * | 2021-09-10 | 2021-12-21 | 山东省交通规划设计院集团有限公司 | Variable-section waste tire pile composite foundation and construction process thereof |
| CN113818433B (en) * | 2021-09-10 | 2022-11-29 | 山东省交通规划设计院集团有限公司 | Variable-section waste tire pile composite foundation and construction process thereof |
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