CN117536192A - Construction method for treating coastal backfill super-thick gravelly soil foundation - Google Patents
Construction method for treating coastal backfill super-thick gravelly soil foundation Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 74
- 239000002689 soil Substances 0.000 title claims abstract description 29
- 238000005056 compaction Methods 0.000 claims abstract description 28
- 238000000034 method Methods 0.000 claims abstract description 14
- 230000000694 effects Effects 0.000 claims abstract description 11
- 238000005096 rolling process Methods 0.000 claims abstract description 7
- 238000001514 detection method Methods 0.000 claims description 25
- 238000004062 sedimentation Methods 0.000 claims description 24
- 230000002787 reinforcement Effects 0.000 claims description 18
- 238000012360 testing method Methods 0.000 claims description 13
- 239000004575 stone Substances 0.000 claims description 11
- 230000035515 penetration Effects 0.000 claims description 6
- 238000013461 design Methods 0.000 claims description 5
- 238000005381 potential energy Methods 0.000 claims description 5
- 230000001502 supplementing effect Effects 0.000 claims description 5
- 230000001788 irregular Effects 0.000 claims description 4
- 239000002344 surface layer Substances 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 claims description 2
- 230000003068 static effect Effects 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 claims 1
- 230000007613 environmental effect Effects 0.000 abstract description 2
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/046—Improving by compacting by tamping or vibrating, e.g. with auxiliary watering of the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
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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
- E02D3/02—Improving by compacting
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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
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- Agronomy & Crop Science (AREA)
- Chemical & Material Sciences (AREA)
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention relates to the technical field of foundation treatment construction, in particular to a construction method for treating a coastal backfill super-thick gravelly soil foundation. The first step: preparing construction, arranging a foundation treatment site, leveling and measuring, and determining a tamping elevation; and a second step of: the first time of the spot ramming construction, the energy level is 18000 kN.m; and a third step of: the second time of the spot ramming dislocation construction, the energy level is 18000 kN.m, the fourth step: the third time of the spot ramming dislocation construction, the energy level is 10000 kN.m; fifth step: hydraulic tamping construction is adopted after field leveling; sixth step: detecting effects; seventh step: tamping; eighth step: and (5) vibrating and rolling. The method adopts the ultra-high energy level dynamic compaction combined with the hydraulic compaction to treat the ultra-thick backfill gravelly soil, can treat the coastal area backfill foundation with the thickness of 22m at one time, and has the characteristics of obvious treatment effect, uniform post-settlement, simple process, short construction period, environmental protection and the like.
Description
Technical Field
The invention relates to the technical field of foundation treatment construction, in particular to a construction method for treating a coastal backfill super-thick gravelly soil foundation.
Background
With the continuous development of economic construction, coastal areas filled with sea and land construction have become a construction trend. The coastal backfill super-thick gravelly soil has the characteristics of large settlement amount, uneven settlement, large treatment difficulty and the like. The dynamic compaction method is to freely drop the heavy hammer from the high position to provide impact force and vibration to the foundation so as to improve the strength of the foundation soil, reduce the compressibility of the soil and strengthen the foundation. The common dynamic compaction reinforcement method is continuously improved in energy level, but the purpose of uniform settlement in the later stage cannot be achieved, and the engineering with strict requirements on the foundation settlement difference cannot be met. For example, chinese patent No. 201711409946.3 discloses a construction method for backfilling super-thick gravelly soil foundation by dynamic compaction of 25000 KN.m. Although the method can treat the coastal backfill super-thick gravelly soil foundation with the thickness of 17-20 meters, the backfill mountain stones are irregular gravelly soil with the thickness of more than 20 meters, and the method is not applicable to projects with strict requirements on foundation settlement difference, has poor treatment effect and cannot guarantee settlement uniformity.
Disclosure of Invention
The invention aims to provide a construction method for treating the coastal backfill super-thick gravelly soil foundation, which aims to treat the coastal backfill super-thick gravelly soil foundation with the one-time backfill of more than 20 meters, and the prior dynamic compaction treatment energy level can not meet the uniform reinforcement effect.
In order to achieve the above purpose, the invention adopts the following technical scheme: a construction method for treating coastal backfill super-thick gravelly soil foundation is characterized in that the super-thick gravelly soil foundation is excavated and replaced by an integral replacement mode on an original coastal silt foundation, silt and mucky soil with the thickness of 9-14 m on the surface layer of the original coastal foundation are excavated and replaced, mountain stones are replaced and filled, and the total thickness of mountain stones in a land area reaches 22m at the maximum; backfilling mountain-opening stones which are irregular gravels with the maximum grain diameter not more than 75cm; the construction method comprises the steps of carrying out hydraulic tamping construction after three times of dynamic tamping point tamping construction, enabling sedimentation effects of different construction areas to be consistent, sedimentation to be uniform, and differential sedimentation to be within 5 per mill, and carrying out tamping supplementing reinforcement on positions with poor detection result uniformity by repeatedly adopting the hydraulic tamping;
the hydraulic ramming construction comprises the following steps: on the basis of dynamic compaction point tamping reinforcement, hydraulic compaction is adopted to fully cover and reinforce the position between dynamic compaction points; measuring and lofting is carried out on a foundation treatment site, the position of a tamping point is marked, the hydraulic tamping points are arranged in a square lattice shape, and at least three hydraulic tamping points are arranged between two adjacent dynamic tamping points left and right or upper and lower; compacting the operation points by aligning the hydraulic compactor hammers with the rammer plates, taking each two hammers as one group, repeatedly carrying out N groups, and measuring, recording and accumulating each group of settlement of the operation points; detecting compaction coefficients and K30 indexes in a depth range of 2m below a construction surface of the operation point until the relative settlement difference between the N group and the N-1 group is smaller than 20mm, wherein the detection standard of design and specification requirements is required to be met, if the operation point does not meet the detection standard, hydraulic tamper is required to be carried out on the operation point by taking each two hammers as a group, and the tamper point is arranged in a square lattice shape with half the distance of the original hydraulic tamper point until the detection standard is met; the mass of the hydraulic tamper is not less than 8t, the tamping potential energy is 40-100 kJ, and the tamping frequency is kept to be more than 30 times per minute during hydraulic tamping.
The construction method specifically comprises the following steps:
the first step: preparing construction, namely finishing a foundation treatment site, leveling, measuring and lofting, and determining a tamping elevation;
and a second step of: the first time of point ramming construction, measuring and lofting is carried out on a foundation treatment site, ramming point positions are marked, the energy level is 18000 kN.m, and the ramming points are distributed in a 10 multiplied by 10m square lattice shape; the final two-impact ramming amount is not more than 200mm, and the single-point hammer number is not less than 18 times; after the first-time spot ramming construction is completed, filling up the ramming pit and leveling the site by using an excavator in combination with a bulldozer, measuring the height of the foundation treatment site, and calculating the ramming amount;
and a third step of: the second time of point ramming construction, measuring and lofting are carried out on a foundation treatment site, ramming point positions are marked, the second time of ramming points are staggered with the first time of ramming points, the ramming points are distributed in a 10 multiplied by 10m square lattice shape, and the energy level is 18000 kN.m; the final two-impact ramming amount is not more than 200mm, and the single-point hammer number is not less than 18 times; after the second time of spot tamping construction is completed, filling up the tamping pit and leveling the site by using an excavator in combination with a bulldozer, measuring the height of the foundation treatment site, and calculating the tamping sinking amount;
fourth step: the third time of point ramming construction, measuring and lofting are carried out on a foundation treatment site, ramming point positions are marked, the third time ramming points are distributed in a staggered mode with the first time ramming point and the second time ramming point, the ramming points are distributed in a 5 multiplied by 10m rectangular mode, and the energy level is 10000 kN.m; the final two-impact ramming amount is not more than 200mm, and the single-point hammer number is not less than 16 times; after the third-time spot ramming construction is completed, filling up the ramming pit and leveling the site by using an excavator in combination with a bulldozer, measuring the height of the foundation treatment site, and calculating the ramming amount;
fifth step: the hydraulic tamping construction, on the basis of dynamic tamping point tamping reinforcement, the hydraulic tamping is adopted to fully cover and reinforce the position of the dynamic tamping point and the position of the tamping point; measuring and lofting at a foundation treatment site, marking the position of a tamping point, wherein the hydraulic tamping point is arranged in a 2m square lattice shape; compacting the operation points by aligning the hydraulic compactor hammers with the rammer plates, taking each two hammers as one group, repeatedly carrying out N groups, and measuring, recording and accumulating each group of settlement of the operation points; detecting compaction coefficients and K30 indexes in a depth range of 2m below a construction surface of the operation point until the relative settlement difference between the N group and the N-1 group is smaller than 20mm, wherein the compaction coefficients and the K30 indexes are required to meet detection standards required by design and specification, and if the operation point does not meet the detection standards, the operation point is required to be subjected to tamper repair by taking each hammer as a group until the operation point meets the detection standards; after hydraulic tamping construction is completed, filling up the tamping pit and leveling the site by using an excavator in combination with a bulldozer, measuring the height of the foundation treatment site, and calculating the tamping settlement; the mass of the hydraulic tamper is not less than 8t, the tamping potential energy is 40-100 kJ, and the tamping frequency is kept to be more than 30 times per minute during hydraulic tamping;
detecting the uniformity of foundation reinforcement, and detecting the uniformity of the reinforcement areas by adopting a dynamic sounding method, wherein the sedimentation effects of different construction areas are consistent, the sedimentation is uniform, and the differential sedimentation is within 5 per mill;
seventh step: repeatedly adopting a hydraulic tamper to perform tamper reinforcement on the position with poor uniformity of the detection result until all operation points meet detection standards, encrypting tamper points in the tamper supplementing process, and arranging tamper points in a 1 multiplied by 1m square lattice shape;
eighth step: vibration rolling: and (5) carrying out vibration rolling for 6-8 times by adopting a vibration press with exciting force larger than 400 kN.
In the second and third steps, the diameter of the rammer for treating the coastal backfill super-thick gravelly soil foundation is 2.5 meters, and the hammer weight is 100 tons.
The detection standard required by the specification refers to 6.3.14 requirements of the technical Specification for building foundation treatment (JGJ 79-2012), and the uniformity test of the dynamic compaction foundation can be performed by adopting in-situ tests such as dynamic penetration test or standard penetration test, static penetration test and the like, and indoor geotechnical test.
The invention can achieve the characteristics of obvious treatment effect, uniform later sedimentation, uniform sedimentation in different construction areas, differential sedimentation within 5 per mill, simple process, short construction period, environmental protection and the like by the analysis of the compaction sedimentation amount calculation result under the premise of ensuring the reinforcement treatment depth and the assistance of hydraulic compaction construction after the ultra-high energy level dynamic compaction construction.
Drawings
FIG. 1 is a schematic diagram of the overall arrangement of the first, second and third-pass dynamic compaction points of the present invention;
FIG. 2 is a schematic diagram of the hydraulic tamper point arrangement of the present invention;
FIG. 3 is a schematic diagram of the relative positions of the tamping points of the dynamic compaction and the hydraulic compaction of the present invention;
FIG. 4 is a schematic diagram of the tamper point arrangement of the present invention.
In the figure: 1-first-time point tamping of tamping point positions; 2-second-time point tamping of the tamping point position; 3-third-time point tamping of the tamping point positions; 4-hydraulic tamping point positions; and 5, tamping the tamping point positions by hydraulic tamping.
Detailed Description
The invention is further described below with reference to the accompanying drawings, but the invention is not limited to the specific embodiments.
Examples
The ultra-thick gravelly soil foundation aiming at the embodiment is that the original coastal silt foundation is excavated and replaced in an integral replacement mode, silt and mucky soil with the thickness of 9-14 m on the surface layer of the original coastal foundation are excavated, mountain stones are replaced and filled, and the total thickness of mountain stones in a land area is more than 22m; the backfilled mountain-opening stone is irregular gravelly soil, and the maximum grain diameter is not more than 75cm. And the differential requirement for foundation settlement is within 5 per mill.
The first step: preparing construction, namely finishing a foundation treatment site, leveling, measuring and lofting, and determining a tamping elevation;
and a second step of: the first time of point ramming construction, measuring and lofting is carried out on a foundation treatment site, ramming point positions are marked, the energy level is 18000 kN.m, and the ramming points are distributed in a 10 multiplied by 10m square lattice shape; the final two-impact ramming amount is not more than 200mm, and the single-point hammer number is not less than 18 times; after the first-time spot ramming construction is completed, filling up the ramming pit and leveling the site by using an excavator in combination with a bulldozer, measuring the height of the foundation treatment site, and calculating the ramming amount;
and a third step of: the second time of point ramming construction, measuring and lofting are carried out on a foundation treatment site, ramming point positions are marked, the second time of ramming points are staggered with the first time of ramming points, the ramming points are distributed in a 10 multiplied by 10m square lattice shape, and the energy level is 18000 kN.m; the final two-impact ramming amount is not more than 200mm, and the single-point hammer number is not less than 18 times; after the second time of spot tamping construction is completed, filling up the tamping pit and leveling the site by using an excavator in combination with a bulldozer, measuring the height of the foundation treatment site, and calculating the tamping sinking amount;
fourth step: the third time of point ramming construction, measuring and lofting are carried out on a foundation treatment site, ramming point positions are marked, the third time ramming points are distributed in a staggered mode with the first time ramming point and the second time ramming point, the ramming points are distributed in a 5 multiplied by 10m rectangular mode, and the energy level is 10000 kN.m; the final two-impact ramming amount is not more than 200mm, and the single-point hammer number is not less than 16 times; after the third-time spot ramming construction is completed, filling up the ramming pit and leveling the site by using an excavator in combination with a bulldozer, measuring the height of the foundation treatment site, and calculating the ramming amount;
fifth step: the hydraulic tamping construction, on the basis of dynamic tamping point tamping reinforcement, the hydraulic tamping is adopted to fully cover and reinforce the position of the dynamic tamping point and the position of the tamping point; measuring and lofting at a foundation treatment site, marking the position of a tamping point, wherein the hydraulic tamping point is arranged in a 2m square lattice shape; compacting the operation points by aligning the hydraulic compactor hammers with the rammer plates, taking each two hammers as one group, repeatedly carrying out N groups, and measuring, recording and accumulating each group of settlement of the operation points; detecting compaction coefficients and K30 indexes in a depth range of 2m below a construction surface of the operation point until the relative settlement difference between the N group and the N-1 group is smaller than 20mm, wherein the compaction coefficients and the K30 indexes are required to meet detection standards required by design and specification, and if the operation point does not meet the detection standards, the operation point is required to be subjected to tamper repair by taking each hammer as a group until the operation point meets the detection standards; after hydraulic tamping construction is completed, filling up the tamping pit and leveling the site by using an excavator in combination with a bulldozer, measuring the height of the foundation treatment site, and calculating the tamping settlement; the mass of the hydraulic tamper is not less than 8t, the tamping potential energy is 40-100 kJ, and the tamping frequency is kept to be more than 30 times per minute during hydraulic tamping;
detecting the uniformity of foundation reinforcement, and detecting the uniformity of the reinforcement areas by adopting a dynamic sounding method, wherein the sedimentation effects of different construction areas are consistent, the sedimentation is uniform, and the differential sedimentation is within 5 per mill;
seventh step: repeatedly adopting a hydraulic tamper to perform tamper reinforcement on the position with poor uniformity of the detection result until all operation points meet detection standards, encrypting tamper points in the tamper supplementing process, and arranging tamper points in a 1 multiplied by 1m square lattice shape;
eighth step: vibration rolling: and (5) carrying out vibration rolling for 6-8 times by adopting a vibration press with exciting force larger than 400 kN.
After the foundation is reinforced, the test effect is observed and verified, and 20 sedimentation trays are buried in the foundation, and are arranged in a 5 multiplied by 5m square grid shape. The crushed stone soil is piled up 5.0m above the sedimentation plates, and the accumulated sedimentation value of each sedimentation plate is measured. The observation period was 3 months. The differential sedimentation observations are shown in table 1. The result shows that the ultra-thick gravelly soil foundation is reinforced by the method, the settlement is uniform, and the differential settlement of the settlement data of each monitoring point is within 5 per mill.
Table 1 differential settlement observation units: mm (mm)
。
The foregoing has described exemplary embodiments of the invention, it being understood that any simple variations, modifications, or other equivalent arrangements which would not unduly obscure the invention may be made by those skilled in the art without departing from the spirit of the invention.
Claims (4)
1. A construction method for treating coastal backfill super-thick gravelly soil foundation is characterized in that the super-thick gravelly soil foundation is excavated and replaced by an integral replacement mode on an original coastal silt foundation, silt and mucky soil with the thickness of 9-14 m on the surface layer of the original coastal foundation are excavated and replaced, mountain stones are replaced and filled, and the total thickness of mountain stones in a land area reaches 22m at the maximum; backfilling mountain-opening stones which are irregular gravels with the maximum grain diameter not more than 75cm; the construction method comprises the steps of carrying out hydraulic tamping construction after three times of dynamic tamping point tamping construction, enabling sedimentation effects of different construction areas to be consistent, sedimentation to be uniform, and differential sedimentation to be within 5 per mill, and carrying out tamping supplementing reinforcement on positions with poor detection result uniformity by repeatedly adopting the hydraulic tamping;
the hydraulic ramming construction comprises the following steps: on the basis of dynamic compaction point tamping reinforcement, hydraulic compaction is adopted to fully cover and reinforce the position between dynamic compaction points; measuring and lofting is carried out on a foundation treatment site, the position of a tamping point is marked, the hydraulic tamping points are arranged in a square lattice shape, and at least three hydraulic tamping points are arranged between two adjacent dynamic tamping points left and right or upper and lower; compacting the operation points by aligning the hydraulic compactor hammers with the rammer plates, taking each two hammers as one group, repeatedly carrying out N groups, and measuring, recording and accumulating each group of settlement of the operation points; detecting compaction coefficients and K30 indexes in a depth range of 2m below a construction surface of the operation point until the relative settlement difference between the N group and the N-1 group is smaller than 20mm, wherein the detection standard of design and specification requirements is required to be met, if the operation point does not meet the detection standard, hydraulic tamper is required to be carried out on the operation point by taking each two hammers as a group, and the tamper point is arranged in a square lattice shape with half the distance of the original hydraulic tamper point until the detection standard is met; the mass of the hydraulic tamper is not less than 8t, the tamping potential energy is 40-100 kJ, and the tamping frequency is kept to be more than 30 times per minute during hydraulic tamping.
2. The construction method for treating coastal backfill super-thick gravelly soil foundation according to claim 1, wherein the construction method specifically comprises the following steps:
the first step: preparing construction, namely finishing a foundation treatment site, leveling, measuring and lofting, and determining a tamping elevation;
and a second step of: the first time of point ramming construction, measuring and lofting is carried out on a foundation treatment site, ramming point positions are marked, the energy level is 18000 kN.m, and the ramming points are distributed in a 10 multiplied by 10m square lattice shape; the final two-impact ramming amount is not more than 200mm, and the single-point hammer number is not less than 18 times; after the first-time spot ramming construction is completed, filling up the ramming pit and leveling the site by using an excavator in combination with a bulldozer, measuring the height of the foundation treatment site, and calculating the ramming amount;
and a third step of: the second time of point ramming construction, measuring and lofting are carried out on a foundation treatment site, ramming point positions are marked, the second time of ramming points are staggered with the first time of ramming points, the ramming points are distributed in a 10 multiplied by 10m square lattice shape, and the energy level is 18000 kN.m; the final two-impact ramming amount is not more than 200mm, and the single-point hammer number is not less than 18 times; after the second time of spot tamping construction is completed, filling up the tamping pit and leveling the site by using an excavator in combination with a bulldozer, measuring the height of the foundation treatment site, and calculating the tamping sinking amount;
fourth step: the third time of point ramming construction, measuring and lofting are carried out on a foundation treatment site, ramming point positions are marked, the third time ramming points are distributed in a staggered mode with the first time ramming point and the second time ramming point, the ramming points are distributed in a 5 multiplied by 10m rectangular mode, and the energy level is 10000 kN.m; the final two-impact ramming amount is not more than 200mm, and the single-point hammer number is not less than 16 times; after the third-time spot ramming construction is completed, filling up the ramming pit and leveling the site by using an excavator in combination with a bulldozer, measuring the height of the foundation treatment site, and calculating the ramming amount;
fifth step: the hydraulic tamping construction, on the basis of dynamic tamping point tamping reinforcement, the hydraulic tamping is adopted to fully cover and reinforce the position of the dynamic tamping point and the position of the tamping point; measuring and lofting at a foundation treatment site, marking the position of a tamping point, wherein the hydraulic tamping point is arranged in a 2m square lattice shape; compacting the operation points by aligning the hydraulic compactor hammers with the rammer plates, taking each two hammers as one group, repeatedly carrying out N groups, and measuring, recording and accumulating each group of settlement of the operation points; detecting compaction coefficients and K30 indexes in a depth range of 2m below a construction surface of the operation point until the relative settlement difference between the N group and the N-1 group is smaller than 20mm, wherein the compaction coefficients and the K30 indexes are required to meet detection standards required by design and specification, and if the operation point does not meet the detection standards, the operation point is required to be subjected to tamper repair by taking each hammer as a group until the operation point meets the detection standards; after hydraulic tamping construction is completed, filling up the tamping pit and leveling the site by using an excavator in combination with a bulldozer, measuring the height of the foundation treatment site, and calculating the tamping settlement; the mass of the hydraulic tamper is not less than 8t, the tamping potential energy is 40-100 kJ, and the tamping frequency is kept to be more than 30 times per minute during hydraulic tamping;
detecting the uniformity of foundation reinforcement, and detecting the uniformity of the reinforcing area in the fifth step by adopting a dynamic sounding method, wherein the sedimentation effects of different construction areas are consistent, the sedimentation is uniform, and the differential sedimentation is within 5 per mill;
seventh step: repeatedly adopting a hydraulic tamper to perform tamper reinforcement on the position with poor uniformity of the detection result until all operation points meet detection standards, encrypting tamper points in the tamper supplementing process, and arranging tamper points in a 1 multiplied by 1m square lattice shape;
eighth step: vibration rolling: and (5) carrying out vibration rolling for 6-8 times by adopting a vibration press with exciting force larger than 400 kN.
3. The construction method for treating coastal backfill super-thick gravelly soil foundation according to claim 2, wherein: in the second and third steps, the diameter of the rammer for treating the coastal backfilled super-thick gravelly soil foundation is 2.5 meters, the weight of the rammer is 100 tons, and the rammer is provided with a vent hole.
4. The construction method for treating coastal backfill ultra-thick gravelly soil foundation according to claim 1, wherein the detection standard required by the specification refers to requirements of the technical Specification for construction foundation treatment (JGJ 79-2012) 6.3.14, and the uniformity test of the dynamic compaction foundation can be performed by adopting a dynamic penetration test or a standard penetration test, a static penetration test in-situ test and an indoor geotechnical test.
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