CN114808581A - Construction method for deep soft foundation low embankment shallow layer - Google Patents
Construction method for deep soft foundation low embankment shallow layer Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 48
- 238000000034 method Methods 0.000 claims abstract description 50
- 239000004568 cement Substances 0.000 claims abstract description 28
- 238000002156 mixing Methods 0.000 claims abstract description 24
- 238000012545 processing Methods 0.000 claims abstract description 8
- 239000002689 soil Substances 0.000 claims description 44
- 238000005553 drilling Methods 0.000 claims description 30
- 239000004576 sand Substances 0.000 claims description 23
- 239000004567 concrete Substances 0.000 claims description 22
- 239000004575 stone Substances 0.000 claims description 22
- 230000008569 process Effects 0.000 claims description 20
- 238000003756 stirring Methods 0.000 claims description 18
- 235000008733 Citrus aurantifolia Nutrition 0.000 claims description 13
- 235000011941 Tilia x europaea Nutrition 0.000 claims description 13
- 239000004571 lime Substances 0.000 claims description 13
- 239000002002 slurry Substances 0.000 claims description 12
- 238000005507 spraying Methods 0.000 claims description 10
- 238000004140 cleaning Methods 0.000 claims description 9
- 239000002131 composite material Substances 0.000 claims description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 9
- 238000005086 pumping Methods 0.000 claims description 8
- 239000000203 mixture Substances 0.000 claims description 7
- 239000000843 powder Substances 0.000 claims description 5
- 238000005520 cutting process Methods 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 4
- 239000000654 additive Substances 0.000 claims description 3
- 230000000996 additive effect Effects 0.000 claims description 3
- 239000010881 fly ash Substances 0.000 claims description 3
- 239000012535 impurity Substances 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 238000005096 rolling process Methods 0.000 claims description 3
- 238000007873 sieving Methods 0.000 claims description 3
- 238000003892 spreading Methods 0.000 claims description 3
- 230000007480 spreading Effects 0.000 claims description 3
- 238000003825 pressing Methods 0.000 description 10
- 238000007596 consolidation process Methods 0.000 description 4
- 239000003795 chemical substances by application Substances 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 230000008859 change Effects 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000001816 cooling Methods 0.000 description 1
- 230000003247 decreasing effect Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 239000006260 foam Substances 0.000 description 1
- 239000004746 geotextile Substances 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 230000035945 sensitivity Effects 0.000 description 1
- 238000009751 slip forming Methods 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
- E01C3/04—Foundations produced by soil stabilisation
-
- 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
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
Abstract
The invention discloses a construction method for deep soft foundation low embankment shallow layer, which comprises the following steps that when the embankment filling height is in the range of 0-0.5m, the embankment is treated by adopting a filling method, and the treatment width of the two sides of the embankment is increased by at least 2.0m respectively; when the filling height of the embankment is within the range of 0.5-2.0m, the embankment is treated by adopting cement mixing piles, and the treatment width of the two sides of the embankment is increased by at least 2.0m-1.0m respectively; when the filling height of the embankment is within the range of 2.0-3.0m, CFG piles are adopted for processing, and the processing width of the two sides of the embankment is increased by at least 1.5m-1.0m respectively.
Description
Technical Field
The invention relates to the technical field of road construction, in particular to a construction method for a deep soft foundation low embankment shallow layer.
Background
In the road construction process and high-quality operation, the engineering technical problems that the soft soil roadbed faces are mainly two, one is the stabilization problem of the roadbed, namely the construction and the operation safety can be completed as soon as possible under the condition of ensuring the stability of the soft soil roadbed; secondly, the settlement problem of the subgrade is that most of the subgrade is settled to the greatest extent in the construction stage so as to reduce the settlement after construction and meet the engineering performance and design requirements of the subgrade; wherein, soft soil has the following characteristics: the water content is high, and the permeability coefficient is low; large pore ratio and high compressibility; the sensitivity is high; the shear strength is small, and the bearing capacity is extremely low; the soft soil layer is unevenly distributed.
Disclosure of Invention
The present invention is directed to solve the above problems of the background art, and provides a construction method for a deep soft foundation low embankment shallow layer.
The purpose of the invention can be realized by the following technical scheme:
a construction method for a deep soft foundation low embankment shallow layer comprises the following steps:
when the filling height of the embankment is in the range of 0-0.5m, the embankment is treated by adopting a filling method, and the treatment width of the two sides of the embankment is increased by at least 2.0m respectively;
when the filling height of the embankment is within the range of 0.5-2.0m, the embankment is treated by adopting cement mixing piles, and the treatment width of the two sides of the embankment is increased by at least 2.0m-1.0m respectively;
when the filling height of the embankment is within the range of 2.0-3.0m, CFG piles are adopted for processing, and the processing width of the two sides of the embankment is increased by at least 1.5m-1.0m respectively.
As a further scheme of the invention: the replacement and filling method comprises sand replacement and filling and lime soil replacement and filling; the concrete process for sand and stone replacement and filling comprises the following steps: inspecting the quality of the sand and stone, layering and paving the sand and stone, sprinkling water, tamping or rolling and leveling and acceptance inspection; the concrete process for filling and replacing the lime soil comprises the following steps: inspecting the quality of soil and lime powder, sieving, mixing lime and soil, cleaning the bottom of the tank, spreading lime and soil layer by layer, compacting by ramming, leveling and accepting.
As a further scheme of the invention: the concrete process of the cement mixing pile method comprises the following steps: pile position lofting, drill positioning, checking and adjusting the drill, forward-cycle drilling to a designed depth, opening a high-pressure grouting pump, reverse-cycle lifting and spraying cement slurry to a depth of 0.3m below a working datum plane, repeatedly stirring and drilling, spraying the cement slurry to the designed depth, reverse-cycle lifting and drilling to the ground surface, and finishing pile forming.
As a further scheme of the invention: the concrete process of the CFG pile composite roadbed method comprises the following steps: the method comprises the steps of positioning a spiral pile driver, rotating a drill bit after the drill bit lightly lands, putting down the drill bit, completing drilling, cleaning holes, measuring depth, pumping concrete, cleaning soil among piles, cutting a pile head and detecting a CFG pile foundation.
As a further scheme of the invention: when the cement mixing pile is used for deep and soft foundation shallow treatment, construction is sequentially carried out from the middle to the periphery or from one side to the other side.
As a further scheme of the invention: the pile driver is in place correctly, the deviation of hole positions is not more than 50mm, and the deviation of verticality of a drill rod is not more than 1.0%.
As a further scheme of the invention: when the CFG pile is used for deep and soft foundation shallow treatment, when the long spiral drill is used for pumping concrete to form the pile, after the drilling machine is in place, the vertical mark rods at the front and the back and the left and the right of the tower body of the drilling machine are used for checking the guide rods of the tower body and correcting the position, so that the drill rods are vertically aligned to the center of the pile position, and the verticality tolerance deviation of the CFG pile is ensured to be not more than 1%.
As a further scheme of the invention: the mixture is stirred and proportioned according to the mixing proportion requirement, and the impurity content of the broken stone and the stone chippings is not more than 5 percent; the feeding sequence is as follows: firstly, filling broken stone or pebble, then adding cement, fly ash and additive, and finally adding stone chips or sand; the stirring time per charge should not be less than 60 s.
As a further scheme of the invention: the stirring time of each batch is not less than 60s, and the slump of the mixture is controlled to be 16-20 cm.
The invention has the beneficial effects that:
for the condition of the low embankment, the deep soft foundation low embankment shallow layer treatment scheme is adopted, so that the structural damage to the roadbed soil body is reduced, and the purposes of reducing settlement and reducing settlement earthwork are achieved.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Example 1
The invention relates to a construction method for a deep soft foundation low embankment shallow layer, which comprises the following steps:
when the filling height of the embankment is in the range of 0-0.5m, the embankment is treated by replacement filling or light foam soil, and the treatment width of the two sides of the embankment is increased by at least 2.0m respectively;
when the filling height of the embankment is within the range of 0.5-2.0m, cement mixing piles (powder spraying piles) are adopted for treatment, and the treatment width of the two sides of the embankment is increased by at least 2.0m-1.0m respectively;
when the filling height of the embankment is within the range of 2.0-3.0m, CFG piles are adopted for processing, and the processing width of the two sides of the embankment is increased by at least 1.5m-1.0m respectively.
The replacement filling method can compact the replacement filled soil layer, so that the replacement filled soil layer can be treated, and the surface soil of the foundation can be reinforced; the foundation treated by the replacement method can diffuse and transmit the upper load to the lower horizontal layer, so that the foundation bearing capacity of the upper building is improved; in addition, the filled cushion layer has better water drainage property, and can promote pore water to be drained so as to accelerate soil consolidation. The treatment depth of the replacement method is generally not more than 3m, and simultaneously not less than 0.5m, because the thickness of the cushion layer is too small, the replacement effect is not obvious.
The replacement and filling method comprises sand replacement and soil replacement; the concrete process for sand and stone replacement and filling comprises the following steps: inspecting the quality of the sand and stone, layering and paving the sand and stone, sprinkling water, tamping or rolling and leveling and acceptance inspection; the concrete process for filling and replacing the lime soil comprises the following steps: inspecting the quality of soil and lime powder, sieving, mixing lime and soil, cleaning the bottom of the tank, spreading lime and soil layer by layer, compacting by ramming, leveling and accepting.
The bagged sand well is a continuation of a sand well drainage method, has smaller diameter, less material use, low cost, higher construction speed and better continuity compared with the prior art, and is more suitable for the construction of soft soil foundations. The bagged sand well material has high tensile strength, can play the roles of skid resistance and vertical reinforcement in a foundation, and has the maximum treatment depth of 25 m. In the deep and thick soft foundation treatment, the optimal sand well depth of 22m is determined by combining the requirement of the total construction period on the consolidation degree, the construction conditions and the like;
the drainage consolidation method comprises the following steps: leveling the original ground, paving a lower sand cushion layer, placing a machine tool in place, penetrating a shoe through a drainage plate, inserting a pipeline, separating the drainage plate, shifting the machine tool and paving an upper sand cushion layer.
The cement mixing pile method for treating the foundation soil has the unique advantages that: firstly, a curing agent is added into a soil layer, so that the original soil layer can be fully utilized; secondly, the influence of stirring and sinking on the existing buildings at the periphery is small; the selection of the curing agent is flexible, and the appropriate curing agent and proportion can be selected according to different foundation soil qualities; noise and pollution are low during construction, and construction can be performed in urban areas; fifthly, the foundation after being reinforced has less severe change compared with the original soil layer and has less influence on the subjacent layer; the reinforcing form is flexible, and different reinforcing forms can be selected according to the requirements of actual engineering. When the cement mixing pile is used for treating the foundation, the cement mixing pile is divided into a dry method and a wet method, namely a powder spraying pile and a slurry spraying pile, and the maximum treatment depth of the dry construction is 12m and the maximum treatment depth of the wet construction is 20 m;
the concrete process of the cement mixing pile method comprises the following steps: pile position lofting, drill positioning, checking and adjusting the drill, forward-cycle drilling to a designed depth, opening a high-pressure grouting pump, reverse-cycle lifting and spraying cement slurry to a depth of 0.3m below a working datum plane, repeatedly stirring and drilling, spraying the cement slurry to the designed depth, reverse-cycle lifting and drilling to the ground surface, and finishing pile forming.
The CFG pile composite roadbed is the most common semi-rigid pile composite roadbed, has certain bonding strength, can bear force in a full-length range, can fully exert the peripheral frictional resistance and end resistance of piles, and has the characteristics of large bearing capacity, small settlement, high stability and the like together with the soil between piles and a mattress layer. The CFG pile composite roadbed construction comprises two parts of pile and cushion layer construction, and can be divided into a long spiral auger concrete pumping pile forming method and a vibration pipe sinking method according to different construction machines, wherein the treatment depth is changed greatly according to different parameters of the construction machines and is generally not more than 25 m;
the concrete process of the CFG pile composite roadbed method comprises the following steps: the method comprises the steps of positioning a spiral pile driver, rotating a drill bit after the drill bit lightly lands, putting down the drill bit, completing drilling, cleaning holes, measuring depth, pumping concrete, cleaning soil among piles, cutting a pile head and detecting a CFG pile foundation.
The reinforcement principle of precast tubular pile is similar with the reinforcement principle of the composite roadbed of flexible piles such as cement mixing pile and the semi-rigid composite roadbed such as CFG pile, promptly: after the adjustment of the cushion layer, the friction resistance on the side of the pile is gradually exerted to the limit, and if the load is continuously increased, the load increment is born by the resistance of the pile end. The relative displacement required for exerting the pile side resistance is not a fixed value and is related to the size of the pile diameter, the construction process, the soil layer properties, the distribution position and the like. The prestressed pipe piles are different in length of sections, flexible in matching and convenient to lengthen, the length of the pile can be adjusted at any time according to the depth change of a bearing stratum of a construction site, pile cutting is reduced, and pile amount is saved. In addition, the pile-forming length is not limited by construction machinery, can be changed between 6 and 30m, and can be flexibly matched according to geological conditions;
the method for the prefabricated tubular pile composite roadbed specifically comprises the following steps: the static pressure machine is in place, the first section of pile is statically pressed, the second section of pile is lifted, the pile is connected through spot welding, the welding quality and the verticality are checked, the second section of pile is statically pressed, the pile pressing process is repeated until the designed pile length is reached, the pile position is moved, the next pile is constructed, the pile driving sequence is that in the road, the pile driving sequence is in the first road, the pile driving sequence is performed towards the two sides, after the construction of the pile in one section of road is finished, the quality of the whole pile is checked, the pile cap soil body is excavated, a soil mold is formed, pile cap reinforcing steel bars are bound, the cement concrete is cast in place, a broken stone cushion layer is paved, and a steel-plastic grid is paved.
Example 2
When the drainage consolidation method is adopted for deep, thick, soft and shallow treatment, in the process of setting a drainage system, when the construction of a longitudinal drainage body needs to be noticed, the distance is determined according to the magnitude of the permeability coefficient of a soil body; the drilling depth should penetrate through the soft soil layer or meet the design requirement; the punching process should ensure that the phenomena of breaking, folding and the like do not occur; the upper end is arranged in the middle of the cushion layer. When the transverse drainage body is constructed, the sand cushion layer is preferably arranged at a position which is 0.0 to 0.5m above the normal water line; the thickness is determined according to the final settlement of the road section, and is preferably 0.3-0.5 m; the paving needs to be uniform, the slope toe extends out 1.0m (wrapped by the reversed filter geotextile), and the phenomena of fault and the like do not occur. The concrete form of interim leading gutter has: a natural drainage method of a side ditch, a forced drainage method of a blind ditch and a water collecting well, a forced drainage method of a water collecting well in a road and the like. The construction needs to be well connected with the sand cushion and kept smooth (regular maintenance is needed).
When the cement mixing pile is used for deep and thick soft foundation shallow treatment, attention needs to be paid to the construction sequence of the cement mixing pile, and the cement mixing pile is preferably constructed from the middle to the periphery or from one side to the other side. In specific construction, the pile driver is required to be in place correctly, the deviation of hole positions is not more than 50mm, and the deviation of verticality of a drill rod is not more than 1.0%. Before the drilling machine drills, a site constructor needs to check and adjust in time. The drilling and lifting speed, the slurry supply and slurry stop time of the mixing pile machine are strictly controlled, and the drilling depth, the slurry spraying elevation and the slurry stop surface are controlled. When the multi-directional multi-shaft stirring cement-soil pile reaches the pile end, in-situ guniting stirring is carried out for 10-30s, the cement paste at the pile bottom and the soil body are fully and uniformly stirred, and then the stirring head is lifted, so that the pile forming quality is ensured. When the drill of the mixing pile machine is lifted to 2 meters below the working surface, the speed is preferably slow; when the guniting port is about to be lifted out of the working face, the lifting is stopped, guniting stirring is carried out for 10-30 seconds, and the pile head is ensured to be uniform and compact. In the pile forming process, construction is carried out according to the technological parameters determined by the tested pile strictly. When drilling is difficult due to resistance in drilling and stirring, the self weight of the stirring pile machine is increased, and then a pressurizing device is started to pressurize, or slurry is pumped while stirring and drilling are carried out.
When the CFG pile is used for deep and soft foundation shallow treatment, attention needs to be paid to the fact that when the long spiral drill is used for pumping concrete to form the pile, after the drill is in place, the guide rods of the tower body are checked by using vertical mark rods on the front and back, left and right sides of the tower body of the drill, the position is corrected, the drill rods are vertically aligned to the center of the pile position, and the allowable deviation of the verticality of the CFG pile is not larger than 1%. The mixture is stirred and proportioned according to the mixing proportion requirement, and the impurity content of the broken stone and the stone chippings is not more than 5 percent; the feeding sequence is as follows: firstly, filling broken stone or pebble, then adding cement, fly ash and additive, and finally adding stone chips or sand; the stirring time per charge should not be less than 60 s. The slump of the mixture is controlled to be 16-20 cm. Before pumping, the concrete pump hopper and the mixer stirring cylinder are prepared with clinker. When the drilling starts, the drilling speed is generally slow and then fast, so that the shaking of the drill rod can be reduced, and the deviation of the drilling is easy to check so as to correct in time. In the process of forming the hole, if the drill rod shakes or is difficult to drill, the footage should be slowed down, otherwise the pile hole is easy to deflect and displace, and even the drill rod and the drilling tool are damaged. During construction, the elevation difference of a construction working face is considered according to the designed pile length, and the elevation is correspondingly increased and decreased. When meeting a gravel layer or a pebble layer in the drilling process, the drilling footage is obviously slowed down, the frame slightly shakes, and the depth of the drill rod entering the gravel layer or the pebble layer can be judged according to the characteristics. After the hole is formed to the designed elevation, the mixture is pumped, the lifting speed of the pile is controlled within 2-3m/min, and the pile is continuously formed. After the pouring pile is formed, the pile head is covered by a cement bag for protection. The material charging amount of each pile in construction is not less than the designed pouring amount.
When the precast tubular pile is used for deep, thick, soft and shallow treatment, attention needs to be paid to the fact that the pile pressing speed cannot be too high in the pile pressing starting stage, the pile pressing speed is selected according to the soil condition displayed by a geological report, and the pile pressing speed is generally preferably 1.0 m/min. In the initial pile pressing range of 2-3m, the verticality of the pile body and the frame is mainly observed and controlled. The verticality control should be focused on the first section of pile, namely: and (3) stopping pressing when the pile is pressed into the soil for 0.5-1.0m, correcting the perpendicularity of the pile body from two orthogonal side surfaces of the pile, and pressing the pile formally until the perpendicularity deviation does not exceed 0.5% of the pile length. And stopping pile pressing when the pile head of the first section of pipe pile is pressed to a height of about 0.5-1.0m from the ground, and starting pile splicing operation. Before pile extension, the end plates of the upper pile and the lower pile are cleaned of floating rust and mud by a steel wire brush, and then the pile body is put down to carry out pile alignment. And after welding, naturally cooling for more than 8min, and continuing pressing the pile. When the designed elevation of the pile top is lower than the natural ground, pile feeding is needed. The pile feeder is selected to have a physical dimension matching the physical dimension of the pile to be driven and sufficient strength and rigidity. When the pile is sent, the axis of the pile sender is matched with the pile body.
While one embodiment of the present invention has been described in detail, the description is only a preferred embodiment of the present invention and should not be taken as limiting the scope of the invention. All equivalent changes and modifications made within the scope of the present invention shall fall within the scope of the present invention.
Claims (9)
1. A construction method for a deep soft foundation low embankment shallow layer is characterized by comprising the following steps:
when the filling height of the embankment is in the range of 0-0.5m, the embankment is treated by adopting a filling method, and the treatment width of the two sides of the embankment is increased by at least 2.0m respectively;
when the filling height of the embankment is within the range of 0.5-2.0m, the embankment is treated by adopting cement mixing piles, and the treatment width of the two sides of the embankment is increased by at least 2.0m-1.0m respectively;
when the filling height of the embankment is within the range of 2.0-3.0m, CFG piles are adopted for processing, and the processing width of the two sides of the embankment is increased by at least 1.5m-1.0m respectively.
2. The construction method for the deep soft foundation low embankment shallow layer according to claim 1, wherein the replacement filling method comprises sand replacement filling and lime-soil replacement filling; the concrete process for sand and stone replacement and filling comprises the following steps: inspecting the quality of the sand and stone, layering and paving the sand and stone, sprinkling water, tamping or rolling and leveling and acceptance inspection; the concrete process for filling and replacing the lime soil comprises the following steps: inspecting the quality of soil and lime powder, sieving, mixing lime and soil, cleaning the bottom of the tank, spreading lime and soil layer by layer, compacting by ramming, leveling and accepting.
3. The construction method for the deep soft foundation low embankment shallow layer according to the claim 1, characterized in that the concrete process of the cement mixing pile method is as follows: pile position lofting, drill positioning, checking and adjusting the drill, forward-cycle drilling to a designed depth, opening a high-pressure grouting pump, reverse-cycle lifting and spraying cement slurry to a depth of 0.3m below a working datum plane, repeatedly stirring and drilling, spraying the cement slurry to the designed depth, reverse-cycle lifting and drilling to the ground surface, and finishing pile forming.
4. The construction method for the deep soft foundation low embankment shallow layer according to the claim 1, characterized in that the concrete process of the CFG pile composite roadbed method is as follows: the method comprises the following steps of positioning a spiral pile driver, rotationally drilling after a drill bit lands, putting down the drill bit, completing drilling, cleaning holes and measuring depth, pumping concrete, cleaning soil among piles, cutting a pile head and detecting a CFG pile foundation.
5. The construction method for the deep soft foundation low embankment shallow layer according to the claim 3, characterized in that when the deep soft foundation shallow layer treatment is carried out by using the cement mixing pile, the construction sequence is carried out from the middle to the periphery.
6. The construction method for the deep soft foundation low embankment shallow layer according to claim 5, wherein the pile machine is in place correctly, the deviation of hole position is not more than 50mm, and the deviation of verticality of the drill rod is not more than 1.0%.
7. The construction method for the deep soft foundation low embankment shallow layer according to claim 4, wherein when the CFG pile is used for deep soft foundation shallow treatment and long auger concrete pumping is used for pile forming construction, after the drilling machine is in place, vertical mark rods at the front, the back, the left and the right of the tower body of the drilling machine are used for checking the guide rods of the tower body, and the position is corrected, so that the drill rods are vertically aligned with the center of the pile position, and the verticality tolerance deviation of the CFG pile is ensured to be not more than 1%.
8. The construction method for the deep soft foundation low embankment shallow layer according to claim 7, characterized in that the mixture stirring is carried out according to the mixing proportion requirement, and the impurity content of broken stones and stone chippings is not more than 5%; the feeding sequence is as follows: firstly, filling broken stones or pebbles, then adding cement, fly ash and an additive, and finally adding stone chips or sand; the stirring time per charge should not be less than 60 s.
9. The construction method for the deep soft foundation low embankment shallow layer according to claim 8, wherein the stirring time of each batch of materials is not less than 60s, and the slump of the mixture is controlled within 16-20 cm.
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB9410072D0 (en) * | 1990-04-30 | 1994-07-06 | Ong Say K | Method of constructing a roadway |
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