CN115045259A - Rigid-flexible composite thick-shell composite foundation technology and construction method - Google Patents
Rigid-flexible composite thick-shell composite foundation technology and construction method Download PDFInfo
- Publication number
- CN115045259A CN115045259A CN202210747547.2A CN202210747547A CN115045259A CN 115045259 A CN115045259 A CN 115045259A CN 202210747547 A CN202210747547 A CN 202210747547A CN 115045259 A CN115045259 A CN 115045259A
- Authority
- CN
- China
- Prior art keywords
- composite
- rigid
- pile
- foundation
- flexible
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 239000002131 composite material Substances 0.000 title claims abstract description 139
- 238000010276 construction Methods 0.000 title claims abstract description 103
- 238000005516 engineering process Methods 0.000 title claims abstract description 29
- 239000002689 soil Substances 0.000 claims abstract description 82
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 36
- 239000010902 straw Substances 0.000 claims abstract description 32
- 239000004575 stone Substances 0.000 claims abstract description 22
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 19
- 238000005096 rolling process Methods 0.000 claims abstract description 15
- 230000015556 catabolic process Effects 0.000 claims abstract 8
- 238000006731 degradation reaction Methods 0.000 claims abstract 8
- 238000000034 method Methods 0.000 claims description 27
- 238000002156 mixing Methods 0.000 claims description 23
- 229910000831 Steel Inorganic materials 0.000 claims description 22
- 239000010959 steel Substances 0.000 claims description 22
- 239000004568 cement Substances 0.000 claims description 17
- 239000004567 concrete Substances 0.000 claims description 16
- 238000003756 stirring Methods 0.000 claims description 12
- 239000007788 liquid Substances 0.000 claims description 10
- 238000005056 compaction Methods 0.000 claims description 7
- 230000008901 benefit Effects 0.000 claims description 5
- 239000000835 fiber Substances 0.000 claims description 5
- 238000004062 sedimentation Methods 0.000 claims description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
- 230000009471 action Effects 0.000 claims description 3
- 239000002699 waste material Substances 0.000 claims description 3
- 238000004804 winding Methods 0.000 claims description 3
- 241000894006 Bacteria Species 0.000 claims description 2
- 239000004831 Hot glue Substances 0.000 claims description 2
- 238000007596 consolidation process Methods 0.000 claims description 2
- 230000002195 synergetic effect Effects 0.000 claims description 2
- 238000011065 in-situ storage Methods 0.000 abstract description 12
- 230000001066 destructive effect Effects 0.000 description 11
- 238000003860 storage Methods 0.000 description 8
- 238000013461 design Methods 0.000 description 6
- 238000001179 sorption measurement Methods 0.000 description 6
- 230000008569 process Effects 0.000 description 5
- 238000005507 spraying Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 239000000843 powder Substances 0.000 description 4
- 239000003595 mist Substances 0.000 description 3
- 238000007789 sealing Methods 0.000 description 3
- 238000013329 compounding Methods 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 2
- 238000011049 filling Methods 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 150000002500 ions Chemical class 0.000 description 2
- 239000002245 particle Substances 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 241000233866 Fungi Species 0.000 description 1
- 238000000889 atomisation Methods 0.000 description 1
- 230000002457 bidirectional effect Effects 0.000 description 1
- 229910052799 carbon Inorganic materials 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000003912 environmental pollution Methods 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000010030 laminating Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 239000013589 supplement Substances 0.000 description 1
Images
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/16—Foundations formed of separate 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
- E02D3/005—Soil-conditioning by mixing with fibrous materials, filaments, open mesh or the like
-
- 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
-
- 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
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
-
- 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
- E02D5/223—Details of top sections of foundation piles
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
Abstract
The invention discloses a rigid-flexible composite thick shell layer composite foundation technology and a construction method, which are characterized by comprising the following steps: the deep soft foundation rigid-soft shell composite foundation system is formed by cooperation of a deep soft foundation flexible thick shell layer, a deep soft foundation rigid composite thick shell layer, a reinforced concrete pile cap cover plate, a broken stone mattress layer and a rolling and tamping soil arch layer, during construction, the deep soft foundation is firstly treated by an environment-friendly plant type straw degradation and drainage technology, so that the characteristic value of the bearing capacity of the in-situ deep soft foundation or a dredger fill fabricated ground is increased to be more than or equal to 80kPa from 0-20 kPa, when the post-construction settlement value is less than or equal to 15cm, a large-diameter rigid composite sparse pile is implanted to form the deep soft foundation rigid-soft shell composite foundation system with the cooperation of the large-diameter rigid composite sparse pile, the large-diameter rigid composite sparse pile is formed, the integral stability, the bearing capacity is high, the water resistance, the horizontal thrust force is large, the post-construction settlement is small (controllable), the characteristic value of the bearing capacity of the foundation is between 250-500 kPa, and the post-construction settlement is less than or equal to 0.4-12 cm (controllable).
Description
Technical Field
The invention relates to a technology and a construction method for a deep soft foundation rigid-flexible composite thick-shell composite foundation, which are suitable for treating large-area deep soft foundations such as expressways, high-speed railway foundations, port and wharf storage yards, airport foundations, freight storage yards, petrochemical oil storage bases, nuclear power plant foundations, municipal roads and the like, and have the advantages of overall stability, high bearing capacity, high horizontal thrust resistance and small post-construction settlement.
Background
The existing deep soft foundation comprises an in-situ deep soft foundation or a deep soft foundation for dredger fill, when the deep soft foundation with the thickness of more than 8m is processed, the method is characterized in that a simple rough surface riprap rolling method, a replacement filling method and a direct pile foundation treatment method are often adopted, the phenomenon that deep soft foundation and pile foundation are not matched and not coordinated is caused after the construction, the reason is that the heavy pile foundation is treated by light soft foundation, the negative friction effect around the pile after the pile foundation is implanted is rather increased, the requirements of design and construction of a composite foundation can be met after the pile foundation is considered to penetrate through a deep soft foundation layer to reach a pile foundation bearing layer one by one, otherwise, in reality, when the deep and thick soft foundation is not processed or is not processed in place, the construction of the pile foundation is performed urgently, and as a result, the whole settlement of the 'composite foundation' after construction is overlarge, slippage and collapse are caused, and overhaul are performed, so that the engineering quality, the social benefit and the subsequent use effect are greatly influenced, and even the engineering is scrapped; through more than twenty years of scientific research, construction, design tracking, theoretical research and actual combat summary, the main reason influencing the phenomena of overlarge overall settlement, slippage and collapse of the ' composite foundation ' after construction is the problem of water and energy in the deep soft foundation, in particular the problem of water in the treatment of the deep soft foundation, namely the problem of energy in the pile planting process of the deep soft foundation, and based on the fact that the ' composite foundation ' is overlarge overall settlement, slippage and collapse of the ' composite foundation ' caused by the fact that the ' deep soft foundation ' is not in place or the ' composite foundation is implanted with excessive soil compaction piles instead of digesting and releasing destructive negative energy in time, the invention provides a technology and a construction method of the ' composite foundation ' with the rigid-flexible thick shell layer ' of the deep soft foundation ' to overcome the phenomenon.
Disclosure of Invention
The invention relates to a deep soft foundation rigid-flexible composite thick shell layer composite foundation technology and a construction method, which mainly solve the problems that: (1) how to rapidly increase the bearing capacity characteristic value of deep soft foundation including in-situ deep soft foundation or foundation of dredger fill land from 0-20 kPa to more than or equal to 80kPa, and decrease the post-construction settlement value from 80cm to less than 15cm, the in-situ liquid (flowing) deep soft foundation soil is converted into plastic (non-flowing) deep soft foundation soil after treatment, and the deep soft foundation is degraded in 2 years after construction due to the environment-friendly plant straw drainage plate, the drainage channel fails and does not drain water, and the deep soft foundation does not continue to settle to form a stable and small (controllable) settling deep soft foundation flexible thick shell layer 1; (2) how to not destroy the soil around the pile when the large-diameter non-soil-extrusion rigid composite pile is planted, so that the soil between the pile foundation and the pile is always kept in a stress balance state, and destructive negative energy generated in construction can be quickly converted and released, and the destructive negative energy generated in the construction of the large-diameter rigid composite pile is converted and released into positive energy while the construction is carried out through an improved construction equipment process and a construction method, so that a stable deep and thick soft-foundation rigid composite pile thick shell layer 2 with high bearing capacity is formed; (3) under the cooperation of the deep soft foundation flexible thick shell layer 1, the deep soft foundation rigid composite pile thick shell layer 2, the reinforced concrete pile cap cover plate 7, the broken stone mattress layer 8 and the rolling compaction soil arch layer 9, the deep soft foundation rigid and flexible composite thick shell layer composite foundation with overall stability, high bearing capacity, large horizontal thrust resistance and small (controllable) settlement after construction is formed; after the composite foundation of the rigid and flexible composite thick shell layer of the deep soft foundation is formed, the stress distribution of piles and soil among the piles is orderly coordinated, the thick shell layer 2 of the rigid composite pile of the deep soft foundation bears more than 80 percent of additional load 10 under the action of the additional load 10, and the flexible thick shell layer 1 of the deep soft foundation bears less than 20 percent of additional load 10, when the additional load 10 is overloaded on the soil among the piles, a soil arch layer 9 (such as a soil arch beam) and a broken stone mattress layer 8 can be directly transmitted to a reinforced concrete pile cap cover plate 7 and then transmitted to a rigid composite pile 3 with a large diameter through rolling compaction, so that the phenomena of overlarge overall settlement, slippage and collapse of the composite foundation caused by the overload of the soil among the piles can be avoided; after the deep soft foundation rigid-flexible composite thick-shell layer composite foundation is completed, the total settlement after construction is less than 0.4 cm-12 cm, and the characteristic value of the bearing capacity of the foundation is 250 kPa-500 kPa, so that the requirements of highways, high-speed railway foundations, port and wharf storage yards, airport foundations, freight storage yards, petrochemical oil storage foundations, nuclear power plant foundations, municipal roads and the like on the bearing capacity and the settlement value after construction of different composite foundations are met.
The deep soft foundation rigid-flexible composite thick shell layer composite foundation technology and the construction method thereof are as follows: the deep soft foundation rigid-flexible composite thick shell composite foundation which is formed by jointly cooperating a deep soft foundation flexible thick shell layer 1, a deep soft foundation rigid composite pile thick shell layer 2, a reinforced concrete pile cap cover plate 7, a broken stone mattress layer 8 and a rolling and tamping soil arch layer 9 and has the advantages of overall stability, high bearing capacity, large horizontal thrust resistance and small (controllable) post-construction settlement, and the construction steps comprise the following steps:
a. when the deep soft foundation is treated, firstly, the environment-friendly plant type straw drainage plate is penetrated through and penetrated into a deep soft foundation soil layer to be treated, and the deep soft foundation is subjected to active drainage, exhaust and consolidation treatment by adopting a vacuum preloading method, so that a deep soft foundation flexible thick shell layer 1 with a certain thickness is finally formed, the shear strength of the deep soft foundation cross plate is more than or equal to 25kPa, the deep soft foundation cross plate is converted into stable plastic soil (no flow) from liquid soil (flow), the sedimentation value of the deep soft foundation flexible thick shell layer 1 is less than or equal to 15cm, and the characteristic value of the bearing capacity of the foundation is more than or equal to 80 kPa;
b. after the deep soft foundation flexible thick shell layer 1 is formed, when the sedimentation value is not more than 15cm and the characteristic value of the bearing capacity of the foundation is not less than 80kPa, a large-diameter cement soil stirring composite rigid pile or a large-diameter annular rigid composite pile is implanted into the deep soft foundation flexible thick shell layer, and finally a stable deep soft foundation rigid composite pile thick shell layer 2 with high bearing capacity is formed;
c. after the thick shell layer 2 of the deep and thick soft foundation rigid composite pile is formed, pouring a reinforced concrete pile cap cover plate 7 on each pile top;
d. when the strength of the reinforced concrete pile cap cover plate 7 reaches 100%, a geogrid layer is laid on the reinforced concrete pile cap cover plate, then a steel wire cage gravel belt with the width of 180cm and the height of 35cm is laid between the pile cap cover plate and the pile cap cover plate, and gravel with the height of 35cm and the same specification is laid at the gap of the steel wire cage gravel belt to form a gravel cushion layer 8 together;
e. after the broken stone mattress layer 8 is finished, paving rolling and tamping soil layers on the broken stone mattress layer every 40cm layer by layer until the thickness of the broken stone mattress layer is more than or equal to 200cm to form a rolling and tamping soil arch 9.
The step a of the environment-friendly plant-type straw drainage plate is characterized in that the environment-friendly plant-type straw drainage plate is produced by mixing short fiber mixed hot melt adhesive and other formulas after waste straws are crushed in farmlands.
As a further concrete example of this patent, step a the environmental protection plant type straw drain bar, after vacuum preloading construction treatment was accepted for 2 years, because of the effect of underground biological fungus destroyed environmental protection plant type straw drain bar fibre molecular chain and decomposed to break off, original drainage channel became invalid and no longer continued the drainage, formed the flexible thick shell layer 1 of deep soft base that no longer continues the settlement.
The method is characterized in that after the environment-friendly plant-type straw drainage plate in the step a is inserted into a deep soft foundation, the plant-type straw drainage plate is easy to be stirred and broken by a stirring head and a rod of a large-diameter cement soil stirring pile implanted in a subsequent process, so that the construction period delay caused by pile winding is avoided, and the pile forming quality is ensured; b, the implanted large-diameter cement-soil mixed composite rigid pile has the outer layer with the diameter of the cement-soil mixed pile
Wrapping with inner core of diameter
The composite pile of the rigid concrete pile has the characteristics of flexible outside and rigid inside, the composite pile is constructed and arranged into sparse piles in a full red equilateral triangle, and the distance between pile cores is 3.0D-4.5D (D is the diameter of the cement pile).
The method is further characterized in that after the environment-friendly plant-type straw drainage plate in the step a is inserted into the deep soft foundation, the plant-type straw drainage plate is easy to be broken by impact of a large-diameter annular double-steel pile casing implanted in a subsequent step, so that a cylinder sinking task is smoothly completed, and the construction quality and the construction period of the rigid composite pile are guaranteed; step (ii) ofb. The outer layer of the implanted large-diameter annular rigid composite pile is of an annular diameter
The rigid concrete pile with the thickness of 15 cm-20 cm is characterized in that an inner core is a compacted 'soil core soil' flexible column, the rigid composite pile formed by combining the rigid concrete pile and the compacted 'soil core soil' flexible column has the characteristics of rigidity outside and flexibility inside, the composite pile is constructed and arranged into a sparse pile of a full red equilateral triangle, and the distance between pile cores is 3.0D-4.5D (D is the outer diameter of the annular rigid composite pile).
More specifically, the reinforced concrete pile cap cover plate 7 is a cast-in-place pile cap cover plate with length, width and height of 150cm, 150cm and 20cm, the concrete is marked as C25, the reinforcing steel bars are phi 14@200 threaded double-layer meshes, and the thickness of the broken stone mattress layer 8 is 35cm, and the particle size is 3 cm-4 cm.
As a further concrete feature of the present patent, the thickness of the rolling compacted "soil arch" layer 9 is not less than 200 cm.
The method comprises the steps that after in-situ deep soft foundation and deep soft foundation of a dredger fill construction are treated, in-situ liquid (flowing) deep soft foundation soil is converted into plastic (non-flowing) deep soft foundation soil, a plant type straw drainage plate is degraded due to the action of underground biological bacteria 2 years after construction, a drainage channel is lost, no drainage is carried out, and a deep soft foundation flexible thick shell layer 1 which is not stable in settlement is formed; the invention discloses a technology and a construction method, and relates to a solution for quickly improving the bearing capacity characteristic value of a deep soft foundation including an in-situ deep soft foundation or a soft foundation manufactured by hydraulic filling from 0-20 kPa to more than or equal to 80kPa, reducing the post-construction settlement value from 80cm to less than 15cm, reducing the bearing capacity characteristic value of the foundation to 250 kPa-500 kPa, having high horizontal thrust resistance and small (controllable) post-construction settlement of 0.4 cm-12 cm.
The invention relates to a patent technology and a construction method, because waste straw crushed fiber in farmland is adopted as a raw material, the produced environment-friendly plant type straw drainage plate is used for treating deep soft foundation, and 7330m of emission to atmosphere is reduced per square meter 3 CO of 2 The method is gas, low-carbon and environment-friendly, and the scheme of compounding the rigid piles by adopting the in-situ silt soil is adopted for the large-diameter rigid composite piles, so that the deep and soft foundation silt soil is saved by more than 90 percent and the environmental pollution caused by secondary desilting transportation can be avoided.
Drawings
Fig. 1 is a schematic cross-sectional view of a deep soft foundation rigid-flexible composite thick shell composite foundation of the present invention, wherein: the deep soft foundation flexible thick shell layer 1, the deep soft foundation rigid composite pile thick shell layer 2, the large-diameter rigid composite pile 3, the bearing layer 4 of the deep soft foundation rigid and flexible composite thick shell layer, the anti-sinking and anti-pulling rigid composite pile 5, the bearing layer 6 of the anti-sinking and anti-pulling rigid composite pile, the reinforced concrete pile cap cover plate 7, the broken stone mattress layer 8, the rolling and tamping soil arch layer 9 and the additional load 10.
Detailed Description
The following description will further explain the deep soft foundation rigid-flexible composite thick shell layer composite foundation technology and construction method by combining the embodiment of the invention with the accompanying drawings.
The implementation scheme is as follows: a
The core of the deep and thick soft foundation treatment is the problem of water and energy, the deep and thick soft foundation comprises two parts of water, wherein the first part accounts for 70-80% of the total water content and is free water, and the second part accounts for 20-30% of the total water content and is organic adsorption water; the energy in the construction of the deep and thick soft foundation is also divided into two parts, the energy implanted into the pile during the construction is positive energy, and the redundant energy generated during the construction of the pile is destructive negative energy; if the traditional vacuum prepressing treatment of the plastic drainage plate is adopted to treat the deep soft foundation, free water accounting for 60-70% of the total water content can only be discharged in vacuum, if organic adsorption water accounting for 20-30% of the total water content is difficult to discharge, the vacuum suction force is not enough to separate the soil particles in the deep soft foundation from the tension between the organic adsorption water, the treated deep soft foundation soil is still in a liquid soil (flowing) state, the excavated deep soft foundation is still in a dripping state, the characteristic value of the bearing capacity of the foundation is not more than 55kPa, the settlement value after construction is not less than 60cm, the redundant energy generated after the group of piles are implanted is destructive negative energy, the stress between the piles in the deep soft foundation and the soil between the piles is unbalanced, the negative energy is easily absorbed and stored by the water in the deep soft foundation and the uncompressed gaps to generate statically indeterminate negative pressure stress, and the statically indeterminate negative pressure stress can not be released in time, the friction resistance value of the soil around the pile provided by the original geological survey report is greatly reduced, and the bearing capacity of a single pile is reduced, so that the requirements of the original design cannot be met after the construction of the original deep soft foundation composite foundation, the phenomena of pile repair, reworking and even collapse occur, and the damages of pile slipping, pile falling and 45-degree inclined piles also occur.
The method is mainly used for treating the deep soft foundation by adopting an environment-friendly plant type straw drainage plate technology vacuum preloading method, and mainly aims to enable the shear strength of a deep soft foundation cross plate to be more than or equal to 25kPa, change liquid soil (flowing) into plastic soil (non-flowing), enable the post-construction settlement value to be less than or equal to 15cm, enable the characteristic value of the bearing capacity of a foundation to be more than or equal to 80kPa, and form a stable deep soft foundation flexible thick shell layer 1; how to quickly realize that the in-situ deep soft foundation and the deep soft foundation of the dredger fill construction land are stable deep soft foundation flexible thick shell layers 1 needs three steps of two independent construction systems to be completed in a coordinated manner; the method comprises the following steps that a first independent construction system mainly discharges free water accounting for 60-70% of the total water content in a deep soft foundation by vacuum preloading, and comprises the following steps that before vacuum preloading and film covering are sealed, firstly, an environment-friendly plant type straw drainage plate is driven into a design elevation position of the deep soft foundation, secondly, the drainage plate is connected with a drainage branch pipe, thirdly, the drainage branch pipe is connected with a water collecting well, the water collecting well is buried underground, fourthly, the water collecting well is connected with a drainage main pipe, fifthly, the drainage main pipe is connected with a vacuum pump system, and the first to fifthly form the first independent construction system; the second step is a procedure which comprises the following steps of driving a specially-made straw drainage plate into a deep and thick soft foundation design elevation position according to 4 times of space before vacuum prepressing, laminating and sealing, and a procedure which comprises the top end of the specially-made straw drainage plate and a pressurizing mist-shaped pipe which are connected and buried underground, wherein the pressurizing mist-shaped pipe is connected with a pressurizing mist pump system, the high-energy atomization of porous media is completed by a specially-made pressurizing pump and a spray head system, and the procedures from sixteenth to sixteenth form a second independent construction system; after all pre-buried connection and film covering sealing are finished, a first independent construction system is started to discharge free water accounting for 60-70% of the total water content in the deep soft foundation in vacuum, when the construction of the first independent construction system is close to the end sound, the vacuum system and a vacuum pump are stopped to work, a second independent construction system is started, porous medium high-energy liquid is pressurized to 1.5MPa and is conveyed to the deep soft foundation through a special straw drainage plate in a pressurized mist form, organic adsorption water ions accounting for 20-30% of the total water content in the deep soft foundation are exchanged with porous medium high-energy liquid ions, the organic adsorption water is reduced to free water (flowing), when the pressure under the vacuum film covering is reduced to below 1.0MPa, the second independent construction system is started again, the pressure is increased to 1.5MPa, the porous medium high-energy liquid is conveyed to the deep soft foundation through the special straw drainage plate in a pressurized mist form, when the pressure under the vacuum film covering is reduced to be below 1.0MPa, repeating the working procedures for 3-5 times and stopping the machine for 1-2 days; and in the third step, after the second independent construction system is finished, the first independent construction system is restarted to continuously pump water in vacuum for 7 days, and vacuum preloading is carried out to gradually release pressure and unload after the second independent construction system is stopped, so that the deep soft foundation flexible thick shell layer 1 which has the advantages that the shearing strength of the deep soft foundation cross plate is not less than 25kPa, the shearing strength is changed from liquid soil (flowing) to plastic soil (non-flowing), the post-construction settlement value is not more than 15cm, and the characteristic value of the bearing capacity of the foundation is not less than 80kPa is formed.
After the deep soft foundation flexible thick shell layer 1 is finished, improved large-diameter cement mixing pile construction can be carried out, and because the environment-friendly plant type straw drainage plate is adopted for drainage in the deep soft foundation treatment, the plant type straw drainage plate is easily broken by stirring heads and rods and crushed when the cement mixing pile construction is met, the phenomenon that the construction period is delayed by pile winding when the traditional plastic drainage plate is adopted for construction is avoided, and the pile forming quality of the cement mixing pile is ensured; because the pressure of the conventional cement-soil mixing pile for spraying and spraying powder is over 20MPa, the stress balance state between the cement-soil mixing pile and the soil around the pile is damaged due to overlarge construction pressure, so that the cement-soil mixing is not uniform, and a core drawn by the cement-soil mixing pile below 5m is not loose; in order to overcome the defects of the traditional cement soil mixing pile process, the improvement isThe novel cement mixing pile equipment is single-shaft positive and negative bidirectional mixing equipment with the diameter being more than or equal to 32cm, mainly slow mixing and positive mixing are carried out, auxiliary reverse mixing, slurry spraying and powder spraying are carried out, the powder spraying pressure is controlled to be 1.2-1.5 MPa, so that redundant destructive negative energy can be released while mixing during construction of the cement mixing pile, the cement mixing pile and soil around the pile can be kept in a stress balance state all the time, the mixing and stirring effects can be fully exerted, cement paste or powder and in-situ soil can be fully reacted and fused into a whole, a core column pumped by the cement mixing pile can be kept in integrity up and down, the strength of the top of a core-pulling column can be more than 3MPa, and the strength of the bottom of the core-pulling column can be more than 1 MPa; before the initial setting of the cement-soil mixing pile, the insertion diameter is hoisted
The method aims to improve the bearing capacity of a single pile, namely, release redundant destructive negative energy while stirring, ensure that the pile and the soil around the pile always keep a stress balance state, furthest develop the deep soft foundation flexible thick shell layer 1 to cooperate with the large-diameter cement soil stirring rigid composite pile to form a deep soft foundation rigid and flexible composite thick shell layer composite foundation with integral stability, high bearing capacity, large horizontal thrust resistance and small (controllable) post-construction settlement.
Because of the needs of anti-sinking, anti-pulling and anti-floating of the foundation of the structure, the scheme of the invention also provides 1/10 total rigid piles which are ultra-long anti-sinking and anti-pulling rigid composite piles 5, the pile end bearing layer of which is the bearing layer 6 of the anti-sinking and anti-pulling rigid composite pile, when the large-diameter rigid composite pile 3 is finished, a reinforced concrete pile cap cover plate 7 can be poured on the pile top, the length, the width and the height of which are 150cm, 20cm, the concrete is marked as C25, the reinforcing steel bar is a cast-in-situ pile cap cover plate which is arranged by phi 14@200 thread double-layer net sheets, when the reinforced concrete pile cap cover plate 7 is poured for 28 days, a geogrid layer is paved on the surface of the reinforced concrete pile cap cover plate, a steel wire cage crushed stone belt with the width of 180cm and the height of 35cm is paved between the pile cap cover plate and the steel wire cage crushed stone belt, and crushed stone with the same specification of 35cm is directly paved at the gap of the steel wire cage crushed stone, and the crushed stone is jointly formed into a mattress 8, after the broken stone mattress layer 8 is finished, paving rolling and tamping soil layers on the broken stone mattress layer every 40cm thick layer by layer until a rolling and tamping soil arch 9 with the thickness of more than or equal to 200cm is formed.
Through the above embodiment: the construction of each procedure in each step can quickly form a stable and high-bearing-capacity deep soft foundation rigid-flexible composite thick shell layer composite foundation with high integral stability, high bearing capacity, large horizontal thrust resistance and small (controllable) post-construction settlement, and is characterized in that after the deep soft foundation is treated, drainage and settlement are not caused, a rigid pile is not cut after being implanted into a cement mixing pile, redundant destructive negative energy is released while mixing, the stress balance state of the pile and soil around the pile is ensured to be kept all the time, the post-construction settlement is between 0.4cm and 12cm, the characteristic value of the bearing capacity of the foundation is between 250kPa and 500kPa, and the requirements of a highway, a high-speed railway roadbed, a port yard, an airport roadbed, a freight yard, a petrochemical oil storage base, a nuclear power plant roadbed and a municipal road on the bearing capacity and post-construction settlement values of different composite foundations are met.
The implementation scheme is as follows: II
The core of the deep and thick soft foundation treatment is the problem of water and energy, the deep and thick soft foundation comprises two parts of water, wherein the first part accounts for 70-80% of the total water content and is free water, and the second part accounts for 20-30% of the total water content and is organic adsorption water; the energy in the construction of the deep soft foundation is also divided into two parts, the energy implanted into the pile during the construction is positive energy, the redundant energy generated by the construction is destructive negative energy, the stress between the pile and the soil in the deep soft foundation is unbalanced, the destructive negative energy is easily absorbed and stored by water in the deep soft foundation and uncompressed gaps to generate hyperstatic negative pressure stress, if the hyperstatic negative pressure stress cannot be released and converted in time, the friction resistance value of the soil around the pile provided by the original ground survey report can be greatly reduced, the unsafe factors are amplified, and simultaneously the bearing capacity of the single pile is reduced, so that the original composite foundation of the deep soft foundation can not meet the requirements of the original design after the construction, the phenomena of pile supplement, rework and even collapse can occur, and the damages of the pile slipping, the pile and the 45-degree inclined pile can also occur.
How to quickly realize the stable deep soft foundation flexible thick shell layer 1 after the in-situ deep soft foundation or the deep soft foundation of the dredger fill construction, the construction steps and the working procedures and the implementation modes are as follows: the construction steps are the same as the working procedures, after the deep soft foundation flexible thick shell layer 1 is finished, the construction of the large-diameter annular rigid composite pile can be carried out, the large-diameter annular rigid composite pile construction scheme is mainly characterized in that pile sinking (positive energy) is carried out while destructive negative energy is released and converted to be positive energy, so that the pile and soil around the pile are always kept in a stress balance state in the construction process, the synergistic effect of the large-diameter annular rigid composite pile and the deep soft foundation flexible thick shell layer 1 is exerted to the maximum extent, and the deep soft foundation rigid and flexible composite thick shell layer composite foundation which is stable in whole, high in bearing capacity, large in horizontal thrust resistance and small (controllable) in post-construction settlement is formed.
The construction of large-diameter annular rigid composite pile includes such steps as embedding large-diameter annular internal and external steel protecting cylinders at designed height, installing multiple sealing plates at bottom end of internal steel protecting cylinder, connecting them to annular welding steel ring at 30cm position on inner wall of external steel protecting cylinder, connecting the annular welding steel ring with 2cm thickness and 3cm width, sinking the large-diameter annular internal and external steel protecting cylinders, pushing the soil along the inner core of the annular internal and external steel protecting cylinders upwards, compacting, and discharging soil to form compressed and compacted flexible "soil core-soil" column, concrete with a C20 label is poured at an opening at the top end of the inner steel casing and the outer steel casing to a designed elevation, the large-diameter annular inner steel casing and the large-diameter annular outer steel casing are pulled out after the concrete is poured in place, and an outer rigid concrete pile and a large-diameter annular rigid composite pile which is formed by compounding a compressed and compacted 'soil core soil' flexible column in the inner cavity are left.
Because of the requirements of anti-sinking, anti-pulling and anti-buoyancy of the structure foundation, the scheme of the invention is also provided with 1/10 total rigid piles which are ultra-long anti-sinking and anti-pulling rigid composite piles 5, and pile end bearing layers of the 1/10 total rigid piles are bearing layers 6 of the anti-sinking and anti-pulling rigid composite piles; after the large-diameter rigid composite pile 3 is constructed, a reinforced concrete pile cap cover plate 7 with the length, width and height of 150cm, 150cm and 20cm is poured on the pile top, the concrete is marked as C25, the reinforcing steel bars are cast-in-place pile cap cover plates with phi 14@200 threaded double-layer meshes, after the reinforced concrete pile cap cover plate 7 is poured for 28 days, a geogrid layer is paved on the surface of the pile cap cover plate, a steel wire cage gravel belt with the width of 180cm and the height of 35cm is paved between the pile cap cover plate and the pile cap cover plate, and crushed stone layers with the height of 35cm and the same specification are directly paved at the gap of the steel wire cage gravel belt to form a gravel cushion layer 8 together, and after the gravel cushion layer 8 is finished, tamped by paving and compacting the crushed stone layer by layer every 40cm until a compacted soil arch 9 with the thickness of more than or equal to 200cm is formed.
Through the above embodiment: and secondly, the construction of each procedure in each step can quickly form a rigid-flexible composite thick-shell foundation with a deep soft foundation, which is stable as a whole, high in bearing capacity, large in horizontal thrust resistance and small (controllable) in post-construction settlement, and is characterized in that the deep soft foundation is not drained and settled after treatment, the total settlement after construction is between 0.4 and 12cm, and the characteristic value of the bearing capacity of the foundation is between 250 and 500kPa, so that the requirements of highways, high-speed railway roadbeds, port yard, airport roadbeds, freight yard, petrochemical oil storage bases, nuclear power plant roadbeds and municipal roads on the bearing capacity and the post-construction settlement value of different composite foundations are met.
The above description is only a preferred embodiment of the present invention, and all the substantial minor modifications, equivalent replacements and improvements made on the above embodiment according to the present invention should be included in the protection scope of the present invention.
Claims (9)
1. The rigid-flexible composite thick shell layer composite foundation technology and the construction method are characterized by comprising the following steps: the deep soft foundation rigid and soft composite thick shell layer composite foundation which is composed of the deep soft foundation flexible and thick shell layer 1, the deep soft foundation rigid composite pile thick shell layer 2, the reinforced concrete pile cap cover plate 7, the broken stone mattress layer 8, the rolling compaction 'soil arch' layer 9 synergistic effect and has the advantages of overall stability, high bearing capacity, large horizontal thrust resistance, small (controllable) settlement after construction and the following steps:
(1) when the deep soft foundation is treated, firstly, the environment-friendly plant type straw degradation drainage plate is penetrated through and penetrated into a deep soft foundation soil layer to be treated, and the deep soft foundation is subjected to active drainage, exhaust and consolidation treatment by adopting a vacuum preloading method, so that a deep soft foundation flexible thick shell layer 1 with a certain thickness is finally formed, the shear strength of the deep soft foundation cross plate is more than or equal to 25kPa, the deep soft foundation cross plate is converted from liquid soil (flowing) into plastic soil (non-flowing), the sedimentation value of the deep soft foundation flexible thick shell layer 1 is less than or equal to 15cm, and the characteristic value of the bearing capacity of the foundation is more than or equal to 80 kPa;
(2) when the deep soft foundation flexible thick shell layer 1 is formed, the sedimentation value is not more than 15cm, and the characteristic value of the bearing capacity of the foundation is not less than 80kPa, a large-diameter cement soil stirring composite rigid pile or a large-diameter annular rigid composite pile is implanted into the deep soft foundation flexible thick shell layer 1, and finally a stable deep soft foundation rigid composite pile thick shell layer 2 with high bearing capacity is formed;
(3) 1/10 total rigid piles are arranged in the thick-shell layer composite foundation of the deep and thick soft foundation rigid composite pile, wherein the total rigid piles are ultra-long anti-sinking and anti-pulling rigid composite piles 5, and the pile end bearing layer of the composite foundation is a bearing layer 6 of the anti-sinking and anti-pulling rigid composite piles;
(4) after the thick shell layer 2 of the deep and thick soft foundation rigid composite pile is formed, pouring a reinforced concrete pile cap cover plate 7 on each pile top;
(5) when the strength of the reinforced concrete pile cap cover plate 7 reaches 100%, a geogrid layer is laid on the reinforced concrete pile cap cover plate, then a steel wire cage gravel belt with the width of 180cm and the height of 35cm is laid between the pile cap cover plate and the pile cap cover plate, and gravel with the height of 35cm and the same specification is laid at the gap of the steel wire cage gravel belt to form a gravel cushion layer 8 together;
(6) after the broken stone mattress layer 8 is finished, paving rolling compaction soil layers on the broken stone mattress layer every 40cm thick layer by layer until the thickness is more than or equal to 200cm to form a rolling compaction soil arch layer 9.
2. The rigid-flexible composite thick shell composite foundation technology and the construction method thereof according to claim 1, wherein the rigid-flexible composite thick shell composite foundation technology is characterized in that: the environment-friendly plant type straw degradation drainage plate in the step (1) is produced by adopting short fiber mixed hot melt adhesive and other formulas after smashing waste straws in farmlands.
3. The rigid-flexible composite thick shell composite foundation technology and the construction method thereof according to claim 1, wherein the rigid-flexible composite thick shell composite foundation technology is characterized in that: after the environmental-friendly plant type straw degradation drainage plate in the step (1) is subjected to vacuum preloading construction treatment and acceptance for 2 years, fiber molecular chains of the straw drainage plate are broken and broken due to the action of underground biological bacteria, an original drainage channel fails and does not continue to drain water, and a deep soft foundation flexible thick shell layer 1 which is not stable in sedimentation is formed.
4. The rigid-flexible composite thick shell composite foundation technology and the construction method thereof according to claim 1, wherein the rigid-flexible composite thick shell composite foundation technology is characterized in that: after the environment-friendly plant type straw degradation drainage plate in the step (1) is inserted into the deep soft foundation, the environment-friendly plant type straw degradation drainage plate is easy to be stirred by a stirring head and a rod of a large-diameter cement soil stirring pile implanted in a subsequent step, and is broken by stirring, so that the delay of the construction period of pile winding is avoided, and the pile forming quality is ensured.
5. The rigid-flexible composite thick shell composite foundation technology and the construction method thereof according to claim 1, wherein the rigid-flexible composite thick shell composite foundation technology is characterized in that: after the environment-friendly plant type straw degradation drainage plate in the step (1) is inserted into the deep soft foundation, the environment-friendly plant type straw degradation drainage plate is easy to be broken by impact of a large-diameter annular double-steel casing which is implanted in a subsequent step, so that a cylinder sinking task is smoothly completed, and the construction quality and the construction period of the rigid composite pile are guaranteed.
6. The rigid-flexible composite thick shell composite foundation technology and the construction method thereof according to claim 1, wherein the rigid-flexible composite thick shell composite foundation technology is characterized in that: the periphery of the implanted large-diameter cement-soil stirring composite rigid pile in the step (2) is
The cement-soil mixing pile is wrapped, and the inner core is straightDiameter of a pipe
The rigid concrete pile and the large-diameter rigid composite pile 3 which is formed by compositing the rigid concrete pile and the rigid concrete pile are constructed and arranged into a full red equilateral triangular sparse pile, and the distance between pile cores is 3.0D-4.5D (D is the diameter of the cement pile).
7. The rigid-flexible composite thick shell composite foundation technology and the construction method thereof according to claim 1, wherein the rigid-flexible composite thick shell composite foundation technology is characterized in that: the implanted large-diameter annular rigid composite pile in the step (2) has an outer ring of
The concrete rigid pile with the thickness of 15 cm-20 cm is characterized in that an inner core is a compacted 'soil core soil' flexible column, the compacted 'soil core soil' flexible column and the compacted 'soil core soil' flexible column are compounded to form a large-diameter rigid composite pile 3 with rigid outer side and flexible inner side, construction arrangement is that pile thinning is carried out in a full red equilateral triangle, and the distance between pile cores is 3.0D-4.5D (D is the outer diameter of an annular rigid composite pile).
8. The rigid-flexible composite thick shell composite foundation technology and the construction method thereof according to claim 1, wherein the rigid-flexible composite thick shell composite foundation technology is characterized in that: the reinforced concrete pile cap cover plate 7 is a cast-in-place pile cap cover plate with length, width, height of 150cm, 150m, 20cm, the concrete label of C25 and reinforcing steel bars of phi 14@200 threaded double-layer meshes; the thickness of the broken stone mattress layer 8 is 35cm, and the grain diameter is 3 cm-4 cm.
9. The rigid-flexible composite thick shell composite foundation technology and the construction method thereof according to claim 1, wherein the rigid-flexible composite thick shell composite foundation technology is characterized in that: the thickness of the rolling compaction soil arch layer 9 is more than or equal to 200 cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210747547.2A CN115045259A (en) | 2022-06-30 | 2022-06-30 | Rigid-flexible composite thick-shell composite foundation technology and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210747547.2A CN115045259A (en) | 2022-06-30 | 2022-06-30 | Rigid-flexible composite thick-shell composite foundation technology and construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115045259A true CN115045259A (en) | 2022-09-13 |
Family
ID=83164001
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210747547.2A Pending CN115045259A (en) | 2022-06-30 | 2022-06-30 | Rigid-flexible composite thick-shell composite foundation technology and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115045259A (en) |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202718084U (en) * | 2012-08-23 | 2013-02-06 | 越烽建设集团有限公司 | Composite foundation with flexible piles and drain boards combined |
| CN104762949A (en) * | 2015-04-03 | 2015-07-08 | 盐城工学院 | Formation method of straw solidifying and blow-filling sludge pile |
| CN204510190U (en) * | 2015-01-30 | 2015-07-29 | 唐山工业职业技术学院 | The three-dimensional composite foundation of a kind of Deep Thick Soft Ground |
| CN105274981A (en) * | 2015-03-30 | 2016-01-27 | 盐城工学院 | Method for rapidly and ecologically treating coastal beach sludge |
| CN106245643A (en) * | 2016-10-12 | 2016-12-21 | 连云港港务工程公司 | A kind of compound pile-type structure being applicable to the process of coastal deep reclaimed ground and construction method |
| CN108385707A (en) * | 2018-05-14 | 2018-08-10 | 广东省水利电力勘测设计研究院 | It is a kind of basic for the rigid-flexible mechanical arm of Deep Thick Soft Ground Area sluice and pumping plant |
| CN210887184U (en) * | 2019-10-22 | 2020-06-30 | 江苏海洋大学 | Straw pile for drainage consolidation and improvement of dredger fill |
| CN112127344A (en) * | 2020-08-28 | 2020-12-25 | 盐城工学院 | Rapid and uniform treatment method for fluid mud through vacuum preloading |
-
2022
- 2022-06-30 CN CN202210747547.2A patent/CN115045259A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202718084U (en) * | 2012-08-23 | 2013-02-06 | 越烽建设集团有限公司 | Composite foundation with flexible piles and drain boards combined |
| CN204510190U (en) * | 2015-01-30 | 2015-07-29 | 唐山工业职业技术学院 | The three-dimensional composite foundation of a kind of Deep Thick Soft Ground |
| CN105274981A (en) * | 2015-03-30 | 2016-01-27 | 盐城工学院 | Method for rapidly and ecologically treating coastal beach sludge |
| CN104762949A (en) * | 2015-04-03 | 2015-07-08 | 盐城工学院 | Formation method of straw solidifying and blow-filling sludge pile |
| CN106245643A (en) * | 2016-10-12 | 2016-12-21 | 连云港港务工程公司 | A kind of compound pile-type structure being applicable to the process of coastal deep reclaimed ground and construction method |
| CN108385707A (en) * | 2018-05-14 | 2018-08-10 | 广东省水利电力勘测设计研究院 | It is a kind of basic for the rigid-flexible mechanical arm of Deep Thick Soft Ground Area sluice and pumping plant |
| CN210887184U (en) * | 2019-10-22 | 2020-06-30 | 江苏海洋大学 | Straw pile for drainage consolidation and improvement of dredger fill |
| CN112127344A (en) * | 2020-08-28 | 2020-12-25 | 盐城工学院 | Rapid and uniform treatment method for fluid mud through vacuum preloading |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101250868B (en) | Precipitation prepressing association motive power induration deep densification method | |
| CN101302757B (en) | Method for quickly processing heavy layer soft soil foundation | |
| CN102011391B (en) | Reinforcement processing method of soft foundation | |
| CN101343874B (en) | Method for processing foundation by wrapping piles in salty soil area | |
| CN101736738B (en) | Production method of pressure resistance and pull-out resistance grouted gravel pile | |
| CN103741670B (en) | A kind of method for processing foundation eliminating negative friction | |
| CN101899828B (en) | Construction method of bagged rammed small-diameter soil-cement pile composite foundation | |
| CN103061328A (en) | Post-grouting gravel pile with sand wall wing plates and construction method | |
| CN103628482A (en) | High-pressure jet guide-pile construction method | |
| CN104863031B (en) | A kind of karst area ductility anti-collapse road structure and construction method thereof | |
| CN111676987A (en) | Construction method for backfilling construction of construction fertilizer tank by vibrating, slurry-flushing and ramming method | |
| CN102966109A (en) | Method for constructing zonal deep foundation pit bottom sealing of soft soil foundation | |
| CN101824817B (en) | Drainage consolidation construction method for treating soft soil foundation by container stacking loading | |
| CN115045259A (en) | Rigid-flexible composite thick-shell composite foundation technology and construction method | |
| CN102839683A (en) | Discrete pile-water permeability concrete pile novel binary composite foundation and treatment method of composite foundation | |
| CN216041081U (en) | Prevent subsiding deformation structure | |
| CN104746512A (en) | Reinforced cement soil composite pile and method for forming the pile | |
| CN202787295U (en) | Dispersive pile-permeable concrete pile novel dual compound foundation | |
| CN204530685U (en) | A kind of cement-soil stiff composite pile | |
| CN103195077A (en) | Dam foundation reinforcement frame structure and dam foundation reinforcement method | |
| CN210238473U (en) | Backfill device | |
| CN203129163U (en) | Reinforcing framework structure for dam foundation | |
| CN110241830A (en) | A kind of backfilling apparatus and earth-filling method | |
| CN106337409A (en) | Method for treating peat soil foundation through preloading in combination with salt piles | |
| CN111501422B (en) | Bio-enzyme cured reinforced gravel pile and rubber particle filled concrete canvas cellular compound railway roadbed and reinforcing method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |