CN203594041U - Piled raft structure with good resistance to seepage and buoyancy - Google Patents
Piled raft structure with good resistance to seepage and buoyancy Download PDFInfo
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- CN203594041U CN203594041U CN201320637801.XU CN201320637801U CN203594041U CN 203594041 U CN203594041 U CN 203594041U CN 201320637801 U CN201320637801 U CN 201320637801U CN 203594041 U CN203594041 U CN 203594041U
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- 238000010276 construction Methods 0.000 claims abstract description 32
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Abstract
The utility model relates to a piled raft structure with good resistance to seepage and buoyancy. The structure is characterized in that a pre-stress hollow tube segment is arranged on the upper part of each borehole filling pile; the pre-stress hollow tube segment and the borehole filling pile are coaxial; a steel reinforcement cage of the borehole filling pile passes through the pre-stress hollow tube segment and extends into a raft plate foundation to be connected to steel bars inside a raft plate; internal connecting bars are arranged on an inner side of the pre-stress hollow tube segment; a sand cushion layer and broken stone blind ditches are laid above foundation soil; the raft plate foundation includes a horizontal waterproof player, a soil cement board and the reinforced concrete raft plate arranged successively from bottom to top; and reinforcement material is arranged between foundation pit fending piles and side walls of a basement for fixed connection. The structure can not only reinforce the integrity and strength of the structure in the upper part, but also reduce uplift pressure of underground water. Waste slurry of the borehole filling piles can be fully utilized to achieve waste recycling. As the pre-stress hollow tube segments are arranged on tops of the piles, borehole filling pile cutting operations can be omitted, so that construction efficiency is improved.
Description
Technical field
The utility model relates to a kind of stake raft structure, belong to ground process field, bearing capacity of foundation soil be can improve, strengthen superstructure globality, raft plate launching stress, convenient construction tissue reduced, be applicable to heavy construction Foundation Design, be particularly useful for the Foundation Design of having relatively high expectations to pile foundation and the antiseepage of raft plate anti-floating in harbour, airport, logistics stockyard etc.
Background technology
Along with the high speed development of urban construction, the buildings such as a large amount of high-rise buildings, underground garage, sunk type square and subway, underground store have proposed higher level requirement to the utilization of the underground space.But, in the moisture abundant coastal cities of underground soil layer as Shenzhen, Dalian and Qingdao etc., the superstructure such as building, the structure run-off the straight being caused by Groundwater buoyancy, the accident of collapsing occur repeatedly, basement anti-floating problem is seemed and become increasingly conspicuous.
Pile-raft foundation is the combination of pile foundation and raft foundation, it has the feature of pile foundation and raft foundation concurrently, there is the advantages such as integral rigidity is large, bearing capacity is high, non-deformability is strong, anti-seismic performance is good, and can effectively adjust and avoid structure generation uneven subsidence, be widely used in high level or super highrise building, the ground that also can be used for harbour, airport, large-scale logistics stockyard is processed project.In the higher area of groundwater table, along with the increase of the basement degree of depth, anti-floating and the antiseepage of pile foundation and raft plate are had higher requirement.
The conventional anti-floating seepage control measure of existing large-scale stake raft structure has three kinds: the one, on basement bottom board, apply counterweight, as steel slag concrete, backfill, weight coating etc., if decide like this for fear of the load that increases main structure body, but structural cost is higher, and foundation strength is had relatively high expectations, so this ballasting method is only used in the slightly ungratified situation of overall anti-floating conventionally; Also having a kind of counterweight way is that raft foundation outline limit is extended out, and meets anti-floating requirement by increasing earthing weight on it.This way is subject to the restriction of concrete engineering more, and soil supporting layer or pile foundation are caused to larger burden, also very large to cost influence.The 2nd, anti-floating pile is set, raft foundation integral rigidity is large, can offset some or all of water buoyancy by the side friction of full hall layout uplift pile realization stake, and single footing adds the base form of splash guard, can only under single footing, drive piles and meet overall anti-floating requirement, splash guard bears buoyancy force of underground water, and water buoyancy is passed to single footing, uplift pile design should be considered two kinds of unfavorable load cases simultaneously, one is that groundwater table is the highest, while reaching anti-floating water level, now, power is straight up born in uplift pile, and passed to the soil body by the side friction of pile body and surrounding soil, another kind of operating mode is that groundwater table drops to below foundation bed, now, whole loads are straight down born in uplift pile together with other foundation piles, also be that uplift pile becomes resistance to compression foundation pile, under these two kinds of operating modes, long and the stake number of the stake of uplift pile should meet the requirement of these two kinds of operating modes simultaneously, but the bearing capacity of same uplift pile, crack, the calculating of distortion is obviously different.The 3rd, Pulling-Resistant Anchor Rod is set.Pulling-Resistant Anchor Rod passes through self tension overall and rock stratum or pulling of hard soil layer by basement structure, common full layout Pulling-Resistant Anchor Rod under raft foundation, but Pulling-Resistant Anchor Rod can not bear downward load, easily causes the waste of constructional materials.
In sum, although existing anti-floating seepage control measure has been obtained good effect under suitable engineering specifications,, existing structure remains certain deficiency in Practical Project, as construction weight increases, large, the stock utilization of design and construction difficulty is low etc.
Given this, in order to improve the globality of pile-raft foundation, high antiseepage anti-floating performance, make full use of soil bearing capacity under raft plate, urgently invent at present that a kind of supporting capacity is high, globality is strong, antiseepage anti-floating is effective, and can give full play to the anti-floating performance of the upper and lower soil body of raft plate, pit maintenance soil stake, the high antiseepage anti-floating pile raft structure of easy construction.
Summary of the invention
The purpose of this utility model is to provide a kind of good integrity of structure, bonding strength uplift pressure high, underground water is little, stock utilization is high, and can give full play to different layers position Carrying capacity, the novel high antiseepage anti-floating pile raft structure that efficiency of construction is high.
In order to realize above-mentioned technical purpose, the utility model has adopted following technical scheme:
A kind of high antiseepage anti-floating pile raft structure, it is characterized in that being provided with pre-stress hollow pipeline section on bored pile top, pre-stress hollow pipeline section is concentric with bored pile, and the reinforcing cage of bored pile runs through pre stressed empty piped piles section and stretches in raft foundation and is connected with reinforcing bar in raft plate; Pre-stress hollow pipeline section inner side is provided with inner dowel; Lay sand cushion and rubble french drain on foundation soil top; Raft foundation sets gradually horizontal water barrier, cement-soil plate, Reinforced Concrete Raft plate from down to up; Between bracing of foundation pit stake and sidewall of basement body of wall, reinforcement material being set is fixedly connected with.
Described pre-stress hollow pipeline section top is provided with top dowel, and hoop dowel is evenly laid along hoop in pile body outside, and top dowel and hoop dowel can adopt steel disc or reinforcing bar.
Described sand cushion is layed in foundation soil top, and thickness is 300mm～700mm, and in sand cushion, along in length and breadth draining rubble french drain being set to even interval, draining rubble french drain is communicated with the collecting well at raft foundation edge.
Described horizontal water barrier is layed in the top of sand cushion, and horizontal water barrier is anti-seepage geomembrane or splash guard.
Described cement-soil plate is layed in the top of horizontal water barrier, after the mud displacing during by bored pile construction and cement mix solidify, the layering compacting that paves forms, in cement-soil plate, lay transversal reinforcement layer, transversal reinforcement layer can adopt high strength reinforcement mesh sheet, steel mesh reinforcement, polypropylene geotextile strips, Plastics Geogrids, steel plastic geogrid or earth grille; Between cement-soil plate and pre-stress hollow pipeline section, be provided with the oblique anchor cable that sockets.
Described oblique anchor cable one end that sockets is connected with the becate shape lengths of steel pipes in pre-stress hollow pipeline section outside, the transversal reinforcement layer anchor connection in one end and cement-soil plate tension.
Reinforcement material between described bracing of foundation pit stake and sidewall of basement concrete wall can adopt the steel bar rod or the expansion bolt that carried out anti-corrosion treatment.
The vertical water-stop sheet of described sidewall of basement concrete wall outsourcing, the horizontal water barrier overlap joint of vertical water-stop sheet and cement-soil plate top.
The construction method of above-mentioned high antiseepage anti-floating pile raft structure, comprises the following steps:
1) before construction, prepare: according to design drawing, cleaning construction plant, mapping pile body position, and organizing construction's material, machinery, personnel are in place;
2) excavation of foundation pit: set bracing of foundation pit stake at design attitude, form cement-soil high-volume according to producing slurry curing when bored pile construction in the foundation pile of measuring and calculating, the suitable degree of depth of backbreaking, and repaired;
3) lay sand cushion and rubble french drain: the sand cushion that is 300mm～700mm at the even laying depth in foundation soil top, in sand cushion, edge arranges draining rubble french drain in length and breadth to even interval;
4) drilling pouring pile hole: adopt special pore-forming equipment pore-forming according to designing requirement, guarantee the vertical precision of pile body pore-forming, long, the pile position deviation of stake, depth of pore forming meet design requirement;
5) sink to pre-stress hollow pipeline section and reinforcing cage: after the clear hole of bored pile completes, adopt hanging device respectively pre-stress hollow pipeline section and reinforcing cage to be sunk in hole, control the top absolute altitude of reinforcing cage and hang quality, and preset the oblique anchor cable that sockets in the becate shape lengths of steel pipes in pre-stress hollow pipeline section outside;
6) concreting: in bored pile hole and inside pre-stress hollow pipeline section concreting to design elevation, suitable vibration compacting concrete in placing process;
7) lay vertical water-stop sheet: at the vertical water-stop sheet of laying in the edge, inner side of bracing of foundation pit stake;
8) lay horizontal water barrier: above sand cushion, lay horizontal water barrier according to designing requirement, horizontal water barrier is connected with vertical water-stop sheet;
9) cement-soil plate construction: the mud taking out during by bored pile construction, after adopting cement-soil to solidify, back-filling in layers is in the top of horizontal water barrier, and piecemeal compacting forms cement-soil plate, and in cement-soil plate, lays transversal reinforcement layer;
10) the oblique anchorage cable stretching that sockets: the oblique anchor cable that sockets in the hollow pipeline section of pre-stretch-draw prestressing force outside, and by the transversal reinforcement layer anchor connection in stretch-draw anchor and cement-soil plate tension;
11) build Reinforced Concrete Raft plate: install template, lay raft plate steel mesh reinforcement on cement-soil plate, and be connected firmly with borehole filling pile cage of reinforcement reinforcing bar and pre-stress hollow pipeline section top dowel, concreting subsequently, forms Reinforced Concrete Raft plate;
12) reinforcement material construction: hole bar planting is drawn in the reinforced concrete pile inner side in bracing of foundation pit stake, and reinforcement material is carried out to anti-corrosion treatment, does sealing around to bar planting hole and processes;
13) build sidewall of basement concrete wall: install template in vertical water-stop sheet inner side, build sidewall of basement concrete wall.
the utlity model has following feature and beneficial effect:
(1) raft foundation arrangement of reinforcement is connected closely with the dowel body of borehole filling pile cage of reinforcement reinforcing bar, pre-stress hollow pipeline section, and and cement-soil plate in transversal reinforcement layer between the oblique anchor cable that sockets is set, the globality that can significantly strengthen pile-raft foundation, prevents punching failure.
(2) sand cushion and draining rubble french drain are laid in the top of foundation soil, can be used as transverse drainage, waterproof structure, contribute to the timely eliminating of ground water, thereby reduce the uplift pressure (uplift pressure) of underground water to superstructure.
(3) cement-soil plate makes full use of the remaining mud of bored pile, has both realized twice laid, can improve again the supporting capacity of ground.
(4) at the top of bored pile, pre-stress hollow pipeline section is set, has reduced bored pile and cut the difficulty of stake, improved efficiency of construction.
(5) bracing of foundation pit stake adopts reinforcement material to be fixedly connected with sidewall of basement concrete wall both sides cement-soil, can make pile-raft foundation and foundation pit enclosure structure in aggregates, gives full play to the anti-floating effect of foundation pit enclosure structure.
In sum, feature of the present utility model is the feature of abundant bored pile and pre-stress hollow pipeline section, strengthens overall performance and the intensity of structure, reduces underground water uplift pressure, the utilization rate that improves efficiency of construction and constructional materials, has good technical economic benefit and environmental benefit.
Accompanying drawing explanation
Fig. 1 is a kind of high antiseepage anti-floating pile raft structural representation of the utility model;
Fig. 2 is the utility model pre-stress hollow pipeline section schematic diagram;
Fig. 3 is the utility model foundation pit structure schematic diagram.
In figure: 1-soft layer, 2-bearing stratum, 3-bored pile, 4-reinforcing cage, 5-draining rubble french drain, 6-sand cushion, the horizontal water barrier of 7-, 8-cement-soil plate, 9-raft plate, the vertical water-stop sheet of 10-, 11-sidewall of basement concrete wall, 12-reinforcement material, 13-pre-stress hollow pipeline section, the oblique anchor cable that sockets of 14-, 15-transversal reinforcement layer, 16-reinforced concrete pile, 17-cement mixing pile, 18-hoop dowel, 19-top dowel, the inner dowel of 20-, 21-becate is to lengths of steel pipes.
Specific embodiment
The design and construction technical requirements of bracing of foundation pit stake in present embodiment, sidewall of basement concrete wall, reinforcing bar binding, Plate Welding construction technical requirement, the laying construction technical requirements of reinforcement layer, horizontal water barrier, the cooperation of cement-soil is when not repeated in the present embodiment such as construction technical requirement, and emphasis is set forth the embodiment that the utility model relates to structure.
Fig. 1 is a kind of high antiseepage anti-floating pile raft structural representation of the utility model, and Fig. 2 is the utility model pre-stress hollow pipeline section schematic diagram, and Fig. 3 is the utility model foundation pit structure schematic diagram.Shown in Fig. 1, Fig. 2, Fig. 3, the high antiseepage anti-floating pile of the utility model raft structure is mainly made up of bored pile 3, draining rubble french drain 5, sand cushion 6, horizontal water barrier 7, cement-soil plate 8, raft plate 9, reinforcement material 12, pre-stress hollow pipeline section 13.
Pre-stress hollow pipeline section 13 is located at the top of bored pile 3, and stake is long is 1200mm, and pile body external diameter is 800mm, wall thickness 130mm; The reinforcing cage 4 of bored pile 3 runs through pre-stress hollow pipeline section 13 total lengths; On inside, top and the pile body of pre-stress hollow pipeline section 13, evenly lay and arrange and inner dowel 20, hoop dowel 18 and top dowel 19 along hoop, connected mode adopts and is welded to connect; Hoop dowel 18 is of a size of 300mm × 300mm, adopts the hot rolled steel plate that thickness 12mm, strength grade are Q345E to make; It is the indented bars of 20mm, strength grade HRB335 that top dowel 19 and inner dowel 20 all adopt diameter.Pre-stress hollow pipeline section 13 outside pre-buried becate shape lengths of steel pipes 21.Becate shape lengths of steel pipes 21 adopts the hot rolled steel plate that thickness 10mm, strength grade are Q345E to make.The default oblique anchor cable 14 that sockets in becate shape lengths of steel pipes 21.Oblique drawknot anchor lock 14 adopts 19 prestress wires, and nominal diameter is 20.3mm, and tensile strength grade is not less than 500kN, and its length is 500mm.
Cement-soil plate 8 is layed in the top of horizontal water barrier 7, mud and the cement mix taking out while construction by bored pile 3 solidifies the compacting that paves of layering afterwards and forms, the interior laying transversal reinforcement of cement-soil plate 8 layer 15, this reinforcement layer 15 adopts high strength reinforcement mesh sheet, high strength reinforcement mesh sheet adopts steel strand braiding to form, the diameter of steel strand is 4mm, specification 200mm × 200mm.
It is 16mm that raft plate 9 reinforcing bars adopt diameter, and the indented bars that strength grade is HRB335, is connected with the vertical reinforcement colligation of reinforcing cage 4; Longitudinal, the lateral separation of reinforcing bar are 200mm, the complete elongated laying of section; The thickness of raft plate 9 is 400mm, and strength grade of concrete is C30; The outward flange of raft plate 9 and draining rubble french drain 5 opposite positions arrange the collecting well that diameter is 300mm, and reinforced concrete cover plate is established on collecting well top, insert drinking-water pipe in it.
Bracing of foundation pit stake is to be set and formed by reinforced concrete pile 16 and cement mixing pile 17 intervals.Reinforcement material 12 is located between reinforced concrete pile 16 and sidewall of basement concrete wall 11, and employing diameter is 20mm, the indented bars that strength grade is HRB335, and rebar surface is smeared rustproof paint; The total length of reinforcement material 12 is 300mm, and the length that stretches into reinforced concrete pile is 150mm.
The main construction course of above-mentioned high antiseepage anti-floating pile raft structure is as follows:
1) before construction, prepare: according to design drawing, cleaning construction plant, mapping pile body position, and organizing construction's material, machinery, personnel are in place;
2) excavation of foundation pit: set bracing of foundation pit stake at design attitude, produce slurry curing according to bored pile 3 in the foundation pile of measuring and calculating while constructing and form cement-soil high-volume, the suitable degree of depth of backbreaking, and repaired;
3) lay sand cushion and rubble french drain: the sand cushion 6 that is 300mm～700mm at the even laying depth in foundation soil top, arranges draining rubble french drain 5 in length and breadth to even interval on the interior edge of sand cushion 6;
4) drilling pouring pile hole: adopt special pore-forming equipment pore-forming according to designing requirement, guarantee the vertical precision of pile body pore-forming, long, the pile position deviation of stake, depth of pore forming meet design requirement;
5) sink to pre-stress hollow pipeline section and reinforcing cage: after the clear hole of bored pile 3 completes, adopt hanging device respectively pre-stress hollow pipeline section 13 and reinforcing cage 4 to be sunk in hole, control the top absolute altitude of reinforcing cage 4 and hang quality, and preset the oblique anchor cable 14 that sockets in the becate shape lengths of steel pipes 21 in pre-stress hollow pipeline section 13 outsides;
6) concreting: in bored pile hole 3 and pre-stress hollow pipeline section 13 inner side concretings to design elevation, suitable vibration compacting concrete in placing process;
7) lay vertical water-stop sheet: at the vertical water-stop sheet 10 of laying in the edge, inner side of bracing of foundation pit stake;
8) lay horizontal water barrier: above sand cushion 6, lay horizontal water barrier 7 according to designing requirement, horizontal water barrier 7 is connected with vertical water-stop sheet 10, the oblique anchor cable 14 that sockets in the pre-hollow pipeline section of stretch-draw prestressing force 13 outsides, when stretch-draw, the partial destruction of sand cushion is by manually carrying out compacting;
9) cement-soil plate construction: the mud taking out when bored pile 3 is constructed, after adopting cement-soil to solidify, back-filling in layers is in the top of horizontal water barrier 7, and piecemeal compacting forms cement-soil plate 8, and at the interior laying transversal reinforcement of cement-soil plate 8 layer 15;
10) the oblique anchorage cable stretching that sockets: by transversal reinforcement layer 15 anchor connection in stretch-draw anchor and cement-soil plate 8 tension;
11) build Reinforced Concrete Raft plate: install template, on cement-soil plate, lay raft plate steel mesh reinforcement, and be connected firmly with borehole filling pile cage of reinforcement 4 reinforcing bars and pre-stress hollow pipeline section top dowel 19, concreting subsequently, forms Reinforced Concrete Raft plate 9;
12) reinforcement material construction: hole bar planting is drawn in reinforced concrete pile 16 inner sides in bracing of foundation pit stake, and reinforcement material 12 is carried out to anti-corrosion treatment, does sealing around to bar planting hole and processes;
13) build sidewall of basement concrete wall: install template in vertical water-stop sheet 10 inner sides, build sidewall of basement concrete wall 11.
Claims (8)
1. one kind high antiseepage anti-floating pile raft structure, it is characterized in that being provided with pre-stress hollow pipeline section on bored pile top, pre-stress hollow pipeline section is concentric with bored pile, and the reinforcing cage of bored pile runs through pre stressed empty piped piles section and stretches in raft foundation and is connected with reinforcing bar in raft plate; Pre-stress hollow pipeline section inner side is provided with inner dowel; Lay sand cushion and rubble french drain on foundation soil top; Raft foundation sets gradually horizontal water barrier, cement-soil plate, Reinforced Concrete Raft plate from down to up; Between bracing of foundation pit stake and sidewall of basement body of wall, reinforcement material being set is fixedly connected with.
2. high antiseepage anti-floating pile raft structure according to claim 1, it is characterized in that described pre-stress hollow pipeline section top is provided with top dowel, hoop dowel is evenly laid along hoop in pile body outside, and top dowel and hoop dowel can adopt steel disc or reinforcing bar.
3. high antiseepage anti-floating pile raft structure according to claim 1, it is characterized in that described sand cushion is layed in foundation soil top, thickness is 300mm～700mm, and in sand cushion, along in length and breadth draining rubble french drain being set to even interval, draining rubble french drain is communicated with the collecting well at raft foundation edge.
4. high antiseepage anti-floating pile raft structure according to claim 1, is characterized in that described horizontal water barrier is layed in the top of sand cushion, and horizontal water barrier is anti-seepage geomembrane or splash guard.
5. high antiseepage anti-floating pile raft structure according to claim 1, it is characterized in that described cement-soil plate is layed in the top of horizontal water barrier, after the mud displacing during by bored pile construction and cement mix solidify, the layering compacting that paves forms, in cement-soil plate, lay transversal reinforcement layer, transversal reinforcement layer can adopt high strength reinforcement mesh sheet, steel mesh reinforcement, polypropylene geotextile strips, Plastics Geogrids, steel plastic geogrid or earth grille; Between cement-soil plate and pre-stress hollow pipeline section, be provided with the oblique anchor cable that sockets.
6. high antiseepage anti-floating pile raft structure according to claim 5, is characterized in that described oblique anchor cable one end that sockets is connected with the becate shape lengths of steel pipes in pre-stress hollow pipeline section outside, the transversal reinforcement layer anchor connection in one end and cement-soil plate tension.
7. high antiseepage anti-floating pile raft structure according to claim 1, is characterized in that the reinforcement material between described bracing of foundation pit stake and sidewall of basement concrete wall can adopt the steel bar rod or the expansion bolt that carried out anti-corrosion treatment.
8. high antiseepage anti-floating pile raft structure according to claim 1, is characterized in that the vertical water-stop sheet of described sidewall of basement concrete wall outsourcing, the horizontal water barrier overlap joint of vertical water-stop sheet and cement-soil plate top.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320637801.XU CN203594041U (en) | 2013-10-16 | 2013-10-16 | Piled raft structure with good resistance to seepage and buoyancy |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201320637801.XU CN203594041U (en) | 2013-10-16 | 2013-10-16 | Piled raft structure with good resistance to seepage and buoyancy |
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| CN203594041U true CN203594041U (en) | 2014-05-14 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103526770A (en) * | 2013-10-16 | 2014-01-22 | 鸿鑫建设集团有限公司 | High-impermeable anti-floating pile raft structure and construction method |
| CN110835923A (en) * | 2018-08-16 | 2020-02-25 | 云南华坤装配式建筑有限公司 | Fabricated thin-wall light steel structure steel pile raft plate solidified soil composite foundation technology |
| CN111236474A (en) * | 2020-02-27 | 2020-06-05 | 南京城镇建筑设计咨询有限公司 | Energy station structure outer wall and construction method |
| CN114182719A (en) * | 2021-12-25 | 2022-03-15 | 中机工程有限公司 | Anti-floating pile for underground chamber foundation |
| CN115094936A (en) * | 2022-07-13 | 2022-09-23 | 中建一局集团第一建筑有限公司 | Anti-floating reinforcing device for elevator shaft and water collecting shaft hoisting die and construction method |
-
2013
- 2013-10-16 CN CN201320637801.XU patent/CN203594041U/en not_active Expired - Lifetime
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103526770A (en) * | 2013-10-16 | 2014-01-22 | 鸿鑫建设集团有限公司 | High-impermeable anti-floating pile raft structure and construction method |
| CN103526770B (en) * | 2013-10-16 | 2015-09-09 | 鸿鑫建设集团有限公司 | A kind of construction method of high antiseepage anti-floating pile raft structure |
| CN110835923A (en) * | 2018-08-16 | 2020-02-25 | 云南华坤装配式建筑有限公司 | Fabricated thin-wall light steel structure steel pile raft plate solidified soil composite foundation technology |
| CN111236474A (en) * | 2020-02-27 | 2020-06-05 | 南京城镇建筑设计咨询有限公司 | Energy station structure outer wall and construction method |
| CN114182719A (en) * | 2021-12-25 | 2022-03-15 | 中机工程有限公司 | Anti-floating pile for underground chamber foundation |
| CN114182719B (en) * | 2021-12-25 | 2023-03-10 | 中机工程有限公司 | Anti-floating pile for underground chamber foundation |
| CN115094936A (en) * | 2022-07-13 | 2022-09-23 | 中建一局集团第一建筑有限公司 | Anti-floating reinforcing device for elevator shaft and water collecting shaft hoisting die and construction method |
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