CN102094425A - Foundation pit construction method adopting shallow buried depth Larsen steel plate pile as protective cofferdam - Google Patents
Foundation pit construction method adopting shallow buried depth Larsen steel plate pile as protective cofferdam Download PDFInfo
- Publication number
- CN102094425A CN102094425A CN 201010604052 CN201010604052A CN102094425A CN 102094425 A CN102094425 A CN 102094425A CN 201010604052 CN201010604052 CN 201010604052 CN 201010604052 A CN201010604052 A CN 201010604052A CN 102094425 A CN102094425 A CN 102094425A
- Authority
- CN
- China
- Prior art keywords
- cofferdam
- larsen steel
- steel sheet
- sheet pile
- foundation ditch
- 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.)
- Granted
Links
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention relates to a foundation pit construction method adopting a shallow buried depth Larsen steel plate pile as a protective cofferdam. The foundation pit construction method comprises the steps of setting a guide frame, using the Larsen steel plate pile as the cofferdam, mounting an inner support, sealing bottom, filling, pulling out and the like. The overall stability of the cofferdam can be ensured by utilizing the method of increasing the thickness of the inner support and bottom-sealing concrete, and burying the Larsen steel plate pile into a watertight homogeneous mixed rock stratum, thereby avoiding the problems of capsizal and collapse of the cofferdam, bottom piping or upwarp of the cofferdam and the like caused by insufficient buried depth of the Larsen steel plate pile. The water-stopping effect of the Larsen steel plate pile can be utilized for ensuring stability of underground water around the cofferdam, thereby preventing sedimentation of buildings or existing lines on the periphery of the cofferdam due to waterfall; and the earth-retaining and the water-stopping effects of the Larsen steel plate pile can be utilized for ensuring the stability of a soil body on the periphery, thereby preventing the phenomena of running sand and collapse of a foundation pit, being short in construction period and being safe and reliable.
Description
Technical field
The invention belongs to foundation ditch construction of prevention work field, particularly relate to a kind of foundation ditch construction method that adopts shallow overburden Larsen steel sheet pile as the protection cofferdam.
Background technology
All need excavation pit in the foundation construction of the cushion cap of railway, highway, bridge and municipal engineering, the cutting depth of general foundation ditch is all deep, and geological conditions is more complicated also.In the construction of bridge foundation, foundation ditch usually adopts the mode of putting the slope excavation generally speaking, and selects the suitable gradient for use according to geological conditions.Because the construction plant that this method requires earth volume big, excavation is big, and need draw water in a large number, so generally only just adopt during with interior excavation of foundation pit in the 6m degree of depth.The excavation of foundation pit that is deeper than 6m generally adopts the method for i iron cofferdam protection.This method is that the connection in length and breadth by i iron forms the retaining wall body.Because the earth volume of excavating when adopting this method is lacked than putting sloping excavation method, therefore is more suitable for constructing on narrow place.But the phenomenon that i iron topples, the cofferdam caves in, the cofferdam bottom tube gushes or arches up takes place in the depth of burying easily that need to calculate exactly i iron before the construction when the depth of burying is not enough, therefore safety is difficult to be guaranteed.In addition, above-mentioned two kinds of methods are in that to run into groundwater table high or just can't use when having the foundation ditch of quicksand geological condition, if at this moment a large amount of drawing water just might cause the sedimentation of fabrication on every side, particularly in the construction that closes on the railway operation line, can't guarantee the operation security of existing line.
In municipal engineering, the excavation of deep foundation ditchs such as subway adopts SMW stake means of defence often.This method provide favorable protection can for large-area foundation ditch, but needs piling, descending reinforcing cage, perfusion concrete during construction, so the construction period is long and the concrete stake can't utilize again, thereby causes construction cost to raise.In addition, because the pile difficulty in the quicksand stratum is big, so quality is difficult to assurance, so there is potential safety hazard in foundation ditch.
Larsen steel sheet-pile cofferdam method at present commonly used is generally used in the water of cross a river in the Bridge Pier Construction, and it is to reach the isolated water effect by the good snap-in force of Larsen steel sheet pile, thereby underwater work is become land operation.But this method is seldom used in the foundation pit construction by land, reason is the requirement that the common cofferdam of one side adopts lower-cost i iron just can reach, use i iron or Larsen steel sheet pile to be subjected to the influence of geological conditions often on the other hand, therefore buried depth does not usually reach theoretical length, so the constructor dare not adopt always.
Summary of the invention
For addressing the above problem, the object of the present invention is to provide and a kind ofly be applicable to the groundwater table height, exist drifting sand layer and cofferdam bottom is the foundation ditch construction method of the employing shallow overburden Larsen steel sheet pile of homogeneous migmatite layer as the protection cofferdam.
In order to achieve the above object, adopt shallow overburden Larsen steel sheet pile to comprise the following step that carries out in order as the foundation ditch construction method in protection cofferdam:
1) according to treating that the degree of depth of homogeneous migmatite layer in the excavation pit determines the length of Larsen steel sheet pile, the minimum length of Larsen steel sheet pile is inserted in the homogeneous migmatite layer 0.5～1.5m to the distance between the ground for its lower end; Determine the size in cofferdam simultaneously according to the sectional dimension of construction cushion cap or frame structure main body, the size in cofferdam is outwards to expand 1～1.5m from every side outer of aforementioned body; Determine the interior support number and the position in cofferdam according to the actual length of embedment of Larsen steel sheet pile, support in wherein undermost with the main body end face between distance more than or equal to 10cm, adjacent in distance between the support smaller or equal to 3m;
2) circle leading truck identical with cofferdam structure is set in above-mentioned definite cofferdam in the ground of the outside respectively, the location crossbeam that guide pile that every circle leading truck is arranged side by side by many standoff distances and level are installed on many guide piles one side external surface constitutes;
3) in the grounds of above-mentioned two circles between the leading trucks, insert and make a call to one and enclose by a plurality of Larsen steel sheet piles and join successively and the cofferdam that constitutes;
4) with above-mentioned leading truck complete removal;
5) foundation soil of inside, cofferdam is successively excavated, when digging the position of to first floor, supporting on the inner surface in cofferdam along continuous straight runs be provided with one the circle waist rail, be connected to few bearing diagonal then at the position, end Jiao Chu both sides of waist rail, support in connecting at least one between a pair of therein afterwards relative waist rail; Repeat said process and form foundation ditch until digging to the following 30cm of design elevation;
6) at adjacent position laying one deck colour bar cloth or the geotextiles in Larsen steel sheet pile lower end and foundation ditch bottom surface, cast one deck concrete cushion on the foundation ditch bottom surface then;
7) on above-mentioned concrete cushion, build template, carry out main body construction then and make cushion cap or frame structure main body, in work progress, interior support is cast directly in the main body, afterwards stripping;
When 8) constructing on land, adopt graded broken stone or the concrete space between main body and the cofferdam in the backfill foundation ditch successively, backfill limit, limit is removed waist rail and bearing diagonal from top to bottom one by one; When in the river course, constructing, earlier be backfilled to the following 30cm of orlop waist rail place with graded broken stone or concrete, then the lumps of wood is supported near serving as interim support between the cofferdam of backfill layer and the main body, remove undermost waist rail and bearing diagonal again, be filled to layer waist rail second from the bottom following 10cm place back dismounting second road waist rail and the bearing diagonal afterwards in foundation ditch, the rest may be inferred to last one waist rail and bearing diagonal dismounting;
9) the Larsen steel sheet pile is removed by eradicating, finish whole foundation pit construction process thus.
Described guide pile adopts steel pipe pile, and the location crossbeam adopts Two bors d's oeuveres I40 i iron.
Described internal support adopts Two bors d's oeuveres I30 i iron.
The thickness of described concrete cushion is at least 30cm, and concrete grade is not less than C30.
Employing shallow overburden Larsen steel sheet pile provided by the invention is to support in utilize increasing and the thickness of back cover concrete and the method that the shallow embedding of Larsen steel sheet pile is gone in the fluid-tight homogeneous migmatite layer guarantee the monolithic stability in cofferdam as the foundation ditch construction method in protection cofferdam, thereby can avoid the caused cofferdam of Yin Lasen steel sheet pile buried depth deficiency to topple, cave in, the cofferdam bottom tube gushes or problem such as arch.It can utilize the stagnant water effect of Larsen steel sheet pile to guarantee that the underground water around the cofferdam is stable, prevents that the building of cofferdam periphery or existing line from because of precipitation sedimentation taking place; Utilize the retaining soil and the stagnant water effect of Larsen steel sheet pile to guarantee the stable of surrounding soil, prevent the cave in appearance of phenomenon of quicksand and foundation ditch, and the construction period lack, safe and reliable.
The specific embodiment
Below in conjunction with specific embodiment the foundation ditch construction method of employing shallow overburden Larsen steel sheet pile provided by the invention as the protection cofferdam is elaborated.
Certain engineering is the freely-supported bowstring arch bridge of a 2-56m, this riverbank, No. 2 platform east sides of bridge, and the geology at bridge location place is followed successively by that layer of sand and bearing capacity are the homogeneous migmatite layer of 500kPa in clay, the liquefaction, and the homogeneous migmatite layer is about 10m apart from the face of land.Foundation Pit of Abutment is of a size of 17m * 21m, and the dark maximum of digging of foundation ditch reaches 8.5m.The applicant has adopted said method to carry out foundation pit construction, and concrete steps are as follows:
1) determine the length of Larsen steel sheet pile according to the degree of depth of homogeneous migmatite layer in this foundation ditch, the length of Larsen steel sheet pile is 12m; Determine the size in cofferdam simultaneously according to the sectional dimension of construction cushion cap or frame structure main body, the cofferdam is of a size of 18m * 22m; Determine the interior support number and the position in cofferdam according to the actual length of embedment of Larsen steel sheet pile, support being arranged on the above 10cm of main body end face place in wherein undermost, more than in adjacent every layer the distance between the support be 3m; Burying shallow especially and foundation ditch underground at the Larsen steel sheet pile and be under the situation in the river course that open fire stream is arranged, is to guarantee safety, undermost in the Support Position can suitably reduce.
2) circle leading truck identical with cofferdam structure is set in above-mentioned definite cofferdam in the ground of the outside respectively, the location crossbeam that guide pile that every circle leading truck is arranged side by side by many standoff distances and level are installed on many guide piles one side external surface constitutes; The distance at inner ring leading truck and cushion cap edge is 1.5m, and wherein guide pile adopts steel pipe pile, and the location crossbeam adopts Two bors d's oeuveres I40 i iron.The effect of leading truck is to be used to guide inserting of Larsen steel sheet pile to beat.
3) in the grounds of above-mentioned two circles between the leading trucks, insert and make a call to one and enclose by a plurality of Larsen steel sheet piles and join successively and the cofferdam that constitutes; Insert and beat preceding will the inspection, guarantee that pile body and fore shaft are straight the quality of Larsen steel sheet pile.The Larsen steel sheet pile adopts crawler crane to cooperate vibrating hammer to insert and beats, should strengthen surveying work slotting beating in the process, find in time to adjust, for guaranteeing that pitching pile closes up smoothly, the requirement pile body is vertical, and the Larsen steel sheet pile quantity of cofferdam periphery will be divided equally, insert at whole Larsen steel sheet-pile cofferdam and to beat in the process, can insert one during beginning and make a call to one, be about to each sheet Larsen steel sheet pile and get to design attitude, when being left last part, to insert afterwards earlier and beat, if close up wrongly, to drawing, make it to close up with jack or tackle pulley.After closing up, get to projected depth by root again.In addition, whole Larsen steel sheet pile insert beat must guarantee in the process to close up closely knit, in case leak.In addition, after this stage and moulding, must monitor whole Larsen steel sheet pile support system, the monitoring content comprises behind the cofferdam at the bottom of soil, the foundation ditch and the sedimentation (protuberance) and the displacement of Larsen steel sheet pile; The displacement sedimentation of adjacent building; The flexural deformation of Larsen steel sheet pile, waist rail etc. will in time be analyzed reason when finding displacement or distortion, take reinforcement measure in case of necessity, and in time withdraw from the constructor in the foundation ditch.
4) with above-mentioned leading truck complete removal;
5) foundation soil of inside, cofferdam is successively excavated, when digging the position of to first floor, supporting on the inner surface in cofferdam along continuous straight runs be provided with one the circle waist rail, be connected to few bearing diagonal then at the position, end Jiao Chu both sides of waist rail, connect at least one Two bors d's oeuveres I30 i iron between a pair of therein afterwards relative waist rail and support; Repeat said process and form foundation ditch until digging to the following 30cm of design elevation; Can adopt common excavator or high-front shovel to cut the earth, the ground that excavator can't be operated after supporting near Larsen steel sheet pile place and in having welded can adopt artificial auxiliary the shoveling.
6) at adjacent position laying one deck colour bar cloth or the geotextiles in Larsen steel sheet pile lower end and foundation ditch bottom surface, the thick C30 concrete cushion of cast one deck 30cm on the foundation ditch bottom surface then; The effect of colour bar cloth or geotextiles is that Larsen steel sheet pile and envelope concrete are isolated, so that can successfully pull out the Larsen steel sheet pile in the future.By advancing on one side, but should guarantee continuously, uninterruptedly, do not stay seam during back cover to another side, and disposable finishing.
7) on above-mentioned concrete cushion, build template, carry out main body construction then and make cushion cap, in work progress, interior support is cast directly in the main body, afterwards stripping;
When 8) constructing on land, adopt graded broken stone or the concrete space between main body and the cofferdam in the backfill foundation ditch successively, backfill limit, limit is removed waist rail and bearing diagonal from top to bottom one by one; Because this engineering is to construct in the river course, so be backfilled to the following 30cm of orlop waist rail place with graded broken stone or concrete earlier, then the lumps of wood of 20 * 20cm is supported near serving as interim support between the cofferdam of backfill layer and the cushion cap, the length of the lumps of wood is slightly less than the Larsen steel sheet pile to the actual pitch between the cushion cap side, space between the lumps of wood and the cushion cap uses the timber wedge subcard tight, remove undermost waist rail and bearing diagonal again, be filled to layer waist rail second from the bottom following 10cm place back dismounting second road waist rail and the bearing diagonal afterwards in foundation ditch, the rest may be inferred to last one waist rail and bearing diagonal dismounting; When waiting to extract the Larsen steel sheet pile, these lumps of wood can emerge automatically and be reclaimed.
9) the Larsen steel sheet pile is removed by eradicating, finish whole foundation pit construction process thus.During pile pulling, extract the middle Larsen steel sheet pile in four limits, cofferdam earlier, extract four angle stakes at last.The bottom and the concrete of Larsen steel sheet pile are broken away from, and then carry out pile pulling.Hammering is earlier slightly vibrated each and is lifted 1～2m, successively all Larsen steel sheet piles is all lifted 1～2m then, it is become flexible after, pull out successively again.
This project begins construction on November 11st, 2010, finishes main body on December 8th, 2010 and builds, extracts the Larsen steel sheet pile, and the practice of construction time is 27 days.Construction period, the cofferdam was firm, and obvious sedimentation does not all appear in fabrication and existing line around observation, had therefore successfully finished construction task.
The above only is preferred embodiment of the present invention, is not structure of the present invention is done any pro forma restriction.Every foundation technical spirit of the present invention all still belongs in the scope of technical scheme of the present invention any simple modification, equivalent variations and modification that above embodiment did.
Claims (4)
1. one kind is adopted shallow overburden Larsen steel sheet pile as the foundation ditch construction method that protects the cofferdam, and it is characterized in that: described job practices comprises the following step that carries out in order:
1) according to treating that the degree of depth of homogeneous migmatite layer in the excavation pit determines the length of Larsen steel sheet pile, the minimum length of Larsen steel sheet pile is inserted in the homogeneous migmatite layer 0.5～1.5m to the distance between the ground for its lower end; Determine the size in cofferdam simultaneously according to the sectional dimension of construction cushion cap or frame structure main body, the size in cofferdam is outwards to expand 1～1.5m from every side outer of aforementioned body; Determine the interior support number and the position in cofferdam according to the actual length of embedment of Larsen steel sheet pile, support in wherein undermost with the main body end face between distance more than or equal to 10cm, adjacent in distance between the support smaller or equal to 3m;
2) circle leading truck identical with cofferdam structure is set in above-mentioned definite cofferdam in the ground of the outside respectively, the location crossbeam that guide pile that every circle leading truck is arranged side by side by many standoff distances and level are installed on many guide piles one side external surface constitutes;
3) in the grounds of above-mentioned two circles between the leading trucks, insert and make a call to one and enclose by a plurality of Larsen steel sheet piles and join successively and the cofferdam that constitutes;
4) with above-mentioned leading truck complete removal;
5) foundation soil of inside, cofferdam is successively excavated, when digging the position of to first floor, supporting on the inner surface in cofferdam along continuous straight runs be provided with one the circle waist rail, be connected to few bearing diagonal then at the position, end Jiao Chu both sides of waist rail, support in connecting at least one between a pair of therein afterwards relative waist rail; Repeat said process and form foundation ditch until digging to the following 30cm of design elevation;
6) at adjacent position laying one deck colour bar cloth or the geotextiles in Larsen steel sheet pile lower end and foundation ditch bottom surface, cast one deck concrete cushion on the foundation ditch bottom surface then;
7) on above-mentioned concrete cushion, build template, carry out main body construction then and make cushion cap or frame structure main body, in work progress, interior support is cast directly in the main body, afterwards stripping;
When 8) constructing on land, adopt graded broken stone or the concrete space between main body and the cofferdam in the backfill foundation ditch successively, backfill limit, limit is removed waist rail and bearing diagonal from top to bottom one by one; When in the river course, constructing, earlier be backfilled to the following 30cm of orlop waist rail place with graded broken stone or concrete, then the lumps of wood is supported near serving as interim support between the cofferdam of backfill layer and the main body, remove undermost waist rail and bearing diagonal again, be filled to layer waist rail second from the bottom following 10cm place back dismounting second road waist rail and the bearing diagonal afterwards in foundation ditch, the rest may be inferred to last one waist rail and bearing diagonal dismounting;
9) the Larsen steel sheet pile is removed by eradicating, finish whole foundation pit construction process thus.
2. employing shallow overburden Larsen steel sheet pile according to claim 1 is characterized in that as the foundation ditch construction method in protection cofferdam: described guide pile adopts steel pipe pile, and the location crossbeam adopts Two bors d's oeuveres I40 i iron.
3. employing shallow overburden Larsen steel sheet pile according to claim 1 is characterized in that as the foundation ditch construction method in protection cofferdam: described internal support adopts Two bors d's oeuveres I30 i iron.
4. employing shallow overburden Larsen steel sheet pile according to claim 1 is as the foundation ditch construction method in protection cofferdam, and it is characterized in that: the thickness of described concrete cushion is at least 30cm, and concrete grade is not less than C30.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201010604052 CN102094425B (en) | 2010-12-24 | 2010-12-24 | Foundation pit construction method adopting shallow buried depth Larsen steel plate pile as protective cofferdam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201010604052 CN102094425B (en) | 2010-12-24 | 2010-12-24 | Foundation pit construction method adopting shallow buried depth Larsen steel plate pile as protective cofferdam |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102094425A true CN102094425A (en) | 2011-06-15 |
| CN102094425B CN102094425B (en) | 2012-07-04 |
Family
ID=44127676
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201010604052 Active CN102094425B (en) | 2010-12-24 | 2010-12-24 | Foundation pit construction method adopting shallow buried depth Larsen steel plate pile as protective cofferdam |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102094425B (en) |
Cited By (20)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102359112A (en) * | 2011-07-22 | 2012-02-22 | 中铁第四勘察设计院集团有限公司 | Method for bracing foundation pit by using steel box piles |
| CN102409688A (en) * | 2011-08-16 | 2012-04-11 | 中建三局建设工程股份有限公司 | Construction method of steel plate pile cofferdam |
| CN102979098A (en) * | 2012-11-16 | 2013-03-20 | 中铁三局集团有限公司 | Construction method for rapidly processing soft soil foundation |
| CN103195067A (en) * | 2013-03-29 | 2013-07-10 | 中国十七冶集团有限公司 | Deep foundation pit muddy-silty clay cushion layer construction method |
| CN104196034A (en) * | 2014-09-18 | 2014-12-10 | 中建交通建设集团有限公司 | Foundation pit construction method employing steel sheet piles as support cofferdam |
| CN105780779A (en) * | 2014-12-26 | 2016-07-20 | 上海宝冶集团有限公司 | Externally arranged, compacted and grouted Larsen steel sheet pile composite retaining structure and use method thereof |
| CN105953078A (en) * | 2016-04-29 | 2016-09-21 | 中国冶集团有限公司 | Protection device and protection method of high-pressure gas pipeline |
| CN106320351A (en) * | 2016-08-25 | 2017-01-11 | 中铁四局集团有限公司 | Small-spacing long and large underwater steel sheet pile cofferdam construction method |
| CN106894421A (en) * | 2017-01-19 | 2017-06-27 | 中国建筑第八工程局有限公司 | The method for dismounting of internal support of foundation pit beam |
| CN107012792A (en) * | 2017-05-23 | 2017-08-04 | 温州市隆尚建设有限公司 | A kind of construction method of bridge substructure |
| CN107905244A (en) * | 2017-12-12 | 2018-04-13 | 中交公局第二工程有限公司 | A kind of three side combined cofferdam construction method of offshore region |
| CN108005095A (en) * | 2017-12-12 | 2018-05-08 | 中交公局第二工程有限公司 | A kind of three side combined cofferdam of offshore region |
| CN108018863A (en) * | 2017-12-12 | 2018-05-11 | 中交公局第二工程有限公司 | A kind of three side combined cofferdam structure of offshore region |
| CN108677960A (en) * | 2018-04-16 | 2018-10-19 | 中铁建工集团有限公司 | A kind of construction method for being cheated in being cheated under complex geological condition |
| CN110042842A (en) * | 2019-04-26 | 2019-07-23 | 中铁二十三局集团有限公司 | A kind of open cut construction method of deep foundation ditch for wearing river |
| CN110886248A (en) * | 2019-12-17 | 2020-03-17 | 中交路桥建设有限公司 | Construction method for temporary support in existing abutment width splicing construction |
| CN111287299A (en) * | 2020-02-26 | 2020-06-16 | 深圳市宏大建设集团有限公司 | Sewage pipe pit excavation backfill process and pipe pit excavation supporting structure |
| CN113202119A (en) * | 2021-05-20 | 2021-08-03 | 中国水利水电第十一工程局有限公司 | Combined cofferdam for strong-flow sand-ground layer gabion construction of linear river channel and construction method thereof |
| CN114645549A (en) * | 2020-12-21 | 2022-06-21 | 中交第二公路工程局有限公司 | Construction method of steel sheet pile cofferdam |
| CN115110518A (en) * | 2022-06-15 | 2022-09-27 | 中交二航局广西建设工程有限公司 | Construction method for underwater strongly weathered rock stratum steel sheet pile by using rotary drilling rig |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101074561A (en) * | 2006-05-19 | 2007-11-21 | 中船第九设计研究院 | Large-diameter circular steel-plate cofferdam and its construction |
| CN101289867A (en) * | 2008-04-09 | 2008-10-22 | 中交三航局第二工程有限公司 | Construction process for removing foundation ditch in water |
| CN101457527A (en) * | 2008-12-26 | 2009-06-17 | 中铁大桥局集团第二工程有限公司 | Simple abd rapid water sealing method for larsen steel sheet pile cofferdam |
| WO2010104235A1 (en) * | 2009-03-09 | 2010-09-16 | Chung Kwang-Ok | Excavation method of underground plaza and submarine plaza using steel casing retaining wall |
| CN101838993A (en) * | 2010-05-17 | 2010-09-22 | 中铁二十局集团有限公司 | Construction technology of steel sheet pile cofferdam for Yellow River Channel internal support table construction |
-
2010
- 2010-12-24 CN CN 201010604052 patent/CN102094425B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101074561A (en) * | 2006-05-19 | 2007-11-21 | 中船第九设计研究院 | Large-diameter circular steel-plate cofferdam and its construction |
| CN101289867A (en) * | 2008-04-09 | 2008-10-22 | 中交三航局第二工程有限公司 | Construction process for removing foundation ditch in water |
| CN101457527A (en) * | 2008-12-26 | 2009-06-17 | 中铁大桥局集团第二工程有限公司 | Simple abd rapid water sealing method for larsen steel sheet pile cofferdam |
| WO2010104235A1 (en) * | 2009-03-09 | 2010-09-16 | Chung Kwang-Ok | Excavation method of underground plaza and submarine plaza using steel casing retaining wall |
| CN101838993A (en) * | 2010-05-17 | 2010-09-22 | 中铁二十局集团有限公司 | Construction technology of steel sheet pile cofferdam for Yellow River Channel internal support table construction |
Cited By (23)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102359112A (en) * | 2011-07-22 | 2012-02-22 | 中铁第四勘察设计院集团有限公司 | Method for bracing foundation pit by using steel box piles |
| CN102409688A (en) * | 2011-08-16 | 2012-04-11 | 中建三局建设工程股份有限公司 | Construction method of steel plate pile cofferdam |
| CN102409688B (en) * | 2011-08-16 | 2015-12-02 | 中建三局建设工程股份有限公司 | A kind of construction method of steel sheet-pile cofferdam |
| CN102979098A (en) * | 2012-11-16 | 2013-03-20 | 中铁三局集团有限公司 | Construction method for rapidly processing soft soil foundation |
| CN103195067A (en) * | 2013-03-29 | 2013-07-10 | 中国十七冶集团有限公司 | Deep foundation pit muddy-silty clay cushion layer construction method |
| CN104196034A (en) * | 2014-09-18 | 2014-12-10 | 中建交通建设集团有限公司 | Foundation pit construction method employing steel sheet piles as support cofferdam |
| CN104196034B (en) * | 2014-09-18 | 2016-09-21 | 中建交通建设集团有限公司 | A kind of utilize steel sheet pile as the foundation ditch construction method in supporting cofferdam |
| CN105780779A (en) * | 2014-12-26 | 2016-07-20 | 上海宝冶集团有限公司 | Externally arranged, compacted and grouted Larsen steel sheet pile composite retaining structure and use method thereof |
| CN105953078A (en) * | 2016-04-29 | 2016-09-21 | 中国冶集团有限公司 | Protection device and protection method of high-pressure gas pipeline |
| CN106320351A (en) * | 2016-08-25 | 2017-01-11 | 中铁四局集团有限公司 | Small-spacing long and large underwater steel sheet pile cofferdam construction method |
| CN106894421A (en) * | 2017-01-19 | 2017-06-27 | 中国建筑第八工程局有限公司 | The method for dismounting of internal support of foundation pit beam |
| CN107012792A (en) * | 2017-05-23 | 2017-08-04 | 温州市隆尚建设有限公司 | A kind of construction method of bridge substructure |
| CN107905244A (en) * | 2017-12-12 | 2018-04-13 | 中交公局第二工程有限公司 | A kind of three side combined cofferdam construction method of offshore region |
| CN108005095A (en) * | 2017-12-12 | 2018-05-08 | 中交公局第二工程有限公司 | A kind of three side combined cofferdam of offshore region |
| CN108018863A (en) * | 2017-12-12 | 2018-05-11 | 中交公局第二工程有限公司 | A kind of three side combined cofferdam structure of offshore region |
| CN108677960A (en) * | 2018-04-16 | 2018-10-19 | 中铁建工集团有限公司 | A kind of construction method for being cheated in being cheated under complex geological condition |
| CN108677960B (en) * | 2018-04-16 | 2020-09-15 | 中铁建工集团有限公司 | Construction method for pit-in-pit under complex geological conditions |
| CN110042842A (en) * | 2019-04-26 | 2019-07-23 | 中铁二十三局集团有限公司 | A kind of open cut construction method of deep foundation ditch for wearing river |
| CN110886248A (en) * | 2019-12-17 | 2020-03-17 | 中交路桥建设有限公司 | Construction method for temporary support in existing abutment width splicing construction |
| CN111287299A (en) * | 2020-02-26 | 2020-06-16 | 深圳市宏大建设集团有限公司 | Sewage pipe pit excavation backfill process and pipe pit excavation supporting structure |
| CN114645549A (en) * | 2020-12-21 | 2022-06-21 | 中交第二公路工程局有限公司 | Construction method of steel sheet pile cofferdam |
| CN113202119A (en) * | 2021-05-20 | 2021-08-03 | 中国水利水电第十一工程局有限公司 | Combined cofferdam for strong-flow sand-ground layer gabion construction of linear river channel and construction method thereof |
| CN115110518A (en) * | 2022-06-15 | 2022-09-27 | 中交二航局广西建设工程有限公司 | Construction method for underwater strongly weathered rock stratum steel sheet pile by using rotary drilling rig |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102094425B (en) | 2012-07-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102094425B (en) | Foundation pit construction method adopting shallow buried depth Larsen steel plate pile as protective cofferdam | |
| CN104196034B (en) | A kind of utilize steel sheet pile as the foundation ditch construction method in supporting cofferdam | |
| CN104612162B (en) | A kind of Deep Foundation Pit of Metro Stations excavation construction method | |
| CN101838993B (en) | Construction technology of steel sheet pile cofferdam for Yellow River Channel internal support table construction | |
| CN105951711A (en) | Enclosing construction method of underground continuous wall of seashore power station | |
| CN103031839B (en) | Construction method of hand-dug piles | |
| CN102434717B (en) | Construction method of joist steel pipe-jacking work pit | |
| CN204491626U (en) | The foundation pit enclosure structure that Larsen steel sheet pile and prestressed anchor combine | |
| CN105756091B (en) | A kind of Metro station excavation construction method of control adjacent building composition deformation | |
| CN103321246B (en) | Underground diaphragm wall based foundation pit construction method | |
| CN209741877U (en) | Cofferdam structure with concrete ring beam water stop additionally arranged at root of steel sheet pile | |
| CN102953341A (en) | Overhead trestle structure built on non-covering steep bare rocks in deep rapids | |
| CN106638640A (en) | Modular coffer construction method for concrete without subsealing in the geologic condition of stratum | |
| CN102430277B (en) | Coarse grid sunk well for physically processing waste water and construction method thereof | |
| CN101457526A (en) | Circular deep foundation ditch concrete pile arranging support and major structure inversing construction method | |
| CN109778869A (en) | Foundation ditch construction method | |
| CN102966110A (en) | Vertically-combined type impermeable waterproof curtain structure and construction method thereof | |
| CN104264683B (en) | Building concave shape ultra-deep foundation pit subregion supporting method is protected for three around literary composition | |
| CN110258582A (en) | Bearing diagonal foundation pit supporting construction and construction method based on steel-pipe pile Yu Larsen steel plate | |
| CN105714748A (en) | Excavating construction method for surge shaft in gravel and sandy soil layer | |
| CN103015429A (en) | Long auger rotary-jet mixing steel reinforced cement-soil pile foundation pit water-resisting and supporting method | |
| CN104164881A (en) | Piling wall overlapping cantilever foundation pit support construction method and structure | |
| CN112064751A (en) | Deep groove construction method for drainage pipeline | |
| CN106498957A (en) | Steel sheet pile cofferdam construction platform and integral construction method | |
| CN107165173A (en) | A kind of foundation pit supporting system and its construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |