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
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- 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
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 64
- 239000010959 steel Substances 0.000 title claims abstract description 64
- 238000010276 construction Methods 0.000 title claims abstract description 41
- 230000001681 protective effect Effects 0.000 title claims abstract 6
- 238000000034 method Methods 0.000 claims abstract description 22
- 239000002689 soil Substances 0.000 claims abstract description 7
- 239000011435 rock Substances 0.000 claims abstract 3
- 238000009412 basement excavation Methods 0.000 claims description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 8
- 239000002023 wood Substances 0.000 claims description 6
- 239000004575 stone Substances 0.000 claims description 5
- 239000004744 fabric Substances 0.000 claims description 4
- 239000004746 geotextile Substances 0.000 claims description 4
- 238000009415 formwork Methods 0.000 claims 2
- 230000000694 effects Effects 0.000 abstract description 7
- 239000003673 groundwater Substances 0.000 abstract description 3
- 238000001556 precipitation Methods 0.000 abstract description 2
- 230000015572 biosynthetic process Effects 0.000 abstract 1
- 238000009434 installation Methods 0.000 abstract 1
- 238000007789 sealing Methods 0.000 abstract 1
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 19
- 229910052742 iron Inorganic materials 0.000 description 9
- 238000004062 sedimentation Methods 0.000 description 5
- 238000006073 displacement reaction Methods 0.000 description 3
- 239000000284 extract Substances 0.000 description 3
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000010009 beating Methods 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
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Abstract
一种采用浅埋深拉森钢板桩作为防护围堰的基坑施工方法。其包括设置导向架、用拉森钢板桩围堰、安装内支撑、封底、加填以及拔除等步骤。该方法是利用增加内支撑和封底砼的厚度以及将拉森钢板桩浅埋入不透水的均质混合岩层中的方法来保证围堰的整体稳定，从而可以避免因拉森钢板桩埋深不足所引起的围堰倾覆、坍塌、围堰底管涌或上拱等问题。其可利用拉森钢板桩的止水效果来保证围堰周围的地下水稳定，防止围堰周边的建筑或既有线路因降水而发生沉降；利用拉森钢板桩的挡土和止水效果保证周围土体的稳定，防止流砂和基坑坍塌现象的出现，并且施工工期短，安全可靠。A foundation pit construction method using shallow-buried deep Larsen steel sheet piles as a protective cofferdam. It includes the steps of setting guide frame, cofferdam with Larsen steel sheet pile, installation of inner support, back cover, filling and removal. This method is to ensure the overall stability of the cofferdam by increasing the thickness of the inner support and back-sealing concrete and shallowly embedding the Larsen steel sheet piles in the impermeable homogeneous mixed rock formation, so as to avoid the lack of embedding depth of the Larsen steel sheet piles. The cofferdam overturning, collapse, cofferdam bottom piping or arching and other problems caused by it. It can use the water-stop effect of Larsen steel sheet piles to ensure the stability of groundwater around the cofferdam, and prevent the buildings around the cofferdam or existing lines from settling due to precipitation; use the retaining and water-stop effects of Larsen steel sheet piles to ensure The stability of the soil prevents quicksand and foundation pit collapse, and the construction period is short, 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.
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| 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 |
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| 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 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 |
| 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 |
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| 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 sheet 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 | Construction Method of Steel Sheet Pile Cofferdam in Long Water with Small Spacing |
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| 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 |
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| CN117230720B (en) * | 2023-09-22 | 2026-03-17 | 中交二航局第一工程有限公司 | Construction method of irregular arch support |
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