CN103590425A - Peaty soft soil stratum subway station construction technology - Google Patents

Peaty soft soil stratum subway station construction technology Download PDF

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Publication number
CN103590425A
CN103590425A CN201310617874.7A CN201310617874A CN103590425A CN 103590425 A CN103590425 A CN 103590425A CN 201310617874 A CN201310617874 A CN 201310617874A CN 103590425 A CN103590425 A CN 103590425A
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China
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layer
construction
excavation
joint
waterproof
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CN201310617874.7A
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Chinese (zh)
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CN103590425B (en
Inventor
魏辉
李斌川
张永民
姚志义
李武祥
白杰
王晋国
薛小燕
杨军峰
杨延岗
刘广庆
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中铁二十局集团第五工程有限公司
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Abstract

The invention discloses a peaty soft soil stratum subway station construction technology. A main structure of a constructed subway station comprises base plates, side walls, top plates and middle plates distributed between the top plates and the base plates. Underground consecutive walls are arranged on outer sides of the two side walls. The base plates, the side walls, the middle plates and the top plates are all of a rebar concrete structure formed by pouring waterproof concrete. The subway station construction technology comprises the following steps: (1) underground consecutive wall construction, (2) foundation reinforcement, namely, three-shaft stirring piles are used for reinforcing the foundation of excavated foundation pits, (3) vacuum water falling, namely conducting vacuum well point water falling construction on the foundation pits needing excavating, (4) foundation pit excavation, namely, an open excavation method is used for conducting earthwork excavation on the foundation pits needing excavating with a plurality of excavating layers from top to bottom, (5) subway station main structure construction. The method is simple, convenient to realize, quick in construction speed, capable of being ensured in construction quality easily, and good in construction effect, and enables the subway station construction process of peaty soft soil stratum to be completed simply, quickly and with high quality.

Description

A kind of peat matter soft soil layer metro station construction technique

Technical field

The invention belongs to metro station construction technical field, especially relate to a kind of peat matter soft soil layer metro station construction technique.

Background technology

According to < < Code for investigation of geotechnical engineering > >, Kunming Areas peat class soil mainly contains peat soil and peat two classes, peat, cumulosol organic content reach 10-60%, severe 10-14KN/m 3, be the important soil layer that Kunming Areas extensively distributes.The building in a lot of peat soils area, urban operating mechanism, road, underground construction etc. all occur even destroying moderate finite deformation and differential settlement and unstability, and many engineering accidents occur.The features such as Kunming Areas peat matter soft soil layer has that compressibilty is high, void ratio is large, water content is high, highly sensitive, low bearing capacity, engineering properties is poor, easily causes the excessive or differential settlement of sedimentation.In recent years, the engineering properties of relevant cumulosol and engineering Application Research have obtained certain breakthrough, there is very important theory significance and engineering using value, but subway station is passed through the peat matter soft clay area of high-load completely and is still had certain construction technology difficult problem.While especially building fast subway open cut deep big foundation pit station in peat matter soft clay area, Kunming Dianchi lake basin, do not have can be for reference construction experience, give and to build city underground and bring construction difficult problem.Therefore, nowadays lack a kind of method simple, realize convenient, construction speed is fast and construction quality is easy to the peat matter soft soil layer metro station construction technique guaranteeing, construction effect is good, the metro station construction process that it can be simply, quick and high-quality completes peat matter soft soil layer.

Summary of the invention

Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of peat matter soft soil layer metro station construction technique is provided, its method is simple, it is convenient to realize, construction speed is fast and construction quality is easy to guarantee, construction effect is good, can be simple, fast and high-quality complete the metro station construction process of peat matter soft soil layer.

For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of peat matter soft soil layer metro station construction technique, it is characterized in that: the agent structure of the subway station of constructing comprise base plate, two be laid in respectively side wall, the top board directly over base plate of top, the base plate left and right sides and be laid in top board and base plate between middle plate, the quantity of described middle plate is one or more, a plurality of described middle plates are from top to bottom laid between top board and base plate, and the left and right sides of described base plate, top board and middle plate all connects as one with side wall; Between the middle plate of described base plate and the side of being located thereon, between top board and the middle plate below it and all support by column between neighbouring two described middle plates; The outside of two described side walls is provided with diaphragm wall; Described base plate, side wall, middle plate and top board are all for being built the reinforced concrete structure forming by waterproof concrete; The construction technology of this subway station comprises the following steps:

Step 1, construction of diaphragm wall: two described diaphragm walls are constructed, and what two described diaphragm walls laid respectively at constructed subway station needs the excavation pit left and right sides;

Step 2, ground stabilization: adopt three axle agitation piles to needing the ground of excavation pit to reinforce; The three axle agitation piles of constructing are cement mixing pile, the water/binder ratio of the cement paste that adopts is 0.45~0.55, the three axle agitation piles of constructing be take needs excavation pit bottom surface as boundary, to be divided into upper segment and the bottom sections that is positioned at described upper segment below, in the cement paste that described upper segment adopts, cement mixing content is 6.5%~7.5%, and in the cement paste that described bottom sections adopts, cement mixing content is 19%~21%;

Step 3, vacuum-dewatering: to needing excavation pit to carry out vacuum well-point dewatering construction;

Step 4, excavation of foundation pit: adopt cut and cover method to divide a plurality of excavation layers to needing excavation pit to carry out soil excavation from top to bottom;

Step 5, subway station main structure construction: from rear and front end to centre, the agent structure to constructed subway station is constructed respectively, and the deformation joint staying in the agent structure of the constructed subway station of having constructed and circular construction joint are carried out to waterproofing work.

Above-mentioned a kind of peat matter soft soil layer metro station construction technique, is characterized in that: in step 1, the wall thickness of institute's construction diaphragm wall is that 800mm left and right and its building-in depth are not less than 17m;

When diaphragm wall is constructed in step 1, process is as follows:

Step 101, measurement unwrapping wire: according to the design drawing of constructed subway station, the body of wall center line of diaphragm wall is measured to unwrapping wire;

Step 102, construction of guide wall: according to the measurement unwrapping wire result in step 101, the wall of leading that construction diaphragm wall is used is constructed; The described wall of leading is comprised of two L shaped bodies of wall that are symmetrical laying, and described L shaped body of wall is reinforced concrete structure; Until described in lead wall concrete strength reach after design strength, between two described L shaped bodies of wall that also need complete in construction, a vertical multiple tracks prevents from leading the support member inclining within the walls;

Step 103, construction of diaphragm wall: utilize construction molding in step 102 described in lead wall, diaphragm wall is constructed; The diaphragm wall of constructing is assemblied to form successively by a plurality of wall sections of laying along body of wall length direction, between adjacent two described wall sections, all by underground continuous wall connector, closely connects; The job practices of a plurality of described wall sections is all identical;

When described diaphragm wall is carried out to trenching construction, adopt groover and by job-hopping method job practices, to a plurality of described wall sections one to one a plurality of unit groove sections carry out respectively trenching construction; After described unit groove section has been constructed, first the unit groove section of having constructed is carried out to groove clearly, in unit groove section, lift again into the reinforcing cage one for the described wall section of constructing, treat the described reinforcing cage one lifting laggard row underwater concreting construction that puts in place, until institute, concreting reaches after design strength, just completes the work progress of a wall section;

Actual carrying out underwater concreting when construction, adopts the grouting pipe that two diameters being lifted by hanging apparatus are 250mm ± 50mm to build; First, two described grouting pipe are lifted in described unit groove section, and to make the bottom of two described grouting pipe and the spacing between described unit groove section bottom land be 300mm~500mm; In underwater concreting work progress, several times two described grouting pipe are synchronously upwards promoted, and to make two described grouting pipe Transducers Embedded in Concrete degree of depth be 1.5m~3.0m, and the concrete surface discrepancy in elevation that two described grouting pipe are built is not more than 500mm.

Above-mentioned a kind of peat matter soft soil layer metro station construction technique, is characterized in that: in step 2, when needing the ground of excavation pit to reinforce, adopt three axle agitation piles to carry out stripping reinforcing to ground; Actual while carrying out ground stabilization, first to needing excavation pit middle part to reinforce, then to needing excavation pit one side to reinforce, finally to needing excavation pit opposite side to reinforce.

Above-mentioned a kind of peat matter soft soil layer metro station construction technique, is characterized in that: while carrying out vacuum-dewatering in step 3, by a plurality of downcast well pipes, carry out dewatering construction, until groundwater table is down to base plate bottom surface design elevation, be not less than below 1m; Actual carry out vacuum-dewatering before, first a plurality of described downcast well pipes are installed, after the equal installation of a plurality of described downcast well pipes, startup is carried out continuous pumpage with the pumping system that a plurality of described downcast well pipes join respectively, until groundwater table is down to projected depth; The mounting method of a plurality of described downcast well pipes is all identical, when described in any, downcast well pipe is installed, comprises the following steps:

Step 301, dewatering well pore-forming and well casing are transferred: adopt water drilling rig boring, and described downcast well pipe is transferred to the boring of institute's moulding; While adopting described water drilling rig to hole, need steel casing be installed at the place, aperture being holed; Described downcast well pipe comprises steel pipe and is coaxially arranged on the bridge type filter pipe of described steel pipe bottom, and described bridge type filter pipe outer felt is wound with one deck filter cloth;

Step 302, fill out filtrate: after downcast well pipe described in step 301 is transferred and put in place, adopt filtrate to fill the cavity between borehole wall described in described bridge type filter pipe and step 301;

Step 303, sealing: first adopting granularity is that swell soil ball and/or the admaic earth ball of 1cm~5cm filled the cavity between borehole wall described in described steel pipe and step 301, and is filled to below ground 1.5m~2.5m; Afterwards, then adopt clay to carry out closely knit filling to the cavity between borehole wall described in described steel pipe and step 301, until be filled to mutually concordant with ground.

Above-mentioned a kind of peat matter soft soil layer metro station construction technique, is characterized in that: in step 4, to needing excavation pit to carry out soil excavation, excavate respectively from rear and front end to centre; The quantity of a plurality of described excavation layers is M, in the foundation ditch that excavation forms, is provided with M-1 road inner support, and wherein M is positive integer and M >=4;

Actual when needing excavation pit to carry out soil excavation, digging process is as follows:

Step 401, first floor excavation layer excavation and the construction of first inner support: first floor excavation layer is excavated, and corresponding formation first floor excavation space, and in digging process, excavation direction along first floor excavation layer is constructed to first inner support and steel concrete Guan Liang by backward preamble, described steel concrete Guan Liang is laid in the diaphragm wall top of having constructed in step 103, described first inner support frame is located between the set steel concrete hat beam in described diaphragm wall top, two of left and right, described first inner support is positioned at described first floor excavation space,

Step 402, second layer excavation layer excavation: second layer excavation layer is excavated, and corresponding formation second layer excavation space;

Step 403, lower one deck excavation layer excavation and lower one inner support construction: lower one deck excavation layer is excavated, and one deck excavation space under corresponding formation, and in digging process, excavation direction along current excavation layer is set up lower one inner support by backward preamble, and described lower one inner support frame is located between two the described diaphragm walls in left and right and it is positioned at described lower one deck and excavates space;

Step 404, one or many repeating step 403, until complete the digging process of all excavation layers, obtain the foundation ditch having excavated.

Above-mentioned a kind of peat matter soft soil layer metro station construction technique, is characterized in that: the inner support of first described in step 401 comprises that multiple tracks is laid in the reinforced concrete beam in same level, and the cross section of described reinforced concrete beam is square; Lower one inner support described in step 403 comprises that multiple tracks is laid in the steel pipe in same level, and described diaphragm wall is provided with a plurality of built-in fittings for fixing described lower one inner support;

M=5,5 described excavation layers are respectively first floor excavation layer, second layer excavation layer, the 3rd layer of excavation layer, the 4th layer of excavation layer and layer 5 excavation layer from top to bottom, the cutting depth of first floor excavation layer is 1.4m ± 0.2m, the cutting depth of second layer excavation layer is 5.8m ± 0.5m, the cutting depth of the 3rd layer of excavation layer is 2.5m ± 0.2m, the cutting depth of the 4th layer of excavation layer is 3.8m ± 0.3m, and the cutting depth of layer 5 excavation layer is 2.8m ± 0.2m; After layer 5 excavation layer has excavated, cutting depth is positioned at needs the above 300mm ± 20mm of excavation pit bottom surface design elevation, manually surplus earth is excavated afterwards; During actual excavation, after last layer excavation layer excavation 20m ± 2m, start lower two layers of excavation layer to excavate; When first floor excavation layer and second layer excavation layer are excavated, employing mini-excavator excavates; During to the 3rd layer of excavation layer, the 4th layer of excavation layer and layer 5 excavation layer, adopt high-front shovel to fetch earth on the ground.

Above-mentioned a kind of peat matter soft soil layer metro station construction technique, it is characterized in that: the quantity of described middle plate is one, described side wall is divided into top body of wall with described Zhong Banwei circle and is positioned at the bottom body of wall of described upper and lower body of wall below, and described base plate below is provided with one deck concrete cushion; In step 4, carry out, in Excavation Process, in institute's excavation pit, laying multiple tracks inner support from top to bottom; When the agent structure of constructed subway station is constructed in step 5, process is as follows:

Step 501, grounded screen construction: the foundation ditch bottom of having excavated in step 4, the grounded screen of constructed subway station is constructed;

Step 502, concrete cushion construction: concrete cushion is constructed;

Step 503, base plate and side wall lower walls body construction: the bottom body of wall to base plate and two described side walls carries out pouring construction;

The construction of step 504, middle plate: centering plate and be supported in base plate and middle plate between column carry out pouring construction;

Step 505, side wall top body of wall and top board construction: top body of wall, the top board of two described side walls and the column that is supported between middle plate and top board are carried out to pouring construction;

Step 502 carries out, in work progress, from the bottom to top inner support described in multiple tracks being removed to the agent structure of constructed subway station to step 505;

The subway station agent structure arranged outside of constructing has outer packaging waterproof layer, and step 502 is carried out in work progress the agent structure of constructed subway station to step 505, also needs synchronously described outer packaging waterproof layer to be constructed; Described outer packaging waterproof layer comprise be laid in top board top waterproof roofing layer, be laid in the base plate waterproofing of base plate below and be laid in the side wall waterproofing course in side wall outside; Described waterproof roofing layer comprises the waterproofing course eight of mating formation above top board and is laid in the pea gravel concreten topping one above described waterproofing course two; Described side wall waterproofing course is the waterproofing course two being laid between side wall and its outside diaphragm wall; Described base plate waterproofing is laid between base plate and concrete cushion and it comprises the waterproofing course three of mating formation on concrete cushion and is laid in the pea gravel concreten topping two on described waterproofing course three; Described waterproofing course eight comprises that water-repellent paint coating and the anti-root system of PVC being laid in described water-repellent paint coating pierce through layer or isolation malthoid; Described waterproofing course two and waterproofing course three are coil waterproof layer and the two processing and fabricating is integrated.

Above-mentioned a kind of peat matter soft soil layer metro station construction technique, it is characterized in that: while the deformation joint staying in the agent structure of the constructed subway station of having constructed being carried out to waterproofing work in step 5, need carry out respectively waterproofing work to the deformation joint that stays three on institute's deformation joint that stays two and base plate on the deformation joint that stays, side wall on top board; Wherein, deformation joint one is carried out forming roof deformation seam waterproof construction after waterproofing work, described roof deformation seam waterproof construction comprises the closely knit rubber fastening band one with grouting tube that is filled in polyethylene board one in deformation joint one, is laid in deformation joint one middle part, be positioned at directly over deformation joint one and the coil waterproof layer two on described waterproofing course eight and be laid in the junction steel plate one under deformation joint one of mating formation, the two ends, left and right of described junction steel plate one are all fixed on top board by securing member, and the upper and lower side of described deformation joint one all carries out shutoff by fluid sealant; On described top board, have with on rubber fastening band one the slip casting groove one that communicates with grouting tube;

Deformation joint two is carried out forming side wall waterproof structure for deformation seams after waterproofing work, described side wall waterproof structure for deformation seams comprises the closely knit polyethylene board two being filled in deformation joint two, be laid in the rubber fastening band two with grouting tube at deformation joint two middle parts, be flattened on the external labeling type waterstop one in deformation joint two outsides, be laid in deformation joint two outsides and mat formation at the coil waterproof layer three and the junction steel plate two that is laid in deformation joint two inner sides in waterproofing course two outsides, the two ends up and down of described junction steel plate two are all fixed on the inside wall of side wall by securing member, described external labeling type waterstop one is positioned at waterproofing course two inner sides, shutoff is carried out by fluid sealant in the inner of described deformation joint two, on described side wall, have with on rubber fastening band two the slip casting groove two that communicates with grouting tube,

Deformation joint three is carried out forming bottom deformation seam waterproof construction after waterproofing work, described bottom deformation seam waterproof construction comprises the closely knit rubber fastening band three with grouting tube that is filled in polyethylene board three in deformation joint three, is laid in deformation joint three middle parts, is flattened on the external labeling type waterstop two of deformation joint three bottoms and is laid under deformation joint three and the coil waterproof layer five of mating formation below waterproofing course three, and described external labeling type waterstop two is positioned at waterproofing course three tops; Shutoff is carried out by fluid sealant in the upper end of described deformation joint three; On described base plate, have with on rubber fastening band three the slip casting groove three that communicates with grouting tube;

While the circular construction joint staying in the agent structure of the constructed subway station of having constructed being carried out to waterproofing work in step 5, need carry out respectively waterproofing work to the circular construction joint that stays three on institute's circular construction joint that stays two and base plate on the circular construction joint that stays, side wall on top board; Wherein, circular construction joint one is carried out forming top board circular construction joint waterproof construction after waterproofing work, described top board circular construction joint waterproof construction comprise be embedded in top board middle part rubber watertight strip one, be laid in coil waterproof layer two directly over circular construction joint one and many and be all embedded in circular construction joint side and to the Grouting Pipe one of the interior injection cementitious capillary waterproofing material of circular construction joint one one by one; Described coil waterproof layer two is pressed in waterproofing course eight belows;

Circular construction joint two is carried out forming side wall circular construction joint waterproof construction after waterproofing work, described side wall circular construction joint waterproof construction comprise be embedded in side wall middle part rubber watertight strip two, be laid in that the coil waterproof layer four in circular construction joint two outsides and many are all embedded in circular construction joint two tops and to the Grouting Pipe two of the interior injection cementitious capillary waterproofing material of circular construction joint two; Described coil waterproof layer four is pressed in waterproofing course two inner sides;

Circular construction joint three is carried out forming base plate circular construction joint waterproof construction after waterproofing work, described base plate circular construction joint waterproof construction comprise be embedded in base plate middle part rubber watertight strip three, be laid in that coil waterproof layer one under circular construction joint three and many are all embedded in circular construction joint 31 sides and to the Grouting Pipe three of the interior injection cementitious capillary waterproofing material of circular construction joint one; Described coil waterproof layer one is between concrete cushion and waterproofing course three.

Above-mentioned a kind of peat matter soft soil layer metro station construction technique, it is characterized in that: in step 5, the agent structure of constructed subway station is carried out in work progress, need carry out respectively waterproofing work to the junction between side wall and top board and between side wall and base plate, and section waterproof structure under section waterproof structure and side wall on corresponding formation side wall; On described side wall, section waterproof structure comprises the coil waterproof layer six being laid in described water-repellent paint coating and is pressed on the metal bead on described coil waterproof layer six, described coil waterproof layer six is integrated with waterproofing course two processing and fabricatings and it is fixed on top board by a plurality of securing members, described metal bead is pressed in the anti-root system of PVC and pierces through layer or isolation malthoid below, and the anti-root system of described PVC pierces through between layer or isolation malthoid and metal bead and diaphragm wall and all by fluid sealant, seals; The width of described metal bead is greater than the width of described coil waterproof layer six, between the outer end of described coil waterproof layer six and metal bead, by fluid sealant, seals; Described lower section waterproof structure comprises that cross section is L shaped coil waterproof layer seven, and described coil waterproof layer seven comprises mats formation at the vertical sections in waterproofing course two outsides and the horizontal sections of mating formation below waterproofing course three;

In step 5, the agent structure of constructed subway station is carried out in work progress, adopt lead-out wire water proof structure to carry out waterproofing work to grounded screen lead-out wire, described lead-out wire water proof structure comprises the steel sleeve that is embedded in base plate and is sleeved on grounded screen lead-out wire outside, and described steel sleeve is vertically to laying; Outside described steel sleeve, fixed cover is equipped with a seal ring, and described seal ring is level to laying; Described steel sleeve and seal ring are all built in base plate; Described grounded screen lead-out wire outside is set with a plurality of retainer rings from top to bottom, and the structure of a plurality of described retainer rings and size are all identical; The external diameter of described retainer ring is less than the internal diameter of steel sleeve; Cavity between described steel sleeve and grounded screen lead-out wire is filled by silicone rubber particles, between described steel sleeve bottom and base plate, by water-swellable sealing rod, seal, described water-swellable sealing rod is along the circumferential direction laid on the bottom lateral wall of steel sleeve.

Above-mentioned a kind of peat matter soft soil layer metro station construction technique, is characterized in that: the middle part, rear and front end of described reinforcing cage one is all welded with a underground continuous wall connector, and described underground continuous wall connector is shaped steel; The left and right sides of described shaped steel prevents that cement paste from flowing to the irony baffle plate of adjacent cells groove section while being provided with a underwater concreting construction, and the inner of described irony baffle plate is weldingly fixed on described shaped steel and its width is the spacing between described shaped steel and described unit groove section cell wall.

The present invention compared with prior art has the following advantages:

1, simple, the easy construction of construction sequence and realize conveniently, input cost is low.

2, working procedure is few, and construction speed is fast and the construction period is short.

3, construction method of underground continuous wall step diaphragm wall quality simple, reasonable in design and construction molding is good, and construction quality is easy to guarantee.

4, foundation reinforcement method simple and realize convenient, construction speed is fast, the agitation pile cement paste proportion design adopting is reasonable, can effectively bring into play the reinforcement ability of cement-soil, it is mainly for peat matter weak soil feature, can effectively improve bearing capacity of foundation soil, there is the station structure of reducing posterior settlement, improve the advantages such as passive zone of pit resistance of soil.

5,, the feature such as permeability poor large according to peat matter weak soil natural moisture content, foundation pit dewatering adopts the method for vacuum-dewatering in foundation ditch, and dewatering effect is obvious, and that the precipitation method adopting is realized is simultaneously convenient, input cost is lower.

6, pit earthwork excavation method is simple, reasonable in design and a rate of advance is fast, and work progress is safe and reliable, between each step, be connected closely, adopt the mini-excavator layering that matches with high-front shovel to excavate, when completing pit earthwork digging process simply, fast, also construction quality can be effectively improved, the kinds of risks factor existing in work progress can be effectively avoided.

7, the waterproof construction adopting is simple, reasonable in design, consideration is comprehensive and construction sequence is simple, easy construction, input cost is lower, and good water-proof effect, the dual waterproof measure that adopts outer packaging waterproof layer to combine from waterproof with waterproof concrete structure, take subway station agent structure from waterproof as main, outer waterproof is auxiliary, simultaneously to weak area (as longitudinal constuction joint, circular construction joint, deformation joint, side wall and roof and floor junction etc.) carry out special waterproofing work, thereby under the condition of dual tight waterproof, can effectively solve the waterproof problem of peat matter soft soil layer subway station, and can effectively guarantee waterproof effect, for construction brings very big facility, efficiently solve the waterproof problem of peat matter soft soil layer subway station, and it is convenient to realize, thereby can effectively solve safe construction and the safe operation problem of peat matter soft soil layer subway station, effectively extend the application life of peat matter soft soil layer subway station, significantly reduce the maintenance cost of subway station.

8, result of use is good and practical value is high, by correlation tests such as peat matter weak soils, grasps strength-deformation characteristic and the immersion stability characteristic (quality) of peat matter weak soil, and the construction technology of a set of suitable cumulosol metro station construction of corresponding proposition.

In sum, the inventive method is simple, it is convenient to realize, construction speed is fast and construction quality is easy to guarantee, construction effect is good, can be simple, fast and high-quality complete the metro station construction process of peat matter soft soil layer.

Below by drawings and Examples, technical scheme of the present invention is described in further detail.

Accompanying drawing explanation

Fig. 1 is construction technology process block diagram of the present invention.

Fig. 2 is the construct structural representation of subway station agent structure of the present invention.

Fig. 3 is the Construction State schematic diagram after excavation of foundation pit of the present invention completes.

Fig. 4 is the water proof structure schematic diagram of the longitudinal constuction joint of the present invention.

Fig. 5 is the structural representation of roof deformation seam waterproof construction of the present invention.

Fig. 6 is the structural representation of side wall waterproof structure for deformation seams of the present invention.

Fig. 7 is the structural representation of bottom deformation seam waterproof construction of the present invention.

Fig. 8 is the structural representation of top board circular construction joint waterproof construction of the present invention.

Fig. 9 is the structural representation of side wall circular construction joint waterproof construction of the present invention.

Figure 10 is the structural representation of base plate circular construction joint waterproof construction of the present invention.

Figure 11 is the structural representation of section waterproof structure on side wall of the present invention.

Figure 12 is the structural representation of section waterproof structure under side wall of the present invention.

Figure 13 is the water proof structure schematic diagram at grounded screen lead-out wire institute of the present invention installation position place.

Figure 13-1 is the local enlarged diagram at A place in Figure 13.

Figure 14 is the Construction State schematic diagram after base plate of the present invention and side wall lower walls body construction complete.

Figure 15 is the Construction State schematic diagram of plate after having constructed in the present invention.

Figure 16 is the Construction State schematic diagram after side wall of the present invention top body of wall and top board construction complete.

Figure 17 is the Construction State schematic diagram after foundation ditch inner support of the present invention is removed completely.

Description of reference numerals:

The specific embodiment

A kind of peat matter soft soil layer metro station construction technique as shown in Figure 1, the agent structure of the subway station of constructing comprise base plate 1, two be laid in respectively side wall 2, the top board directly over base plate 13 of base plate 1 top, the left and right sides and be laid in top board 3 and base plate 1 between middle plate 4, the quantity of described middle plate 4 is one or more, a plurality of described middle plates 4 are from top to bottom laid between top board 3 and base plate 1, and the left and right sides of described base plate 1, top board 3 and middle plate 4 all connects as one with side wall 2; Between described base plate 1 and the middle plate 4 of the side of being located thereon, between top board 3 and the middle plate 4 below it and all support by column 5 between neighbouring two described middle plates 4; The outside of two described side walls 2 is provided with diaphragm wall 6, refers to Fig. 2.Described base plate 1, side wall 2, middle plate 4 and top board 3 are all for being built the reinforced concrete structure forming by waterproof concrete.The construction technology of this subway station comprises the following steps:

Step 1, construction of diaphragm wall: two described diaphragm walls 6 are constructed, and what two described diaphragm walls 6 laid respectively at constructed subway station needs the excavation pit left and right sides.

In the present embodiment, the overall length 181.6m of the subway station of constructing, wide 19.1m, the about 15.3m of base plate 1 buried depth, station platform width 10.4m.The subway station of constructing is positioned at Kunming Basin, and due to sunny, water temperature is suitable, has again the geomorphologic conditions such as lake, river, depression, and the growth that is conducive to Hydrophytes and Phreatophytes spreads, and is typical peat matter soft soil layer.The composition of Kunming peat soil is mainly that clay (is less than 0.005mm and organic matter, the mineral matter of sticky clay forms: montmorillonite 4-7%, illite 54-60%, kaolin, chlorite 30-35%, its main feature is that saturated flow is moulded shape weak soil, water content is high, be generally 80-650%, organic content 10-65%.Cumulosol has the deformation characteristicses such as deflection is large, required time length is stablized in compression, lateral deformation is larger.Before practice of construction, first the cumulosol in constructed subway wagon drill region of living in is carried out to test in situ, comprise cone penetration test, vane shear test and Flat Dilatometer Test, think that follow-up space enclosing structure construction, ground stabilization, excavation of foundation pit and main structure construction provide reliable basis.

In the present embodiment, in step 1, the wall thickness of institute's construction diaphragm wall 6 is that 800mm left and right and its building-in depth are not less than 17m.

In the present embodiment, when diaphragm wall 6 is constructed in step 1, process is as follows:

Step 101, measurement unwrapping wire: according to the design drawing of constructed subway station, the body of wall center line of diaphragm wall 6 is measured to unwrapping wire.

Step 102, construction of guide wall: according to the measurement unwrapping wire result in step 101, the wall of leading of construction diaphragm wall 6 use is constructed; The described wall of leading is comprised of two L shaped bodies of wall that are symmetrical laying, and described L shaped body of wall is reinforced concrete structure; Until described in lead wall concrete strength reach after design strength, between two described L shaped bodies of wall that also need complete in construction, a vertical multiple tracks prevents from leading the support member inclining within the walls.

During practice of construction, the support member adopting is the lumps of wood.It is described that to lead the concrete that wall adopts be that C20 steel concrete and protective layer thickness are 20mm.

Step 103, construction of diaphragm wall: utilize construction molding in step 102 described in lead wall, diaphragm wall 6 is constructed; The diaphragm wall 6 of constructing is assemblied to form successively by a plurality of wall sections of laying along body of wall length direction, between adjacent two described wall sections, all by underground continuous wall connector, closely connects; The job practices of a plurality of described wall sections is all identical.

In the present embodiment, diaphragm wall 6 concrete used is C35 steel concrete and its protective layer thickness 70mm.

When described diaphragm wall 1 is carried out to trenching construction, adopt groover and by job-hopping method job practices, to a plurality of described wall sections one to one a plurality of unit groove sections carry out respectively trenching construction; After described unit groove section has been constructed, first the unit groove section of having constructed is carried out to groove clearly, in unit groove section, lift again into the reinforcing cage one for the described wall section of constructing, treat the described reinforcing cage one lifting laggard row underwater concreting construction that puts in place, until institute, concreting reaches after design strength, just completes the work progress of a wall section.In the present embodiment, dark approximately 32.56 meters of 6 meters of the fabric widths of described unit groove section and its.

Actual carrying out underwater concreting when construction, adopts the grouting pipe that two diameters being lifted by hanging apparatus are 250mm ± 50mm to build; First, two described grouting pipe are lifted in described unit groove section, and to make the bottom of two described grouting pipe and the spacing between described unit groove section bottom land be 300mm~500mm; In underwater concreting work progress, several times two described grouting pipe are synchronously upwards promoted, and to make two described grouting pipe Transducers Embedded in Concrete degree of depth be 1.5m~3.0m, and the concrete surface discrepancy in elevation that two described grouting pipe are built is not more than 500mm.In the present embodiment, the diameter of grouting pipe used is 250mm.

In addition, in grooving process, along with the continuous intensification of grooving will constantly supplement mud, guarantee that mud liquid level is all the time higher than groundwater table 0.5m at least, and described in being not less than, lead wall end face 0.3m.

Actual the unit groove section of construct is carried out clearly, after groove, effectively improving bearing capacity and the impermeability of diaphragm wall 6, improve wall quality, the clear groove of method of raising of employing herein.In clear groove process, constantly, to pumping premium mud in groove, to keep liquid level, prevent collapse hole.Bottom land cleaning and displacement mud finished after 1 hour, extract bottom land 500mm height should be not more than 1.15g/cm with interior mud balance with slush pump 3, sediment thickness is not more than 100mm.Bottom land mud balance adopts mud weight indicator test.

In the present embodiment, middle part, the rear and front end of described reinforcing cage one is all welded with a underground continuous wall connector, and described underground continuous wall connector is shaped steel; The left and right sides of described shaped steel prevents that cement paste from flowing to the irony baffle plate of adjacent cells groove section while being provided with a underwater concreting construction, and the inner of described irony baffle plate is weldingly fixed on described shaped steel and its width is the spacing between described shaped steel and described unit groove section cell wall.After having welded, described irony baffle plate is that sheet iron and its are laid on described shaped steel.

Actual carrying out underwater concreting when construction, concrete injection pressure is directly pushed the sheet iron being laid on described shaped steel the cell wall of diaphragm wall 6 to, thereby shutoff is carried out in the space between described shaped steel and described unit groove section cell wall.

In the present embodiment, described shaped steel is i iron.That is to say, described underground continuous wall connector adopts I-shaped steel joint.

When reality is constructed to diaphragm wall 6, also need be at the interior laying inclinometer pipe of constructed diaphragm wall 6.

Step 2, ground stabilization: adopt three axle agitation piles to needing the ground of excavation pit to reinforce; The three axle agitation piles of constructing are cement mixing pile, the water/binder ratio of the cement paste that adopts is 0.45~0.55, the three axle agitation piles of constructing be take needs excavation pit bottom surface as boundary, to be divided into upper segment and the bottom sections that is positioned at described upper segment below, in the cement paste that described upper segment adopts, cement mixing content is 6.5%~7.5%, and in the cement paste that described bottom sections adopts, cement mixing content is 19%~21%;

Wherein, water/binder ratio refers to the ratio of the weight of water and cement in cement grout, and the cement that adopts is PO42.5 Portland cement, and cement mixing content is every cube and is reinforced the weight that adds cement in the soil body.Be reinforced the cement consumption of the soil body=the be reinforced severe * cement mixing content of the soil body

The ground stabilization degree of depth of three axle agitation piles described in step 2 is for needing the following 2m~4m of excavation pit bottom design absolute altitude.In the present embodiment, the ground stabilization degree of depth of described three axle agitation piles is for needing the following 3m of excavation pit bottom design absolute altitude.

In the present embodiment, the stake footpath of described three axle agitation piles is that Φ 850mm and its stake are about 19m.

In the present embodiment, in step 2, when needing the ground of excavation pit to reinforce, adopt three axle agitation piles to carry out stripping reinforcing to ground.

Actual while carrying out ground stabilization, first to needing excavation pit middle part to reinforce, then to needing excavation pit one side to reinforce, finally to needing excavation pit opposite side to reinforce, so not only accelerate construction speed, and be conducive to station soil excavation and cubic metre of earth outward transport.

In the present embodiment, described three axle agitation piles adopt a complete set of complex mixing type connected mode of job-hopping formula diplopore.

In the present embodiment, in three axle agitation piles, being arranged in part (being described upper segment) the cement paste cement mixing content that adopts needing below excavation pit bottom surface is 7%, and being arranged in part (being described bottom sections) the cement paste cement mixing content that adopts needing more than excavation pit bottom surface is 20%.During practice of construction, can according to specific needs, to being arranged in, need below excavation pit bottom surface and be positioned to need the cement mixing content of three more than excavation pit bottom surface axle cement pastes that agitation pile adopts to adjust accordingly.The cement paste adopting can effectively be guaranteed cement-soil performance complex effect, plays the effect that common sealing gear soil is reinforced.The theoretical water mud slurries consumption of single agitation pile stake is 2.5955t~2.7745t(1.72m 3~1.83m 3).The soil body after reinforcing should have good homogenieity, independence, and transmission coefficient is less than 1 * 10-6cm/s, and unconfined compression strength should be not less than 1MPa.

After cement paste prepares, dead time must not be over 2 hours.During slip casting, by 2 pipelines of 2 grouting pumps, mix and inject.Grouting pressure: 0.3-0.8Mpa, defeated slurry amount 3m 3/ h, single stake stock pump is 40min for the slurry time.Actual creeping into while stirring, blade of stirrer turns in opposite directions, borrows equipment self-weight, with the speed of 0.38~0.75m/min, is sink to and requires reinforcement depth; With the even speed of 0.3~0.5m/min, mention mixer again, meanwhile starting stock pump is constantly pressed into soil by mortar from deep-layer stirring central tube, by stirring vane, the weak soil at cement paste and deep layer place is stirred, whitewashing while stirring until carry to ground, completes whipping process one time.By same method, repeat again to stir and repeat to stir whitewashing and rise, complete a cylindrical strengthening body.

Step 3, vacuum-dewatering: to needing excavation pit to carry out vacuum well-point dewatering construction.

In the present embodiment, while carrying out vacuum-dewatering in step 3, by a plurality of downcast well pipes, carry out dewatering construction, until groundwater table is down to base plate 1 bottom surface design elevation, be not less than below 1m.

Actual carry out vacuum-dewatering before, first a plurality of described downcast well pipes are installed, after the equal installation of a plurality of described downcast well pipes, startup is carried out continuous pumpage with the pumping system that a plurality of described downcast well pipes join respectively, until groundwater table is down to projected depth; The mounting method of a plurality of described downcast well pipes is all identical, when described in any, downcast well pipe is installed, comprises the following steps:

Step 301, dewatering well pore-forming and well casing are transferred: adopt water drilling rig boring, and described downcast well pipe is transferred to the boring of institute's moulding; While adopting described water drilling rig to hole, need steel casing be installed at the place, aperture being holed; Described downcast well pipe comprises steel pipe and is coaxially arranged on the bridge type filter pipe of described steel pipe bottom, and described bridge type filter pipe outer felt is wound with one deck filter cloth.

Step 302, fill out filtrate: after downcast well pipe described in step 301 is transferred and put in place, adopt filtrate to fill the cavity between borehole wall described in described bridge type filter pipe and step 301.

In the present embodiment, the filtrate adopting is melon seeds sheet for building (being green stone).

Step 303, sealing: first adopting granularity is that swell soil ball and/or the admaic earth ball of 1cm~5cm filled the cavity between borehole wall described in described steel pipe and step 301, and is filled to below ground 1.5m~2.5m; Afterwards, then adopt clay to carry out closely knit filling to the cavity between borehole wall described in described steel pipe and step 301, until be filled to mutually concordant with ground.The granularity of described swell soil ball and admaic earth ball is 1cm~5cm.

During practice of construction, the underground water by soil layer within the scope of the timely drainage excavation of vacuum-dewatering, makes its compression concretion, to improve the horizontal resist forces of soil layer, prevents the uplift of soil of excavation face.When excavation, accomplish to reduce in time the groundwater table in foundation ditch in space enclosing structure, guarantee carrying out smoothly of excavation simultaneously.

In the present embodiment, in step 301, boring aperture is that 600mm and its degree of depth are 25m, and downcast well pipe internal diameter is 273mm and its wall thickness >=4mm, porosity >=15% of bridge type filter pipe.

In step 3, in vacuum-dewatering work progress, need monitor the deformation of all side building and pipeline.

Step 4, excavation of foundation pit: adopt cut and cover method to divide a plurality of excavation layers to needing excavation pit to carry out soil excavation from top to bottom.

In step 4, in Excavation Process, in reply step 3, the downcast well pipe of installing is effectively protected, and prevents collision and the impact of plant equipment.

In the present embodiment, in conjunction with Fig. 3, in step 4, to needing excavation pit to carry out soil excavation, from rear and front end, to centre, excavate respectively; The quantity of a plurality of described excavation layers is M, in the foundation ditch that excavation forms, is provided with M-1 road inner support, and wherein M is positive integer and M >=4;

Actual when needing excavation pit to carry out soil excavation, digging process is as follows:

Step 401, first floor excavation layer excavation and the construction of first inner support: first floor excavation layer is excavated, and corresponding formation first floor excavation space, and in digging process, excavation direction along first floor excavation layer is constructed to first inner support 11-1 and steel concrete hat beam 7 by backward preamble, described steel concrete hat beam 7 is laid in diaphragm wall 6 tops of having constructed in step 103, described first inner support 11-1 is erected between the set steel concrete hat beam 7 in described diaphragm wall 6 tops, two of left and right, described first inner support 11-1 is positioned at described first floor excavation space.

Step 402, second layer excavation layer excavation: second layer excavation layer is excavated, and corresponding formation second layer excavation space.

Step 403, lower one deck excavation layer excavation and lower one inner support construction: lower one deck excavation layer is excavated, and one deck excavation space under corresponding formation, and in digging process, excavation direction along current excavation layer is set up lower one inner support by backward preamble, and described lower one inner support frame is located between two the described diaphragm walls 6 in left and right and it is positioned at described lower one deck and excavates space;

Step 404, one or many repeating step 403, until complete the digging process of all excavation layers, obtain the foundation ditch having excavated.

In the present embodiment, the inner support of first described in step 401 11-1 comprises that multiple tracks is laid in the reinforced concrete beam in same level, and the cross section of described reinforced concrete beam is square; Lower one inner support described in step 403 comprises that multiple tracks is laid in the steel pipe in same level, and described diaphragm wall 6 is provided with a plurality of built-in fittings for fixing described lower one inner support.

During practice of construction, the cross sectional dimensions of described reinforced concrete beam is 600mm * 800mm.In described lower one inner support, the caliber of the steel pipe that adopts is that Φ 609mm and its wall thickness are 16mm.

During practice of construction, M=5,5 described excavation layers are respectively first floor excavation layer, second layer excavation layer, the 3rd layer of excavation layer, the 4th layer of excavation layer and layer 5 excavation layer from top to bottom, the cutting depth of first floor excavation layer is 1.4m ± 0.2m, the cutting depth of second layer excavation layer is 5.8m ± 0.5m, the cutting depth of the 3rd layer of excavation layer is 2.5m ± 0.2m, and the cutting depth of the 4th layer of excavation layer is 3.8m ± 0.3m, and the cutting depth of layer 5 excavation layer is 2.8m ± 0.2m; After layer 5 excavation layer has excavated, cutting depth is positioned at needs the above 300mm ± 20mm of excavation pit bottom surface design elevation, manually surplus earth is excavated afterwards; During actual excavation, after last layer excavation layer excavation 20m ± 2m, start lower two layers of excavation layer to excavate; When first floor excavation layer and second layer excavation layer are excavated, employing mini-excavator excavates; During to the 3rd layer of excavation layer, the 4th layer of excavation layer and layer 5 excavation layer, adopt high-front shovel to fetch earth on the ground.In the present embodiment, the cutting depth of first floor excavation layer is 1.4m, and the cutting depth of second layer excavation layer is 5.8m, and the cutting depth of the 3rd layer of excavation layer is 2.5m, the cutting depth of the 4th layer of excavation layer is 3.8m ± 0.3m, and the cutting depth of layer 5 excavation layer is 2.8m; After layer 5 excavation layer has excavated, cutting depth is positioned at needs the above 300mm of excavation pit bottom surface design elevation, manually surplus earth is excavated afterwards; During actual excavation, after last layer excavation layer excavation 20m, start lower two layers of excavation layer to excavate.

In the present embodiment, described mini-excavator is 1m 3excavator.Described high-front shovel is the excavator of the ZAXIS330LC-H25 of Hitachi of 18m brachium.

In the present embodiment, the quantity of described inner support is 4 roads, described in 4 roads, inner support is respectively first inner support 11-1, second inner support 11-2, tri-road inner support 11-3 He tetra-road inner support 11-4 from top to bottom, and wherein second inner support 11-2, tri-road inner support 11-3 He tetra-road inner support 11-4 include a plurality of steel pipes that are laid in same level.Wherein, the level interval of first inner support 11-1 is generally 5.4m and 6m, and the level interval of second inner support 11-2, tri-road inner support 11-3 He tetra-road inner support 11-4 is generally 3m.Therefore, the level interval of inner support is partially close, to excavation, brings larger difficulty.In the present embodiment, adopt the earthwork of upper strata 5m left and right directly with excavator dress, tipping truck transportation; The earthwork below 5m adopts 18m high-front shovel directly to fetch earth on foundation ditch one side ground, to reduce the job practices of the collision to supporting.

Actual while carrying out excavation of foundation pit, according to the geological condition of construction area, the slope control of interim side slope is more than 1: 2, and each excavation layer is established the wide platform of 3.0m, guarantees the running of excavation mechinery equipment.Excavation of foundation pit is to the end, hole during absolute altitude, and it is 1: 3 that overall foundation ditch longitudinal grade is controlled, and guarantees the stable of side slope.

According to every layer of spoil body position, when excavation first floor excavation layer and second layer excavation layer, (5m) adopts 1m 3excavator, cuts the earth fast; When the soil body of excavation second layer excavation layer lower floor, adopt high-front shovel to fetch earth on the ground, can reduce the collision to supporting; Mini-excavator can pass through below foundation ditch, excavates the soil body that supports bottom and corner, forms the operation of three-dimensional excavation, shortens the shoveling time.The method that simultaneously adopts the shoveling of small type hydraulic excavator level, flexible long-armed hydraulic crawler excavator vertical transport, excavates level separated with vertical transport, and accomplishes longitudinally to put slope, with digging with brush slope, prevents longitudinal gradient landslide, and each layer of excavation method is as follows:

Step a, first floor excavation layer soil excavation, cutting depth is to first inner support 11-1 bottom surface;

After step b, the about 20m of first floor soil excavation are long, start the soil excavation of second layer excavation layer, second layer soil excavation is to the 80cm position, center line below of second inner support 11-2;

After step c, the about 20m of second layer excavation layer soil excavation are long, carry out the 3rd layer of excavation layer soil excavation, in the 3rd layer of excavation layer soil excavation process, synchronously second inner support 11-2 is set up;

After steps d, the 3rd layer of about 20m length of excavation layer soil excavation, carry out a 4th layer of excavation layer soil excavation, in the 4th layer of excavation layer soil excavation process, synchronously Dui tri-road inner support 11-3 set up;

After step e, the 4th layer of about 20m of excavation layer soil excavation are long, carry out layer 5 excavation layer soil excavation, in layer 5 excavation layer soil excavation process, synchronous Dui tetra-road inner support 11-4 set up;

Step f, mechanical equivalent of light excavation foundation ditch during to the above 300mm of substrate, adopt excavated by manual work except surplus earth, the grounded screen of constructing afterwards.

Step 5, subway station main structure construction: from rear and front end to centre, the agent structure to constructed subway station is constructed respectively, and the deformation joint staying in the agent structure of the constructed subway station of having constructed and circular construction joint are carried out to waterproofing work.

In the present embodiment, the quantity of described middle plate 4 is one, and described side wall 2 be take described middle plate 4 and as boundary, is divided into top body of wall and is positioned at the bottom body of wall of described upper and lower body of wall below, and described base plate 1 below is provided with one deck concrete cushion 9; In step 4, carry out, in Excavation Process, in institute's excavation pit, laying multiple tracks inner support from top to bottom; When the agent structure of constructed subway station is constructed in step 5, process is as follows:

Step 501, grounded screen construction: the foundation ditch bottom of having excavated in step 4, the grounded screen of constructed subway station is constructed;

Step 502, concrete cushion construction: concrete cushion 9 is constructed;

Step 503, base plate and side wall lower walls body construction: the bottom body of wall to base plate 1 and two described side walls 2 carries out pouring construction, and its Construction State refers to Figure 14;

The construction of step 504, middle plate: centering plate 4 and be supported in base plate 1 and middle plate 4 between column 5 carry out pouring construction, its Construction State refers to Figure 15;

Step 505, side wall top body of wall and top board construction: the top body of wall of two described side walls 2, top board 3 and the column 5 that is supported between middle plate 4 and top board 3 are carried out to pouring construction, and its Construction State refers to Figure 16;

Step 502 carries out, in work progress, from the bottom to top inner support described in multiple tracks being removed to the agent structure of constructed subway station to step 505, and its Construction State refers to Figure 17.

During practice of construction, concrete strength until base plate 1 reaches after designing requirement, then the part dewatering well arranging in step 3 is carried out to shutoff, until the construction of the ater-casting of base plate 1, finishes and reaches after designing requirement, again residue dewatering well is carried out to shutoff, and shut-in well adopts compaction grouting technique.

In the present embodiment, the impervious grade of described base plate 1, side wall 2, middle plate 4 and top board 3 waterproof concrete that adopts is P8.

In conjunction with Fig. 2, the subway station agent structure arranged outside of constructing has outer packaging waterproof layer, and step 502 is carried out in work progress the agent structure of constructed subway station to step 505, also needs synchronously described outer packaging waterproof layer to be constructed; Described outer packaging waterproof layer comprise be laid in top board 3 tops waterproof roofing layer, be laid in the base plate waterproofing of base plate 1 below and be laid in the side wall waterproofing course in side wall 2 outsides; Described waterproof roofing layer comprises waterproofing course eight 1-9 that mat formation above top board 3 and is laid in pea gravel concreten topping one 1-7 above described waterproofing course two.Described side wall waterproofing course is the waterproofing course 2 11 being laid between side wall 2 and its outside diaphragm wall 6.Described base plate waterproofing is laid between base plate 1 and concrete cushion 9 and it comprises the waterproofing course 3 12 of mating formation on concrete cushion 9 and is laid in the pea gravel concreten topping 2 10 on described waterproofing course three.Described waterproofing course eight 1-9 comprise that water-repellent paint coating and the anti-root system of PVC being laid in described water-repellent paint coating pierce through layer or isolation malthoid; Described waterproofing course 2 11 and waterproofing course 3 12 are coil waterproof layer and the two processing and fabricating is integrated.

In the present embodiment, described waterproof roofing layer also comprises the coating one that by the even brushing adhesive bitument primer on top board 3 or anti-blushing agent form, described water-repellent paint coating evenly brushing in described coating one.

In the present embodiment, described water-repellent paint coating is single-component polyurethane water-proof paint coating.

In the present embodiment, described waterproofing course 2 11 and waterproofing course 3 12 are self-adhesive polymer modified bituminous polyester fiber waterproof sheet material.

As shown in Figure 4, described base plate 1 with between the body of wall of described bottom, described middle plate 4 with between described top body of wall and described bottom body of wall and top board 3 be provided with between the body of wall of described top together with longitudinal constuction joint 20, described longitudinal constuction joint 20 middle parts are embedded with rubber watertight strip 4 21 one, and described longitudinal constuction joint 20 tops are embedded with many to its inner Grouting Pipe 4 22 of injecting cementitious capillary waterproofing material.

During practice of construction, described Grouting Pipe 4 22 is L shaped pipe, described L shaped pipe comprises and is positioned at the vertical duct in rubber watertight strip 4 21 outsides and the horizontal tube joining with described vertical duct upper end, and described horizontal tube and the longitudinally spacing between constuction joint 20 are 150mm~200mm.

Mat formation and have one deck waterproof roll 1 in described longitudinal constuction joint 20 outsides, described waterproof roll 1 is laid between diaphragm wall 6 and described waterproofing course 2 11.

In the present embodiment, described waterproof roll 1 is self-adhesive polymer modified bituminous polyester fiber waterproof sheet material.

In the present embodiment, while the deformation joint staying in the agent structure of the constructed subway station of having constructed being carried out to waterproofing work in step 5, need carry out respectively waterproofing work to the deformation joint that stays three 13-1 of institute on the deformation joint that stays two 12-1 of institute and base plate 1 on the deformation joint that stays one 7-1 of institute, side wall 2 on top board 3.

As shown in Figure 5, deformation joint one 7-1 is carried out forming roof deformation seam waterproof construction after waterproofing work, described roof deformation seam waterproof construction comprises closely knit polyethylene board one 7-2 being filled in deformation joint one 7-1, be laid in rubber fastening band one 7-3 with grouting tube at deformation joint one 7-1 middle part, coil waterproof layer two 7-4 that are positioned at directly over deformation joint one 7-1 and mat formation on described waterproofing course eight 1-9 and be laid in junction steel plate one 7-5 under deformation joint one 7-1, the two ends, left and right of described junction steel plate one 7-5 are all fixed on top board 3 by securing member, the upper and lower side of described deformation joint one 7-1 all carries out shutoff by fluid sealant.On described top board 3, have with on rubber fastening band one 7-3 slip casting groove one 7-7 that communicates with grouting tube.

As shown in Figure 6, deformation joint two 12-1 are carried out forming side wall waterproof structure for deformation seams after waterproofing work, described side wall waterproof structure for deformation seams comprises closely knit polyethylene board two 12-2 that are filled in deformation joint two 12-1, be laid in rubber fastening band two 12-3 with grouting tube at deformation joint two 12-1 middle parts, be flattened on external labeling type waterstop one 12-4 in deformation joint two 12-1 outsides, be laid in deformation joint two 12-1 outsides and mat formation at coil waterproof layer three 12-5 and junction steel plate two 12-51 that are laid in deformation joint two 12-1 inner sides in waterproofing course 2 11 outsides, the two ends up and down of described junction steel plate two 12-51 are all fixed on the inside wall of side wall 2 by securing member, described external labeling type waterstop one 12-4 is positioned at waterproofing course 2 11 inner sides, shutoff is carried out by fluid sealant in the inner of described deformation joint two 12-1, on described side wall 2, have with on rubber fastening band two 12-3 slip casting groove two 12-7 that communicate with grouting tube,

As shown in Figure 7, deformation joint three 13-1 are carried out forming bottom deformation seam waterproof construction after waterproofing work, described bottom deformation seam waterproof construction comprises closely knit rubber fastening band three 13-3 with grouting tube that are filled in polyethylene board three 13-2 in deformation joint three 13-1, are laid in deformation joint three 13-1 middle parts, is flattened on external labeling type waterstop two 13-4 of deformation joint three 13-1 bottoms and is laid under deformation joint three 13-1 and coil waterproof layer five 13-5 that mat formation below waterproofing course 3 12, and described external labeling type waterstop two 13-4 are positioned at waterproofing course 3 12 tops; Shutoff is carried out by fluid sealant in the upper end of described deformation joint three 13-1; On described base plate 1, have with on rubber fastening band three 13-3 slip casting groove three 13-6 that communicate with grouting tube;

In the present embodiment, described roof deformation seam waterproof construction also comprises plastic foam rod one 7-6 being positioned at directly over deformation joint one 7-1, the diameter of described plastic foam rod one 7-6 is wide identical with the seam of deformation joint one 7-1, and described plastic foam rod one 7-6 is pressed in waterproofing course eight 1-9 belows.Described side wall waterproof structure for deformation seams also comprises plastic foam rod two 12-6 that are positioned at deformation joint two 12-1 inner sides, and described plastic foam rod two 12-6 are pressed in waterproofing course 2 11 inner sides.Described bottom deformation seam waterproof construction also comprises plastic foam rod three 13-7 that are positioned under deformation joint three 13-1, and described plastic foam rod three 13-7 are positioned at waterproofing course 3 12 tops.

During practice of construction, described waterproofing course 2 11 and coil waterproof layer three 12-5 are all between side wall 2 and diaphragm wall 6.

The width of described coil waterproof layer two 7-4, coil waterproof layer three 12-5 and coil waterproof layer five 13-5 is 800mm~1000mm.In the present embodiment, the width of described coil waterproof layer two 7-4, coil waterproof layer three 12-5 and coil waterproof layer five 13-5 is 900mm.During practice of construction, can according to specific needs, the width of coil waterproof layer two 7-4, coil waterproof layer three 12-5 and coil waterproof layer five 13-5 be adjusted accordingly.

In the present embodiment, between described waterproofing course 2 11 and external labeling type waterstop 12-4, by adhered layer one 12-8, connect as one.Between described waterproofing course 3 12 and external labeling type waterstop two 13-4, by adhered layer two 13-8, connect as one.

Described slip casting groove one 7-5 is from top to bottom gradually to deformation joint one 7-1 lopsidedness.Described slip casting groove two 12-7 comprise the top slip casting groove that is positioned at deformation joint two 12-1 tops and the bottom slip casting groove that is positioned at deformation joint two 12-1 belows, and described top slip casting groove is inclined upwardly from outside to inside gradually, and described bottom slip casting groove is downward-sloping gradually from outside to inside.Described slip casting groove three 12-6 are from top to bottom gradually to deformation joint three 13-1 lopsidedness.

In the present embodiment, described bottom deformation seam waterproof construction also comprises and is packed in the plastic foam bar 13-9 on deformation joint three 13-1 tops and is laid in the kraft 13-10 on plastic foam bar 13-9, and described kraft 13-10 carries out shutoff by fluid sealant in top.

In the present embodiment, described coil waterproof layer two 7-4, coil waterproof layer three 12-5 and coil waterproof layer five 13-5 are self-adhesive polymer modified bituminous polyester fiber waterproof sheet material.

In the present embodiment, while the circular construction joint staying in the agent structure of the constructed subway station of having constructed being carried out to waterproofing work in step 5, need carry out respectively waterproofing work to the circular construction joint that stays three 9-1 of institute on the circular construction joint that stays two 8-1 of institute and base plate 1 on the circular construction joint that stays one 10-1 of institute, side wall 2 on top board 3.

As shown in Figure 8, circular construction joint one 10-1 is carried out forming top board circular construction joint waterproof construction after waterproofing work, described top board circular construction joint waterproof construction comprise be embedded in top board 3 middle parts rubber watertight strip one 10-2, be laid in that coil waterproof layer two 10-3 directly over circular construction joint one 10-1 and Duo Gen are all embedded in circular construction joint one 10-1 mono-side and to Grouting Pipe one 10-4 that injects cementitious capillary waterproofing material in circular construction joint one 10-1; Described coil waterproof layer two 10-3 are pressed in waterproofing course eight 1-9 belows.

As shown in Figure 9, circular construction joint two 8-1 are carried out forming side wall circular construction joint waterproof construction after waterproofing work, and described side wall circular construction joint waterproof construction comprises and is embedded in that rubber watertight strip two 8-2 at side wall 2 middle parts, coil waterproof layer four 8-3 that are laid in circular construction joint two 8-1 outsides and Duo Gen are all embedded in circular construction joint two 8-1 tops and to Grouting Pipe two 8-4 that inject cementitious capillary waterproofing material in circular construction joint two 8-1; Described coil waterproof layer four 8-3 are pressed in waterproofing course 2 11 inner sides.

As shown in figure 10, circular construction joint three 9-1 are carried out forming base plate circular construction joint waterproof construction after waterproofing work, described base plate circular construction joint waterproof construction comprise be embedded in base plate 1 middle part rubber watertight strip three 9-2, be laid in that coil waterproof layer one 9-3 under circular construction joint three 9-1 and Duo Gen are all embedded in circular construction joint three 9-1 mono-sides and to Grouting Pipe three 9-4 that inject cementitious capillary waterproofing material in circular construction joint one 9-1; Described coil waterproof layer one 9-3 is between concrete cushion 9 and waterproofing course 3 12.

In the present embodiment, many described Grouting Pipe one 10-4 lay from front to back along the bearing of trend of circular construction joint one 10-1, and the spacing between adjacent two described Grouting Pipe one 10-4 in front and back is 5m~6m.Many described Grouting Pipe two 8-4 lay from front to back along the bearing of trend of circular construction joint two 8-1, and the spacing between adjacent two described Grouting Pipe two 8-4 in front and back is 5m~6m.Many described Grouting Pipe three 9-4 lay from front to back along the bearing of trend of circular construction joint three 9-1, and the spacing between adjacent two described Grouting Pipe three 9-4 in front and back is 5m~6m.

During practice of construction, can according to specific needs, the spacing between spacing two described Grouting Pipe three 9-4 adjacent with front and back between adjacent two described Grouting Pipe two 8-4 in spacing, front and back between adjacent two described Grouting Pipe one 10-4 in front and back be adjusted accordingly.

The width of described coil waterproof layer two 10-3, coil waterproof layer four 8-3 and coil waterproof layer one 9-3 is 500mm~700mm.In the present embodiment, the width of described coil waterproof layer two 10-3, coil waterproof layer four 8-3 and coil waterproof layer one 9-3 is 600mm.During practice of construction, can according to specific needs, the width of coil waterproof layer two 10-3, coil waterproof layer four 8-3 and coil waterproof layer one 9-3 be adjusted accordingly.

In the present embodiment, the two ends of described coil waterproof layer two 10-3 all by sealant sealing between top board 3 and waterproofing course eight 1-9.The two ends of described coil waterproof layer one 9-3 all by sealant sealing between concrete cushion 11 and waterproofing course 3 12.

In the present embodiment, described Grouting Pipe one 10-4 is L shaped pipe, described Grouting Pipe one 10-4 comprises and is positioned at the horizontal tube one of rubber watertight strip one 10-2 top and the vertical duct one joining with described horizontal tube one, and the spacing between described vertical duct one and circular construction joint one 10-1 is 200mm~300mm.Described Grouting Pipe two 8-4 are L shaped pipe, described Grouting Pipe two 8-4 comprise and are positioned at the vertical duct two in rubber watertight strip two 8-2 outsides and the horizontal tube two joining with described vertical duct two, and the spacing between described horizontal tube two and circular construction joint two 8-1 is 200mm~300mm.Described Grouting Pipe three 9-4 are L shaped pipe, described Grouting Pipe three 9-4 comprise and are positioned at the horizontal tube three of rubber watertight strip three 9-2 belows and the vertical duct three joining with described horizontal tube three, and the spacing between described vertical duct three and circular construction joint three 9-1 is 200mm~300mm.

In the present embodiment, described coil waterproof layer two 10-3, coil waterproof layer four 8-3 and coil waterproof layer one 9-3 are self-adhesive polymer modified bituminous polyester fiber waterproof sheet material.

In the present embodiment, as shown in Figure 11 and Figure 12, in step 5, the agent structure of constructed subway station is carried out in work progress, need carry out respectively waterproofing work to the junction between side wall 2 and top board 3 and between side wall 2 and base plate 1, and section waterproof structure under section waterproof structure and side wall on corresponding formation side wall.

On described side wall, section waterproof structure comprises the coil waterproof layer six being laid in described water-repellent paint coating and is pressed on the metal bead 13 on described coil waterproof layer six, described coil waterproof layer six is integrated with waterproofing course 2 11 processing and fabricatings and it is fixed on top board 3 by a plurality of securing members, described metal bead 13 is pressed in the anti-root system of PVC and pierces through layer or isolation malthoid below, and the anti-root system of described PVC pierces through between layer or isolation malthoid and metal bead 13 and diaphragm wall 4 and all by fluid sealant, seals; The width of described metal bead 13 is greater than the width of described coil waterproof layer six, between the outer end of described coil waterproof layer six and metal bead 13, by fluid sealant, seals.Described lower section waterproof structure comprises that cross section is L shaped coil waterproof layer 7 14, and described coil waterproof layer 7 14 comprises mats formation at the vertical sections in waterproofing course 2 11 outsides and the horizontal sections of mating formation below waterproofing course 3 12.

In the present embodiment, described coil waterproof layer 7 14 is self-adhesive polymer modified bituminous polyester fiber waterproof sheet material.

In the present embodiment, described metal bead 13 comprises the horizontal press strip in inner side, is laid in the horizontal press strip in outside in horizontal press strip outside, described inner side and is connected in the connection strap that is tilted between the horizontal press strip of the horizontal press strip in described inner side and described outside, described in be tilted to connection strap and be inclined upwardly gradually from the inside to the outside; The outer end of described coil waterproof layer two and described in be tilted between connection strap and seal by fluid sealant.

Described diaphragm wall 6 is provided with the junction of concrete cushion 9 mortar bed 24 that coil waterproof layer 7 14 is supported.

The width of described coil waterproof layer six is 1000mm ± 200mm, and the width of described metal bead 13 is 1300mm~1800mm.In the present embodiment, the width of described coil waterproof layer six is 1000mm, and the width of described metal bead 13 is 1500mm.During practice of construction, can according to specific needs, the width of described coil waterproof layer two and metal bead 13 be adjusted accordingly.

The width of described vertical sections and described horizontal sections is 300mm ± 60mm.In the present embodiment, the width of described vertical sections and described horizontal sections is 300mm.Actually add man-hour, can according to specific needs, the width of described vertical sections and described horizontal sections be adjusted accordingly.

In the present embodiment, described metal bead 13 is aluminium layering.

In the present embodiment, described securing member is iron nail 25.

During practice of construction, described securing member also can adopt the tightening member of other type, as rivet, bolt etc.

In the present embodiment, the shape of cross section of described mortar bed 24 is right-angled triangle.

During practice of construction, described top board 2 tops, the left and right sides are provided with capping beam 28.

In the present embodiment, as shown in Figure 13 and Figure 13-1, in step 5, the agent structure of constructed subway station is carried out in work progress, adopt lead-out wire water proof structure to carry out waterproofing work to grounded screen lead-out wire, described lead-out wire water proof structure comprises the steel sleeve 16 that is embedded in base plate 1 and is sleeved on grounded screen lead-out wire 15 outsides, and described steel sleeve 16 is vertically to laying.Described steel sleeve 16 outside fixed covers are equipped with a seal ring 17, and described seal ring 17 is level to laying.Described steel sleeve 16 and seal ring 17 are all built in base plate 1.Described grounded screen lead-out wire 15 outsides are set with a plurality of retainer rings 18 from top to bottom, and the structure of a plurality of described retainer rings 18 and size are all identical.The external diameter of described retainer ring 18 is less than the internal diameter of steel sleeve 16.Cavity between described steel sleeve 16 and grounded screen lead-out wire 15 is filled by silicone rubber particles, between described steel sleeve 16 bottoms and base plate 1, by water-swellable sealing rod 19, seal, described water-swellable sealing rod 19 is along the circumferential direction laid on the bottom lateral wall of steel sleeve 16.

In the present embodiment, in a plurality of described retainer rings 18, being positioned at the retainer ring 18 of below is bottom retainer ring, and the bottom inside of described steel sleeve 16 is provided with a plurality ofly carries out spacing fixed block 27 to described bottom retainer ring.

During practice of construction, described retainer ring 18 is level has a layer insulating to laying and its arranged outside.

In the present embodiment, described retainer ring 18 is annular nylon sheet.

In the present embodiment, described seal ring 17 is for being weldingly fixed on the annular steel plate in steel sleeve 16 outsides.

Distance between described seal ring 17 and base plate 1 bottom surface is in formula, D is the thickness of base plate 1, d=30mm~70mm.In the present embodiment, d=50mm.During practice of construction, can according to specific needs, the value size of d be adjusted accordingly.

The thickness of described retainer ring 18 is 20mm ± 5mm, and the thickness of described seal ring 17 is 10mm ± 2mm.In the present embodiment, the thickness of described retainer ring 18 is 20mm, and the thickness of described seal ring 17 is 10mm.Actually add man-hour, can to the thickness of retainer ring 18 and seal ring 17, adjust accordingly according to specific needs.

During practice of construction, the caliber of described steel sleeve 16 is that Φ 100mm ± 5mm and its wall thickness are 4mm ± 1mm, and the external diameter of described seal ring 17 is Φ 292mm ± 10mm, and the external diameter of described retainer ring 18 is Φ 96mm ± 3mm.In the present embodiment, the caliber of described steel pipe 2 is that Φ 100mm and its wall thickness are 4mm, and the external diameter of described seal ring 17 is Φ 292mm, and the external diameter of described retainer ring 18 is Φ 96mm.

The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every any simple modification of above embodiment being done according to the technology of the present invention essence, change and equivalent structure change, and all still belong in the protection domain of technical solution of the present invention.

Claims (10)

1. a peat matter soft soil layer metro station construction technique, it is characterized in that: the agent structure of the subway station of constructing comprises base plate (1), two side walls (2) that are laid in respectively top, base plate (1) left and right sides, be arranged in the top board (3) directly over base plate (1) and be laid in top board (3) and base plate (1) between plate (4), the quantity of described middle plate (4) is one or more, a plurality of described middle plates (4) are from top to bottom laid between top board (3) and base plate (1), described base plate (1), the left and right sides of top board (3) and middle plate (4) all connects as one with side wall (2), between the middle plate (4) of described base plate (1) and the side of being located thereon, top board (3) and be arranged in its below plate (4) between and between neighbouring two described plates (4), all by column (5), support, the outside of two described side walls (2) is provided with diaphragm wall (6), described base plate (1), side wall (2), middle plate (4) and top board (3) are all for being built the reinforced concrete structure forming by waterproof concrete, the construction technology of this subway station comprises the following steps:
Step 1, construction of diaphragm wall: two described diaphragm walls (6) are constructed, and what two described diaphragm walls (6) laid respectively at constructed subway station needs the excavation pit left and right sides;
Step 2, ground stabilization: adopt three axle agitation piles to needing the ground of excavation pit to reinforce; The three axle agitation piles of constructing are cement mixing pile, the water/binder ratio of the cement paste that adopts is 0.45~0.55, the three axle agitation piles of constructing be take needs excavation pit bottom surface as boundary, to be divided into upper segment and the bottom sections that is positioned at described upper segment below, in the cement paste that described upper segment adopts, cement mixing content is 6.5%~7.5%, and in the cement paste that described bottom sections adopts, cement mixing content is 19%~21%;
Step 3, vacuum-dewatering: to needing excavation pit to carry out vacuum well-point dewatering construction;
Step 4, excavation of foundation pit: adopt cut and cover method to divide a plurality of excavation layers to needing excavation pit to carry out soil excavation from top to bottom;
Step 5, subway station main structure construction: from rear and front end to centre, the agent structure to constructed subway station is constructed respectively, and the deformation joint staying in the agent structure of the constructed subway station of having constructed and circular construction joint are carried out to waterproofing work.
2. according to a kind of peat matter soft soil layer metro station construction technique claimed in claim 1, it is characterized in that: in step 1, the wall thickness of institute's construction diaphragm wall (6) is that 800mm left and right and its building-in depth are not less than 17m;
When diaphragm wall (6) is constructed in step 1, process is as follows:
Step 101, measurement unwrapping wire: according to the design drawing of constructed subway station, the body of wall center line of diaphragm wall (6) is measured to unwrapping wire;
Step 102, construction of guide wall: according to the measurement unwrapping wire result in step 101, the wall of leading of construction diaphragm wall (6) use is constructed; The described wall of leading is comprised of two L shaped bodies of wall that are symmetrical laying, and described L shaped body of wall is reinforced concrete structure; Until described in lead wall concrete strength reach after design strength, between two described L shaped bodies of wall that also need complete in construction, a vertical multiple tracks prevents from leading the support member inclining within the walls;
Step 103, construction of diaphragm wall: utilize construction molding in step 102 described in lead wall, diaphragm wall (6) is constructed; The diaphragm wall of constructing (6) is assemblied to form successively by a plurality of wall sections of laying along body of wall length direction, between adjacent two described wall sections, all by underground continuous wall connector, closely connects; The job practices of a plurality of described wall sections is all identical;
When described diaphragm wall (1) is carried out to trenching construction, adopt groover and by job-hopping method job practices, to a plurality of described wall sections one to one a plurality of unit groove sections carry out respectively trenching construction; After described unit groove section has been constructed, first the unit groove section of having constructed is carried out to groove clearly, in unit groove section, lift again into the reinforcing cage one for the described wall section of constructing, treat the described reinforcing cage one lifting laggard row underwater concreting construction that puts in place, until institute, concreting reaches after design strength, just completes the work progress of a wall section;
Actual carrying out underwater concreting when construction, adopts the grouting pipe that two diameters being lifted by hanging apparatus are 250mm ± 50mm to build; First, two described grouting pipe are lifted in described unit groove section, and to make the bottom of two described grouting pipe and the spacing between described unit groove section bottom land be 300mm~500mm; In underwater concreting work progress, several times two described grouting pipe are synchronously upwards promoted, and to make two described grouting pipe Transducers Embedded in Concrete degree of depth be 1.5m~3.0m, and the concrete surface discrepancy in elevation that two described grouting pipe are built is not more than 500mm.
3. according to a kind of peat matter soft soil layer metro station construction technique described in claim 1 or 2, it is characterized in that: in step 2, when needing the ground of excavation pit to reinforce, adopt three axle agitation piles to carry out stripping reinforcing to ground; Actual while carrying out ground stabilization, first to needing excavation pit middle part to reinforce, then to needing excavation pit one side to reinforce, finally to needing excavation pit opposite side to reinforce.
4. according to a kind of peat matter soft soil layer metro station construction technique described in claim 1 or 2, it is characterized in that: while carrying out vacuum-dewatering in step 3, by a plurality of downcast well pipes, carry out dewatering construction, until groundwater table is down to base plate (1) bottom surface design elevation, be not less than below 1m; Actual carry out vacuum-dewatering before, first a plurality of described downcast well pipes are installed, after the equal installation of a plurality of described downcast well pipes, startup is carried out continuous pumpage with the pumping system that a plurality of described downcast well pipes join respectively, until groundwater table is down to projected depth; The mounting method of a plurality of described downcast well pipes is all identical, when described in any, downcast well pipe is installed, comprises the following steps:
Step 301, dewatering well pore-forming and well casing are transferred: adopt water drilling rig boring, and described downcast well pipe is transferred to the boring of institute's moulding; While adopting described water drilling rig to hole, need steel casing be installed at the place, aperture being holed; Described downcast well pipe comprises steel pipe and is coaxially arranged on the bridge type filter pipe of described steel pipe bottom, and described bridge type filter pipe outer felt is wound with one deck filter cloth;
Step 302, fill out filtrate: after downcast well pipe described in step 301 is transferred and put in place, adopt filtrate to fill the cavity between borehole wall described in described bridge type filter pipe and step 301;
Step 303, sealing: first adopting granularity is that swell soil ball and/or the admaic earth ball of 1cm~5cm filled the cavity between borehole wall described in described steel pipe and step 301, and is filled to below ground 1.5m~2.5m; Afterwards, then adopt clay to carry out closely knit filling to the cavity between borehole wall described in described steel pipe and step 301, until be filled to mutually concordant with ground.
5. according to a kind of peat matter soft soil layer metro station construction technique described in claim 1 or 2, it is characterized in that: in step 4, to needing excavation pit to carry out soil excavation, from rear and front end, to centre, excavate respectively; The quantity of a plurality of described excavation layers is M, in the foundation ditch that excavation forms, is provided with M-1 road inner support, and wherein M is positive integer and M >=4;
Actual when needing excavation pit to carry out soil excavation, digging process is as follows:
Step 401, first floor excavation layer excavation and the construction of first inner support: first floor excavation layer is excavated, and corresponding formation first floor excavation space, and in digging process, excavation direction along first floor excavation layer is constructed to first inner support (11-1) and steel concrete Guan Liang (7) by backward preamble, described steel concrete Guan Liang (7) is laid in diaphragm wall (6) top of having constructed in step 103, described first inner support (11-1) is erected between the set steel concrete Guan Liang (7) in two described diaphragm walls (6) top, left and right, described first inner support (11-1) is positioned at described first floor excavation space,
Step 402, second layer excavation layer excavation: second layer excavation layer is excavated, and corresponding formation second layer excavation space;
Step 403, lower one deck excavation layer excavation and lower one inner support construction: lower one deck excavation layer is excavated, and one deck excavation space under corresponding formation, and in digging process, excavation direction along current excavation layer is set up lower one inner support by backward preamble, and described lower one inner support frame is located between two the described diaphragm walls in left and right (6) and it is positioned at described lower one deck and excavates space;
Step 404, one or many repeating step 403, until complete the digging process of all excavation layers, obtain the foundation ditch having excavated.
6. according to a kind of peat matter soft soil layer metro station construction technique claimed in claim 5, it is characterized in that: the inner support of first described in step 401 (11-1) comprises that multiple tracks is laid in the reinforced concrete beam in same level, and the cross section of described reinforced concrete beam is square; Lower one inner support described in step 403 comprises that multiple tracks is laid in the steel pipe in same level, and described diaphragm wall (6) is provided with a plurality of built-in fittings for fixing described lower one inner support;
M=5,5 described excavation layers are respectively first floor excavation layer, second layer excavation layer, the 3rd layer of excavation layer, the 4th layer of excavation layer and layer 5 excavation layer from top to bottom, the cutting depth of first floor excavation layer is 1.4m ± 0.2m, the cutting depth of second layer excavation layer is 5.8m ± 0.5m, the cutting depth of the 3rd layer of excavation layer is 2.5m ± 0.2m, the cutting depth of the 4th layer of excavation layer is 3.8m ± 0.3m, and the cutting depth of layer 5 excavation layer is 2.8m ± 0.2m; After layer 5 excavation layer has excavated, cutting depth is positioned at needs the above 300mm ± 20mm of excavation pit bottom surface design elevation, manually surplus earth is excavated afterwards; During actual excavation, after last layer excavation layer excavation 20m ± 2m, start lower two layers of excavation layer to excavate; When first floor excavation layer and second layer excavation layer are excavated, employing mini-excavator excavates; During to the 3rd layer of excavation layer, the 4th layer of excavation layer and layer 5 excavation layer, adopt high-front shovel to fetch earth on the ground.
7. according to a kind of peat matter soft soil layer metro station construction technique described in claim 1 or 2, it is characterized in that: the quantity of described middle plate (4) is one, described side wall (2) be take described middle plate (4) and as boundary, is divided into top body of wall and is positioned at the bottom body of wall of described upper and lower body of wall below, and described base plate (1) below is provided with one deck concrete cushion (9); In step 4, carry out, in Excavation Process, in institute's excavation pit, laying multiple tracks inner support from top to bottom; When the agent structure of constructed subway station is constructed in step 5, process is as follows:
Step 501, grounded screen construction: the foundation ditch bottom of having excavated in step 4, the grounded screen of constructed subway station is constructed;
Step 502, concrete cushion construction: concrete cushion (9) is constructed;
Step 503, base plate and side wall lower walls body construction: the bottom body of wall to base plate (1) and two described side walls (2) carries out pouring construction;
The construction of step 504, middle plate: centering plate (4) and be supported in base plate (1) and middle plate (4) between column (5) carry out pouring construction;
Step 505, side wall top body of wall and top board construction: to the top body of wall of two described side walls (2), top board (3) and be supported in middle plate (4) and top board (3) between column (5) carry out pouring construction;
Step 502 carries out, in work progress, from the bottom to top inner support described in multiple tracks being removed to the agent structure of constructed subway station to step 505;
The subway station agent structure arranged outside of constructing has outer packaging waterproof layer, and step 502 is carried out in work progress the agent structure of constructed subway station to step 505, also needs synchronously described outer packaging waterproof layer to be constructed; Described outer packaging waterproof layer comprise be laid in top board (3) top waterproof roofing layer, be laid in the base plate waterproofing of base plate (1) below and be laid in the side wall waterproofing course in side wall (2) outside; Described waterproof roofing layer comprises the waterproofing course eight (1-9) of mating formation above top board (3) and is laid in the pea gravel concreten topping one (1-7) of described waterproofing course two tops; Described side wall waterproofing course is for being laid in the waterproofing course two (11) between side wall (2) and its outside diaphragm wall (6); Described base plate waterproofing is laid between base plate (1) and concrete cushion (9) and it comprises the waterproofing course three (12) of mating formation on concrete cushion (9) and is laid in the pea gravel concreten topping two (10) on described waterproofing course three; Described waterproofing course eight (1-9) comprises that water-repellent paint coating and the anti-root system of PVC being laid in described water-repellent paint coating pierce through layer or isolation malthoid; Described waterproofing course two (11) and waterproofing course three (12) is coil waterproof layer and the two processing and fabricating is integrated.
8. according to a kind of peat matter soft soil layer metro station construction technique claimed in claim 7, it is characterized in that: while the deformation joint staying in the agent structure of the constructed subway station of having constructed being carried out to waterproofing work in step 5, need carry out respectively waterproofing work to institute's deformation joint that stays three (13-1) on institute's deformation joint that stays two (12-1) and base plate (1) on the deformation joint that stays (7-1), side wall (2) on top board (3), wherein, deformation joint one (7-1) is carried out forming roof deformation seam waterproof construction after waterproofing work, described roof deformation seam waterproof construction comprises the closely knit polyethylene board one (7-2) being filled in deformation joint one (7-1), be laid in the rubber fastening band one (7-3) with grouting tube at deformation joint one (7-1) middle part, be positioned at directly over deformation joint one (7-1) and the coil waterproof layer two (7-4) on described waterproofing course eight (1-9) and be laid in the junction steel plate one (7-5) under deformation joint one (7-1) of mating formation, the two ends, left and right of described junction steel plate one (7-5) are all fixed on top board (3) by securing member, the upper and lower side of described deformation joint one (7-1) all carries out shutoff by fluid sealant, on described top board (3), have with on rubber fastening band one (7-3) the slip casting groove one (7-7) that communicates with grouting tube,
Deformation joint two (12-1) is carried out forming side wall waterproof structure for deformation seams after waterproofing work, described side wall waterproof structure for deformation seams comprises the closely knit polyethylene board two (12-2) being filled in deformation joint two (12-1), be laid in the rubber fastening band two (12-3) with grouting tube at deformation joint two (12-1) middle part, be flattened on the external labeling type waterstop one (12-4) in deformation joint two (12-1) outside, be laid in deformation joint two (12-1) outside and mat formation at the coil waterproof layer three (12-5) in waterproofing course two (11) outsides and be laid in the junction steel plate two (12-51) inside deformation joint two (12-1), the two ends up and down of described junction steel plate two (12-51) are all fixed on the inside wall of side wall (2) by securing member, described external labeling type waterstop one (12-4) is positioned at waterproofing course two (11) inner sides, shutoff is carried out by fluid sealant in the inner of described deformation joint two (12-1), on described side wall (2), have with on rubber fastening band two (12-3) the slip casting groove two (12-7) that communicates with grouting tube,
Deformation joint three (13-1) is carried out forming bottom deformation seam waterproof construction after waterproofing work, described bottom deformation seam waterproof construction comprises the closely knit polyethylene board three (13-2) being filled in deformation joint three (13-1), be laid in the rubber fastening band three (13-3) with grouting tube at deformation joint three (13-1) middle part, be flattened on the external labeling type waterstop two (13-4) of deformation joint three (13-1) bottom and be laid under deformation joint three (13-1) and mat formation at the coil waterproof layer five (13-5) of waterproofing course three (12) belows, described external labeling type waterstop two (13-4) is positioned at waterproofing course three (12) tops, shutoff is carried out by fluid sealant in the upper end of described deformation joint three (13-1), on described base plate (1), have with on rubber fastening band three (13-3) the slip casting groove three (13-6) that communicates with grouting tube,
While the circular construction joint staying in the agent structure of the constructed subway station of having constructed being carried out to waterproofing work in step 5, need carry out respectively waterproofing work to institute's circular construction joint that stays three (9-1) on institute's circular construction joint that stays two (8-1) and base plate (1) on the circular construction joint that stays (10-1), side wall (2) on top board (3); Wherein, circular construction joint one (10-1) is carried out forming top board circular construction joint waterproof construction after waterproofing work, described top board circular construction joint waterproof construction comprise be embedded in top board (3) middle part rubber watertight strip one (10-2), be laid in that coil waterproof layer two (10-3) directly over circular construction joint one (10-1) and many are all embedded in circular construction joint one (10-1) side and to the Grouting Pipe one (10-4) of injection cementitious capillary waterproofing material in circular construction joint one (10-1); Described coil waterproof layer two (10-3) is pressed in waterproofing course eight (1-9) below;
Circular construction joint two (8-1) is carried out forming side wall circular construction joint waterproof construction after waterproofing work, described side wall circular construction joint waterproof construction comprise be embedded in side wall (2) middle part rubber watertight strip two (8-2), be laid in that the coil waterproof layer four (8-3) in circular construction joint two (8-1) outside and many are all embedded in circular construction joint two (8-1) top and to the Grouting Pipe two (8-4) of injection cementitious capillary waterproofing material in circular construction joint two (8-1); Described coil waterproof layer four (8-3) is pressed in waterproofing course two (11) inner sides;
Circular construction joint three (9-1) is carried out forming base plate circular construction joint waterproof construction after waterproofing work, described base plate circular construction joint waterproof construction comprise be embedded in base plate (1) middle part rubber watertight strip three (9-2), be laid in that coil waterproof layer one (9-3) under circular construction joint three (9-1) and many are all embedded in circular construction joint three (9-1) side and to the Grouting Pipe three (9-4) of injection cementitious capillary waterproofing material in circular construction joint one (9-1); Described coil waterproof layer one (9-3) is positioned between concrete cushion (9) and waterproofing course three (12).
9. according to a kind of peat matter soft soil layer metro station construction technique claimed in claim 7, it is characterized in that: in step 5, the agent structure of constructed subway station is carried out in work progress, need carry out respectively waterproofing work to the junction between side wall (2) and top board (3) and between side wall (2) and base plate (1), and section waterproof structure under section waterproof structure and side wall on corresponding formation side wall; On described side wall, section waterproof structure comprises the coil waterproof layer six being laid in described water-repellent paint coating and is pressed on the metal bead (13) on described coil waterproof layer six, described coil waterproof layer six is integrated with waterproofing course two (11) processing and fabricatings and it is fixed on top board (3) by a plurality of securing members, described metal bead (13) is pressed in the anti-root system of PVC and pierces through layer or isolation malthoid below, and the anti-root system of described PVC pierces through between layer or isolation malthoid and metal bead (13) and diaphragm wall (4) and all by fluid sealant, seals; The width of described metal bead (13) is greater than the width of described coil waterproof layer six, and the outer end of described coil waterproof layer six and metal bead seal by fluid sealant between (13); Described lower section waterproof structure comprises that cross section is L shaped coil waterproof layer seven (14), and described coil waterproof layer seven (14) comprises mats formation at the vertical sections in waterproofing course two (11) outsides and the horizontal sections of mating formation below waterproofing course three (12);
In step 5, the agent structure of constructed subway station is carried out in work progress, adopt lead-out wire water proof structure to carry out waterproofing work to grounded screen lead-out wire, described lead-out wire water proof structure comprises the steel sleeve (16) that is embedded in base plate (1) and is sleeved on grounded screen lead-out wire (15) outside, and described steel sleeve (16) is vertically to laying; Described steel sleeve (16) outside fixed cover is equipped with a seal ring (17), and described seal ring (17) is level to laying; Described steel sleeve (16) and seal ring (17) are all built in base plate (1); Described grounded screen lead-out wire (15) outside is set with a plurality of retainer rings (18) from top to bottom, and structure and the size of a plurality of described retainer rings (18) are all identical; The external diameter of described retainer ring (18) is less than the internal diameter of steel sleeve (16); Cavity between described steel sleeve (16) and grounded screen lead-out wire (15) is filled by silicone rubber particles, between described steel sleeve (16) bottom and base plate (1), by water-swellable sealing rod (19), seal, described water-swellable sealing rod (19) is along the circumferential direction laid on the bottom lateral wall of steel sleeve (16).
10. according to a kind of peat matter soft soil layer metro station construction technique claimed in claim 2, it is characterized in that: the middle part, rear and front end of described reinforcing cage one is all welded with a underground continuous wall connector, and described underground continuous wall connector is shaped steel; The left and right sides of described shaped steel prevents that cement paste from flowing to the irony baffle plate of adjacent cells groove section while being provided with a underwater concreting construction, and the inner of described irony baffle plate is weldingly fixed on described shaped steel and its width is the spacing between described shaped steel and described unit groove section cell wall.
CN201310617874.7A 2013-11-28 2013-11-28 A kind of Peaty soft soil stratum subway station construction technology CN103590425B (en)

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CN104110038A (en) * 2014-07-29 2014-10-22 上海市建工设计研究院有限公司 Construction method for large-area pit support structure in deep-sludge type soft soil area
CN104314082A (en) * 2014-11-12 2015-01-28 云南建工集团有限公司 Deep function pit supporting structure in karst geology condition and construction method thereof
CN104612179A (en) * 2014-12-31 2015-05-13 上海市机械施工集团有限公司 Construction method for underground diaphragm wall penetrating through super-thick silt layer
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CN108570999A (en) * 2018-05-07 2018-09-25 宁波市交通规划设计研究院有限公司 The construction method that underground speedy way is built with metro shield section point under a kind of major urban arterial highway
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CN108589737A (en) * 2018-05-07 2018-09-28 宁波市交通规划设计研究院有限公司 Underground speedy way hands over the construction method that section is built jointly with rail under a kind of major urban arterial highway
CN108612106A (en) * 2016-12-10 2018-10-02 中铁十二局集团有限公司 Subway layer of sand open-cut foundation ditch construction method
CN108842816A (en) * 2018-07-18 2018-11-20 中铁贵州工程有限公司 A kind of waterproofing for subway station structure and its construction technology
CN108842817A (en) * 2018-07-18 2018-11-20 中铁贵州工程有限公司 A kind of subway station overlays waterproof roll structure and its construction technology
CN109555162A (en) * 2018-08-15 2019-04-02 北京市政建设集团有限责任公司 A kind of open-cut station tunneling section construction joint waterproof method
CN109577337A (en) * 2017-09-29 2019-04-05 中国石油天然气股份有限公司 The construction method of deep foundation ditch of flowing line
CN110306593A (en) * 2019-07-03 2019-10-08 中铁二十五局集团第五工程有限公司 A kind of station construction method
CN110318401A (en) * 2019-06-05 2019-10-11 中铁七局集团有限公司 Suitable for the construction method to open cut area large size pipeline in-situ conservation and pattern foundation pit supporting structure
CN110397079A (en) * 2019-07-06 2019-11-01 中铁二十五局集团第五工程有限公司 Marine facies rich water karst strata open-cut station construction technology
CN110858705A (en) * 2018-08-24 2020-03-03 深圳市德春水电工程有限公司 Construction method of box-type substation
CN111287793A (en) * 2020-03-02 2020-06-16 长安大学 Deformation joint water-proof and drainage system based on automatic drainage function and construction process thereof

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE102006000920A1 (en) * 2006-01-05 2007-07-12 Porzig, Ralf, Dipl.-Ing. Underground station e.g. urban railway station, building method, involves conveying excavated material that is accumulated during building of foundation pit to outweighed part and removing material through underground railway galleries
CN101280568A (en) * 2008-05-28 2008-10-08 上海隧道工程股份有限公司 Station pit construction method forming protection for neighboring operated subway interval tunnel
CN101560776A (en) * 2008-04-15 2009-10-21 李达 Construction method of open cut of subway station
CN102322064A (en) * 2011-06-30 2012-01-18 中铁二十局集团有限公司 Construction method for underground diaphragm wall of deep foundation pit for subway station in collapsible loess areas
CN202416274U (en) * 2012-01-10 2012-09-05 黄河勘测规划设计有限公司 Upstream side wall structure of semi-underground power station plant
CN102758442A (en) * 2011-04-28 2012-10-31 成都中铁隆工程集团有限公司 Earth excavation method and open-cut tunnel construction method

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE102006000920A1 (en) * 2006-01-05 2007-07-12 Porzig, Ralf, Dipl.-Ing. Underground station e.g. urban railway station, building method, involves conveying excavated material that is accumulated during building of foundation pit to outweighed part and removing material through underground railway galleries
CN101560776A (en) * 2008-04-15 2009-10-21 李达 Construction method of open cut of subway station
CN101280568A (en) * 2008-05-28 2008-10-08 上海隧道工程股份有限公司 Station pit construction method forming protection for neighboring operated subway interval tunnel
CN102758442A (en) * 2011-04-28 2012-10-31 成都中铁隆工程集团有限公司 Earth excavation method and open-cut tunnel construction method
CN102322064A (en) * 2011-06-30 2012-01-18 中铁二十局集团有限公司 Construction method for underground diaphragm wall of deep foundation pit for subway station in collapsible loess areas
CN202416274U (en) * 2012-01-10 2012-09-05 黄河勘测规划设计有限公司 Upstream side wall structure of semi-underground power station plant

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
金德钧等: "《建筑结构精品工程实施》", 30 November 2003, 中国建筑工业出版社 *

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CN104110038A (en) * 2014-07-29 2014-10-22 上海市建工设计研究院有限公司 Construction method for large-area pit support structure in deep-sludge type soft soil area
CN104314082A (en) * 2014-11-12 2015-01-28 云南建工集团有限公司 Deep function pit supporting structure in karst geology condition and construction method thereof
CN104612179A (en) * 2014-12-31 2015-05-13 上海市机械施工集团有限公司 Construction method for underground diaphragm wall penetrating through super-thick silt layer
CN105780764A (en) * 2016-03-30 2016-07-20 东南大学 Light cemented soil composite mixing pile
CN105926669A (en) * 2016-04-29 2016-09-07 广州地铁设计研究院有限公司 Construction method of subway station
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CN107288658A (en) * 2017-08-04 2017-10-24 河北天理环保科技有限公司 Underground concrete water-proof engineering connects the casting method of stubble seam
CN107288658B (en) * 2017-08-04 2019-04-26 中煤第一建设有限公司 Underground concrete water-proof engineering connects the casting method of stubble seam
CN109577337A (en) * 2017-09-29 2019-04-05 中国石油天然气股份有限公司 The construction method of deep foundation ditch of flowing line
CN108221970A (en) * 2018-01-17 2018-06-29 中水电第十工程局(郑州)有限公司 A kind of urban road under-traverse tunnel and city underground crossed construction technology
CN108521062A (en) * 2018-04-04 2018-09-11 山西省工业设备安装集团有限公司 A kind of mud stone class plant area grounding construction method
CN108511930A (en) * 2018-04-04 2018-09-07 山西省工业设备安装集团有限公司 A kind of mud stone class geology grounded screen construction technology
CN108429109A (en) * 2018-04-04 2018-08-21 山西省工业设备安装集团有限公司 A kind of mud stone class geology Grounding Measure of GSM
CN108589694A (en) * 2018-05-02 2018-09-28 中国铁道科学研究院深圳研究设计院 Using the subway protection method of the vacuum preloading unloading tunnel overlying earthwork
CN108570999A (en) * 2018-05-07 2018-09-25 宁波市交通规划设计研究院有限公司 The construction method that underground speedy way is built with metro shield section point under a kind of major urban arterial highway
CN108589737A (en) * 2018-05-07 2018-09-28 宁波市交通规划设计研究院有限公司 Underground speedy way hands over the construction method that section is built jointly with rail under a kind of major urban arterial highway
CN108589737B (en) * 2018-05-07 2020-07-10 宁波市交通规划设计研究院有限公司 Construction method for co-building underground express way and rail intersection under urban main road
CN108842817A (en) * 2018-07-18 2018-11-20 中铁贵州工程有限公司 A kind of subway station overlays waterproof roll structure and its construction technology
CN108842816A (en) * 2018-07-18 2018-11-20 中铁贵州工程有限公司 A kind of waterproofing for subway station structure and its construction technology
CN109555162A (en) * 2018-08-15 2019-04-02 北京市政建设集团有限责任公司 A kind of open-cut station tunneling section construction joint waterproof method
CN110858705A (en) * 2018-08-24 2020-03-03 深圳市德春水电工程有限公司 Construction method of box-type substation
CN110318401A (en) * 2019-06-05 2019-10-11 中铁七局集团有限公司 Suitable for the construction method to open cut area large size pipeline in-situ conservation and pattern foundation pit supporting structure
CN110306593A (en) * 2019-07-03 2019-10-08 中铁二十五局集团第五工程有限公司 A kind of station construction method
CN110397079A (en) * 2019-07-06 2019-11-01 中铁二十五局集团第五工程有限公司 Marine facies rich water karst strata open-cut station construction technology
CN111287793A (en) * 2020-03-02 2020-06-16 长安大学 Deformation joint water-proof and drainage system based on automatic drainage function and construction process thereof

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