CN103590425B - A kind of Peaty soft soil stratum subway station construction technology - Google Patents

A kind of Peaty soft soil stratum subway station construction technology Download PDF

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Publication number
CN103590425B
CN103590425B CN201310617874.7A CN201310617874A CN103590425B CN 103590425 B CN103590425 B CN 103590425B CN 201310617874 A CN201310617874 A CN 201310617874A CN 103590425 B CN103590425 B CN 103590425B
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layer
excavation
construction
joint
base plate
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CN103590425A (en
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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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Fifth Engineering Co Ltd of China Railway 20th Bureau Group Co Ltd
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Fifth Engineering Co Ltd of China Railway 20th Bureau Group Co Ltd
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Abstract

The invention discloses a kind of Peaty soft soil stratum subway station construction technology, the agent structure of subway station of constructing comprise base plate, side wall, top board and be laid in the middle plate between top board and base plate; The outside of two side walls is provided with diaphragm wall; Base plate, side wall, middle plate and the reinforced concrete structure of top board all for being built by waterproof concrete; The construction technology of this subway station comprises the following steps: one, construction of diaphragm wall; Two, ground stabilization: adopt three axes agitating pile to reinforce needing the ground of excavation pit; Three, vacuum-dewatering: carry out vacuum well-point dewatering construction to needing excavation pit; Four, excavation of foundation pit: adopt cut and cover method to divide multiple excavation layer to carry out soil excavation to needing excavation pit from top to bottom; Five, main structure of subway station construction.The inventive method is simple, it is convenient to realize, construction speed is fast and construction quality is easy to ensure, construction effect is good, can be simple, fast and high-quality completes the metro station construction process of peat matter soft soil layer.

Description

A kind of Peaty soft soil stratum subway station construction technology
Technical field
The invention belongs to metro station construction technical field, especially relate to a kind of Peaty soft soil stratum subway station construction technology.
Background technology
According to " Code for investigation of geotechnical engineering ", Kunming Areas peat class soil mainly contains peat soil and peat two class, and peat, cumulosol organic content reach 10-60%, severe 10-14KN/m 3, be the important soil layer that Kunming Areas extensively distributes.All there is moderate finite deformation and differential settlement in the building, urban operating mechanism, road, underground construction etc. in a lot of peat soil area, even destroys and unstability, 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, about the engineering properties of cumulosol and engineering Application Research achieve certain breakthrough, there is very important theory significance and engineer applied value, but still there is certain construction technology difficult problem in the peat matter soft clay area that subway station passes through high-load completely.Especially when peat matter soft clay area, Kunming Dianchi lake basin builds subway open cut deep big foundation pit station fast, do not have can be for reference construction experience, bring construction difficult problem to building city underground.Therefore, nowadays lack a kind of method simple, realize convenient, construction speed is fast and construction quality is easy to the Peaty soft soil stratum subway station construction technology that ensures, construction effect is good, its can simply, quick and high-quality completes the metro station construction process of 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 Peaty soft soil stratum subway station construction technology is provided, its method is simple, it is convenient to realize, construction speed is fast and construction quality is easy to ensure, construction effect is good, can be simple, fast and high-quality completes 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 Peaty soft soil stratum subway station construction technology, it is characterized in that: the agent structure of subway station of constructing comprise base plate, two be laid in the side wall above the base plate left and right sides, the top board directly over base plate respectively and be laid in plate between top board and base plate, the quantity of described middle plate is one or more, multiple described middle plate is 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 described base plate and the middle plate of the side of being located thereon, top board and below it between plate and all supported 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 the reinforced concrete structure of top board all for being built by waterproof concrete; The construction technology of this subway station comprises the following steps:
Step one, construction of diaphragm wall: two described diaphragm walls are constructed, 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 axes agitating pile to reinforce needing the ground of excavation pit; Three axes agitating pile of constructing be cement mixing pile, adopt the water/binder ratio of cement paste to be 0.45 ~ 0.55, three axes agitating pile of constructing to need excavation pit bottom surface to be divided into upper segment for boundary and to be positioned at bottom sections below described upper segment, 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: carry out vacuum well-point dewatering construction to needing excavation pit;
Step 4, excavation of foundation pit: adopt cut and cover method to divide multiple excavation layer to carry out soil excavation to needing excavation pit from top to bottom;
Step 5, main structure of subway station are constructed: construct to the agent structure of constructed subway station from rear and front end to centre respectively, and the deformation joint that agent structure to constructed subway station of having constructed is stayed and circular construction joint carry out waterproofing work.
Above-mentioned a kind of Peaty soft soil stratum subway station construction technology, is characterized in that: in step one, the wall thickness of institute's construction diaphragm wall is about 800mm and its building-in depth is not less than 17m;
When constructing to diaphragm wall in step one, process is as follows:
Step 101, surveying setting-out: according to the design drawing of constructed subway station, carry out surveying setting-out to the body of wall center line of diaphragm wall;
Step 102, construction of guide wall: according to the surveying setting-out result in step 101, construct to the wall of leading of construction diaphragm wall; Described wall of leading is made up of the L shape body of wall of two symmetrical layings, and described L shape body of wall is reinforced concrete structure; Until described in lead wall concrete strength reach design strength after, also need two of having constructed between described L shape body of wall a vertical multiple tracks prevent the support member of leading to incline within the walls;
Step 103, construction of diaphragm wall: utilize in step 102 and lead wall described in construction molding, construct to diaphragm wall; The diaphragm wall constructed is assemblied to form successively by the multiple wall sections laid along body of wall length direction, all carries out compact siro spinning technology by underground continuous wall connector between adjacent two described wall sections; The construction method of multiple described wall section is all identical;
When trenching construction is carried out to described diaphragm wall, adopt groover and by job-hopping method construction method, to multiple described wall section one to one multiple unit groove section carry out trenching construction respectively; After described unit groove section has been constructed, first groove is clearly carried out to the unit groove section of having constructed, lift into the reinforcing cage one for described wall section of constructing again in unit groove section, treat the lifting of described reinforcing cage one put in place laggard row underwater concreting construction, after institute's concreting reaches design strength, just complete the work progress of a wall section;
Actual when carrying out underwater concreting construction, adopt two diameters lifted by hanging apparatus to be that the grouting pipe of 250mm ± 50mm is built; First, two described grouting pipe are lifted in described unit groove section, and make the spacing between the bottom of two described grouting pipe and 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 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 Peaty soft soil stratum subway station construction technology, is characterized in that: to when needing the ground of excavation pit to reinforce in step 2, adopts three axes agitating pile to carry out stripping reinforcing to ground; Actual when carrying out ground stabilization, first reinforce in the middle part of excavation pit needing, then to needing excavation pit side to reinforce, finally to needing excavation pit opposite side to reinforce.
Above-mentioned a kind of Peaty soft soil stratum subway station construction technology, is characterized in that: when carrying out vacuum-dewatering in step 3, carry out dewatering construction by multiple downcast well pipe, until groundwater table is down to below base plate floor design absolute altitude to be not less than 1m; Actual carry out vacuum-dewatering before, first multiple described downcast well pipe is installed, after the equal installation of multiple described downcast well pipes, start the pumping system connected with multiple described downcast well pipe respectively and carry out continuous pumpage, until groundwater table is down to projected depth; The mounting method of multiple described downcast well pipe is all identical, to when described in any one, 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 transferred by described downcast well pipe in shaping boring; When adopting described water drilling rig to hole, need boring aperture place install steel pile casting; The bridge type filter pipe that described downcast well pipe comprises steel pipe and is coaxially arranged on bottom described steel pipe, 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 adopt the swell soil ball that granularity is 1cm ~ 5cm and/or admaic earth ball to fill the cavity between borehole wall described in described steel pipe and step 301, and be filled to below ground 1.5m ~ 2.5m; Afterwards, then adopt clay to carry out dense packing effect 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 Peaty soft soil stratum subway station construction technology, is characterized in that: to needing excavation pit to carry out soil excavation in step 4, excavate respectively from rear and front end to centre; The quantity of multiple described excavation layer is M, and be provided with M-1 road inner support in the foundation ditch that excavation is formed, wherein M is positive integer and M >=4;
Actual in 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, constructed to first inner support and steel concrete Guan Liang by backward preamble in excavation direction along first floor excavation layer, described steel concrete Guan Liang lays the diaphragm wall top of having constructed in step 103, described first inner support frame is located between the steel concrete hat beam of left and right set by two described diaphragm wall tops, 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 excavation space;
Step 404, one or many repeat step 403, until complete the digging process of all excavation layers, obtain the foundation ditch excavated.
Above-mentioned a kind of Peaty soft soil stratum subway station construction technology, is characterized in that: the inner support of first described in step 401 comprises multiple tracks and is laid in 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 multiple tracks and is laid in steel pipe in same level, and described diaphragm wall is provided with multiple built-in fitting for fixing described lower one inner support;
M=5,5 described excavation layers are respectively first floor excavation layer, second layer excavation layer, third layer 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 third layer 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; Layer 5 excavation is after layer excavated, and cutting depth is positioned at needs the above 300mm ± 20mm of excavation pit floor design absolute altitude, manually afterwards excavates surplus earth; Actual when excavating, after last layer excavation layer excavation 20m ± 2m, start to excavate lower two layers of excavation layer; When excavating first floor excavation layer and second layer excavation layer, mini-excavator is adopted to excavate; During to third layer excavation layer, the 4th layer of excavation layer and layer 5 excavation layer, high-front shovel is adopted to fetch earth on the ground.
Above-mentioned a kind of Peaty soft soil stratum subway station construction technology, it is characterized in that: the quantity of described middle plate is one, described side wall is divided into upper wall body and the lower wall body be positioned at below described upper and lower body of wall with described middle plate for boundary, is provided with one deck concrete cushion below described base plate; Carry out in step 4 in Excavation Process, in institute's excavation pit, lay multiple tracks inner support from top to bottom; When constructing to the agent structure of constructed subway station in step 5, process is as follows:
Step 501, grounded screen are constructed: bottom the foundation ditch excavated in step 4, construct to the grounded screen of constructed subway station;
Step 502, concrete cushion are constructed: construct to concrete cushion;
Step 503, base plate and side wall lower wall body are constructed: carry out pouring construction to the lower wall body of base plate and two described side walls;
Step 504, middle plate are constructed: centering plate and the column be supported between base plate and middle plate carry out pouring construction;
Step 505, side wall upper wall body and top board construction: pouring construction is carried out to the upper wall body of two described side walls, top board and the column be supported between middle plate and top board;
Carry out, in work progress, removing inner support described in multiple tracks from the bottom to top to the agent structure of constructed subway station in step 502 to step 505;
Main structure of subway station arranged outside of constructing have outer waterproofing layer, carry out in work progress to the agent structure of constructed subway station in step 502 to step 505, also need synchronously to construct to described outer waterproofing layer; Described outer waterproofing layer comprises and is laid in waterproof roofing layer above top board, is laid in the base plate waterproofing below base plate and is laid in the side wall waterproofing course outside side wall; Described waterproof roofing layer comprises the waterproofing course eight of mating formation above top board and the pea gravel concreten topping one be laid in above described waterproofing course two; Described side wall waterproofing course is be laid in side wall and the waterproofing course outside it between diaphragm wall two; 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 the pea gravel concreten topping two be laid on described waterproofing course three; Described waterproofing course eight comprises water-repellent paint coating and the anti-root system of PVC be laid in described water-repellent paint coating pierces 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 Peaty soft soil stratum subway station construction technology, it is characterized in that: when waterproofing work being carried out to the deformation joint that the agent structure of constructed subway station of having constructed is stayed in step 5, waterproofing work need be carried out respectively to the deformation joint that stays three on institute's deformation joint that stays two on the deformation joint that stays, side wall on top board and base plate; Wherein, roof deformation seam waterproof construction is formed after waterproofing work is carried out to deformation joint one, described roof deformation seam waterproof construction comprises the polyethylene board one of dense packing effect in deformation joint one, be laid in the rubber fastening band one of the band grouting tube in the middle part of deformation joint one, to be positioned at directly over deformation joint one and the coil waterproof layer two of mating formation on described waterproofing course eight and the junction steel plate one be laid in immediately below deformation joint one, 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; Described top board has with on rubber fastening band one the slip casting groove one that communicates with grouting tube;
Side wall waterproof structure for deformation seams is formed after waterproofing work is carried out to deformation joint two, described side wall waterproof structure for deformation seams comprises the polyethylene board two of dense packing effect in deformation joint two, be laid in the rubber fastening band two of the band grouting tube in the middle part of deformation joint two, be flattened on the external labeling type waterstop one outside deformation joint two, to be laid in outside deformation joint two and the coil waterproof layer three of mating formation outside waterproofing course two and the junction steel plate two be laid in inside deformation joint two, 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 inside waterproofing course two, shutoff is carried out by fluid sealant in the inner of described deformation joint two, described side wall has with on rubber fastening band two the slip casting groove two that communicates with grouting tube,
Bottom deformation seam waterproof construction is formed after waterproofing work is carried out to deformation joint three, described bottom deformation seam waterproof construction comprises the polyethylene board three of dense packing effect in deformation joint three, be laid in the rubber fastening band three of the band grouting tube in the middle part of deformation joint three, be flattened on the external labeling type waterstop two of deformation joint three bottom and be laid in immediately below 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 above waterproofing course three; Shutoff is carried out by fluid sealant in the upper end of described deformation joint three; Described base plate has with on rubber fastening band three the slip casting groove three that communicates with grouting tube;
When waterproofing work being carried out to the circular construction joint that the agent structure of constructed subway station of having constructed is stayed in step 5, waterproofing work need be carried out respectively to the circular construction joint that stays three on institute's circular construction joint that stays two on the circular construction joint that stays, side wall on top board and base plate; Wherein, form top board circular construction joint waterproof construction after waterproofing work is carried out to circular construction joint one, described top board circular construction joint waterproof construction comprise be embedded in rubber watertight strip one in the middle part of top board, be laid in coil waterproof layer eight directly over circular construction joint one and many be all embedded in circular construction joint one side and in circular construction joint one, inject the Grouting Pipe one of cementitious capillary waterproofing material; Described coil waterproof layer eight is pressed in below waterproofing course eight;
Form side wall circular construction joint waterproof construction after carrying out waterproofing work to circular construction joint two, described side wall circular construction joint waterproof construction comprises and is embedded in rubber watertight strip two in the middle part of side wall, is laid in coil waterproof layer four outside circular construction joint two and many and is all embedded in above circular construction joint two and the Grouting Pipe two injecting cementitious capillary waterproofing material in circular construction joint two; Described coil waterproof layer four is pressed in inside waterproofing course two;
Form base plate circular construction joint waterproof construction after waterproofing work is carried out to circular construction joint three, described base plate circular construction joint waterproof construction comprise be embedded in rubber watertight strip three in the middle part of base plate, be laid in coil waterproof layer one immediately below circular construction joint three and many be all embedded in circular construction joint three side and in circular construction joint one, inject the Grouting Pipe three of cementitious capillary waterproofing material; Described coil waterproof layer one is between concrete cushion and waterproofing course three.
Above-mentioned a kind of Peaty soft soil stratum subway station construction technology, it is characterized in that: carry out in work progress to the agent structure of constructed subway station in step 5, waterproofing work need be carried out respectively 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 be laid in described water-repellent paint coating and the metal bead be pressed on described coil waterproof layer six, described coil waterproof layer six is integrated with waterproofing course two processing and fabricating and it is fixed on top board by multiple securing member, described metal bead is pressed in the anti-root system of PVC and pierces through below layer or isolation malthoid, and the anti-root system of described PVC is pierced through layer or isolation malthoid and all sealed by fluid sealant between metal bead and diaphragm wall; The width of described metal bead is greater than the width of described coil waterproof layer six, is sealed between the outer end of described coil waterproof layer six and metal bead by fluid sealant; Described lower section waterproof structure comprises the coil waterproof layer seven that cross section is L shape, and described coil waterproof layer seven comprises the vertical sections of mating formation outside waterproofing course two and the horizontal sections of mating formation below waterproofing course three;
Carry out in work progress to the agent structure of constructed subway station in step 5, lead-out wire water proof structure is adopted to carry out waterproofing work to grounded screen lead-out wire, described lead-out wire water proof structure comprises and being embedded in base plate and the steel sleeve be sleeved on outside grounded screen lead-out wire, described steel sleeve in vertically to laying; Outside described steel sleeve, fixed cover is equipped with a seal ring, and described seal ring is that level is to laying; Described steel sleeve and seal ring are all built in base plate; Be set with multiple retainer ring from top to bottom outside described grounded screen lead-out wire, the structure of multiple described retainer ring is all identical with size; 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, sealed by water expandable waterstop between described steel sleeve bottom and base plate, described water expandable waterstop is along the circumferential direction laid on the Basolateral wall of steel sleeve.
Above-mentioned a kind of Peaty soft soil stratum subway station construction technology, is characterized in that: be all welded with a underground continuous wall connector in the middle part of the rear and front end of described reinforcing cage one, and described underground continuous wall connector is shaped steel; The left and right sides of described shaped steel prevents cement paste from flowing to the irony baffle plate of adjacent cells groove section when being provided with one piece of underwater concreting construction, and the inner of described irony baffle plate is weldingly fixed on described shaped steel and its width is 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 convenient, 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 is simple, reasonable in design and the diaphragm wall quality of construction molding is good, and construction quality is easy to ensure.
4, foundation reinforcement method simple and realize convenient, construction speed is fast, the agitation pile cement paste proportion design adopted is reasonable, effectively can play the reinforcement ability of cement-soil, it is mainly for peat matter weak soil feature, effectively can improve bearing capacity of foundation soil, have and reduce the advantage such as station structure posterior settlement, raising 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 simultaneously adopted realizes is 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, be connected closely between each step, the mini-excavator layering that matches with high-front shovel is adopted to excavate, while completing pit earthwork digging process simply, fast, also effectively can improve construction quality, effectively can avoid the kinds of risks factor existed in work progress.
7, the waterproof construction adopted is simple, reasonable in design, consideration is comprehensive and construction sequence is simple, easy construction, input cost is lower, and good water-proof effect, adopt the dual waterproof measure that outer waterproofing layer combines with waterproof concrete impermeable structure, based on main structure of subway station self waterproofing, 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, thus under the condition of dual tight waterproof, effectively can solve the waterproof problem of peat matter soft soil layer subway station, and effectively can guarantee waterproof effect, for construction brings great convenience, efficiently solve the waterproof problem of peat matter soft soil layer subway station, and it is convenient to realize, thus safe construction and the safe operation problem of peat matter soft soil layer subway station can effectively be solved, the application life of effective prolongation 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 ensure, construction effect is good, can be simple, fast and high-quality completes 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.
The structural representation of main structure of subway station of constructing that Fig. 2 is 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 of the present invention seam waterproof construction.
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 of the present invention seam waterproof construction.
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 installation position place of grounded screen lead-out wire institute of the present invention.
Figure 13-1 is the close-up schematic view 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 wall body have been constructed.
Figure 15 be in the present invention plate constructed after Construction State schematic diagram.
Figure 16 is the Construction State schematic diagram after side wall upper wall body of the present invention and top board construction complete.
Figure 17 is the Construction State schematic diagram after internal support of foundation pit of the present invention is removed completely.
Description of reference numerals:
1-base plate; 1-7-pea gravel concreten topping one;
1-9-waterproofing course eight; 2-side wall; 3-top board;
4-middle plate; 5-column; 6-diaphragm wall;
7-steel concrete Guan Liang; 7-1-deformation joint one; 7-2-polyethylene board one;
7-3-rubber fastening band one; 7-4-coil waterproof layer two; 7-5-junction steel plate one;
7-6-plastic foam rod one; 7-7-slip casting groove one; 8-1-circular construction joint two;
8-2-rubber watertight strip two; 8-3-coil waterproof layer four; 8-4-Grouting Pipe two;
9-concrete cushion; 9-1-circular construction joint three;
9-2-rubber watertight strip three; 9-3-coil waterproof layer one; 9-4-Grouting Pipe three;
10-pea gravel concreten topping two; 10-1-circular construction joint one;
10-2-rubber watertight strip one; 10-3-coil waterproof layer eight; 10-4-Grouting Pipe one;
11-waterproofing course two; 11-1-first inner support;
11-2-second inner support; 11-3-the 3rd road inner support;
11-4-the 4th road inner support; 12-waterproofing course three; 12-1-deformation joint two;
12-2-polyethylene board two; 12-3-rubber fastening band two;
12-4-external labeling type waterstop one; 12-5-coil waterproof layer three; 12-51-junction steel plate two;
12-6-plastic foam rod two; 12-7-slip casting groove two; 12-8-adhered layer one;
13-metal bead; 13-1-deformation joint three; 13-2-polyethylene board three;
13-3-rubber fastening band three; 13-4-external labeling type waterstop two;
13-5-coil waterproof layer five; 13-6-slip casting groove three;
13-7-plastic foam rod three; 13-8-adhered layer two; 13-9-plastic foam bar;
13-10-kraft; 14-coil waterproof layer seven; 15-grounded screen lead-out wire;
16-steel sleeve; 17-seal ring; 18-retainer ring;
19-water expandable waterstop; 20-longitudinal constuction joint;
21-rubber watertight strip four; 22-Grouting Pipe four; 23-waterproof roll one;
24-mortar bed; 25-iron nail; 26-capping beam;
27-fixed block.
Detailed description of the invention
A kind of Peaty soft soil stratum subway station construction technology as shown in Figure 1, the agent structure of subway station of constructing comprise base plate 1, two and be laid in the side wall 2 above base plate 1 left and right sides, the top board 3 directly over base plate 1 respectively and be laid in plate 4 between top board 3 and base plate 1, the quantity of described middle plate 4 is one or more, multiple described middle plate 4 is laid between top board 3 and base plate 1 from top to bottom, 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, top board 3 and below it between plate 4 and all supported 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 the reinforced concrete structure of top board 3 all for being built by waterproof concrete.The construction technology of this subway station comprises the following steps:
Step one, construction of diaphragm wall: construct to two described diaphragm walls 6, 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 subway station of constructing, wide 19.1m, base plate 1 buried depth is about 15.3m, station platform width 10.4m.Subway station of constructing be positioned at Kunming Basin, due to sunny, water temperature be suitable for, have again the geomorphologic conditions such as lake, river, depression, the growth being conducive to Hydrophytes and Phreatophytes spreads, and is typical peat matter soft soil layer.The composition of Kunming peat soil mainly clay (is less than 0.005mm and organic matter, the mineral matter composition of sticky clay: montmorillonite 4-7%, illite 54-60%, kaolin, chlorite 30-35%, its main feature is that saturated flow moulds 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 test in situ is carried out to the cumulosol in region residing for constructed subway wagon drill, comprise cone penetration test, vane shear test and Flat Dilatometer Test, think that the construction of follow-up space enclosing structure, ground stabilization, excavation of foundation pit and main structure construction provide reliable basis.
In the present embodiment, in step one, the wall thickness of institute's construction diaphragm wall 6 is about 800mm and its building-in depth is not less than 17m.
In the present embodiment, when constructing to diaphragm wall 6 in step one, process is as follows:
Step 101, surveying setting-out: according to the design drawing of constructed subway station, carry out surveying setting-out to the body of wall center line of diaphragm wall 6.
Step 102, construction of guide wall: according to the surveying setting-out result in step 101, construct to the wall of leading of construction diaphragm wall 6; Described wall of leading is made up of the L shape body of wall of two symmetrical layings, and described L shape body of wall is reinforced concrete structure; Until described in lead wall concrete strength reach design strength after, also need two of having constructed between described L shape body of wall a vertical multiple tracks prevent the support member of leading to incline within the walls.
During practice of construction, the support member adopted is the lumps of wood.Describedly lead concrete that wall adopts and be C20 steel concrete and protective layer thickness is 20mm.
Step 103, construction of diaphragm wall: utilize in step 102 and lead wall described in construction molding, construct to diaphragm wall 6; The diaphragm wall 6 constructed is assemblied to form successively by the multiple wall sections laid along body of wall length direction, all carries out compact siro spinning technology by underground continuous wall connector between adjacent two described wall sections; The construction method of multiple described wall section is all identical.
In the present embodiment, diaphragm wall 6 concrete used is C35 steel concrete and its protective layer thickness 70mm.
When trenching construction is carried out to described diaphragm wall 6, adopt groover and by job-hopping method construction method, to multiple described wall section one to one multiple unit groove section carry out trenching construction respectively; After described unit groove section has been constructed, first groove is clearly carried out to the unit groove section of having constructed, lift into the reinforcing cage one for described wall section of constructing again in unit groove section, treat the lifting of described reinforcing cage one put in place laggard row underwater concreting construction, after institute's concreting reaches design strength, just complete the work progress of a wall section.In the present embodiment, the fabric width 6 meters of described unit groove section and its dark about 32.56 meters.
Actual when carrying out underwater concreting construction, adopt two diameters lifted by hanging apparatus to be that the grouting pipe of 250mm ± 50mm is built; First, two described grouting pipe are lifted in described unit groove section, and make the spacing between the bottom of two described grouting pipe and 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 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, along with grooving is constantly deepened constantly to supplement mud in grooving process, ensure that mud liquid level is all the time higher than groundwater table at least 0.5m, and described in being not less than, lead wall end face 0.3m.
Actual carry out, clearly after groove, effectively to improve bearing capacity and the impermeability of diaphragm wall 6, improving wall quality to the unit groove section of construct, employing is herein raised the clear groove of method.In clear groove process, constantly to pumping premium mud in groove, to keep liquid level, prevent collapse hole.After bottom land cleaning and displacement mud terminate 1 hour, 1.15g/cm should be not more than with the mud balance that slush pump extracts within bottom land 500mm height 3, sediment thickness is not more than 100mm.Bottom land mud balance adopts mud weight indicator test.
In the present embodiment, be all welded with a underground continuous wall connector in the middle part of the rear and front end of described reinforcing cage one, described underground continuous wall connector is shaped steel; The left and right sides of described shaped steel prevents cement paste from flowing to the irony baffle plate of adjacent cells groove section when being provided with one piece of underwater concreting construction, and the inner of described irony baffle plate is weldingly fixed on described shaped steel and its width is spacing between described shaped steel and described unit groove section cell wall.After having welded, described irony baffle plate is sheet iron and it is laid on described shaped steel.
Actual carry out underwater concreting construction time, the sheet iron be laid on described shaped steel is directly pushed to the cell wall of diaphragm wall 6 by concrete injection pressure, thus carries out shutoff to 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, described underground continuous wall connector adopts I-shaped steel joint.
When reality is constructed to diaphragm wall 6, also need lay inclinometer pipe in constructed diaphragm wall 6.
Step 2, ground stabilization: adopt three axes agitating pile to reinforce needing the ground of excavation pit; Three axes agitating pile of constructing be cement mixing pile, adopt the water/binder ratio of cement paste to be 0.45 ~ 0.55, three axes agitating pile of constructing to need excavation pit bottom surface to be divided into upper segment for boundary and to be positioned at bottom sections below described upper segment, 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, adopt cement to be PO42.5 Portland cement, cement mixing content for every cube to be reinforced in the soil body add the weight of cement.Be reinforced the severe × cement mixing content of the cement consumption of the soil body=the be reinforced soil body
The ground stabilization degree of depth of three axes agitating pile described in step 2 is for needing below excavation pit bottom design absolute altitude 2m ~ 4m.In the present embodiment, the ground stabilization degree of depth of described three axes agitating pile is for needing below excavation pit bottom design absolute altitude 3m.
In the present embodiment, the stake footpath of described three axes agitating pile is Φ 850mm and its stake is about 19m.
In the present embodiment, to when needing the ground of excavation pit to reinforce in step 2, three axes agitating pile is adopted to carry out stripping reinforcing to ground.
Actual when carrying out ground stabilization, first reinforce in the middle part of excavation pit needing, then to needing excavation pit 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 earthwork outward transport.
In the present embodiment, described three axes agitating pile adopts a complete set of complex mixing type connected mode of job-hopping formula diplopore.
In the present embodiment, be arranged in three axes agitating pile need the part of below excavation pit bottom surface (i.e. described upper segment) adopt cement paste cement mixing content to be 7%, be arranged in need the part of more than excavation pit bottom surface (i.e. described bottom sections) adopt cement paste cement mixing content to be 20%.During practice of construction, can according to specific needs, to be arranged in need below excavation pit bottom surface and be positioned at need the three axes agitating pile of more than excavation pit bottom surface adopt the cement mixing content of cement paste to adjust accordingly.The cement paste adopted effectively can guarantee that cement-soil plays 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 more than 2 hours.Injected by 2 the pipeline mixing of 2 grouting pumps during slip casting.Grouting pressure: 0.3-0.8Mpa, defeated slurry amount 3m 3/ h, single stake stock pump is 40min for the slurry time.Actual when carrying out creeping into stirring, blade of stirrer turns in opposite directions, by means of equipment self-weight, is sink to requires reinforcement depth with the speed of 0.38 ~ 0.75m/min; Mixer is mentioned again with the even speed of 0.3 ~ 0.5m/min, meanwhile start stock pump mortar is constantly pressed into soil from deep-layer stirring central tube, stirred by the weak soil of stirring vane by cement paste and deep layer, whitewashing is until carry to ground while stirring, namely completes a whipping process.Repeat to stir and repeat to stir whitewashing again by same method to rise, namely complete a cylindrical strengthening body.
Step 3, vacuum-dewatering: carry out vacuum well-point dewatering construction to needing excavation pit.
In the present embodiment, when carrying out vacuum-dewatering in step 3, carry out dewatering construction by multiple downcast well pipe, until groundwater table is down to below base plate 1 floor design absolute altitude to be not less than 1m.
Actual carry out vacuum-dewatering before, first multiple described downcast well pipe is installed, after the equal installation of multiple described downcast well pipes, start the pumping system connected with multiple described downcast well pipe respectively and carry out continuous pumpage, until groundwater table is down to projected depth; The mounting method of multiple described downcast well pipe is all identical, to when described in any one, 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 transferred by described downcast well pipe in shaping boring; When adopting described water drilling rig to hole, need boring aperture place install steel pile casting; The bridge type filter pipe that described downcast well pipe comprises steel pipe and is coaxially arranged on bottom described steel pipe, 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 adopted is melon seeds sheet for building (i.e. green stone).
Step 303, sealing: first adopt the swell soil ball that granularity is 1cm ~ 5cm and/or admaic earth ball to fill the cavity between borehole wall described in described steel pipe and step 301, and be filled to below ground 1.5m ~ 2.5m; Afterwards, then adopt clay to carry out dense packing effect 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, by the underground water of soil layer within the scope of the timely drainage excavation of vacuum-dewatering, make its compression concretion, to improve the horizontal resist forces of soil layer, prevent the uplift of soil of excavation face.Accomplish the groundwater table reduced in time in space enclosing structure in foundation ditch simultaneously when excavation, ensure carrying out smoothly of excavation.
In the present embodiment, in step 301, boring aperture is 600mm and its degree of depth is 25m, and downcast well pipe internal diameter is 273mm and its wall thickness >=4mm, the porosity of=15% of bridge type filter pipe.
In step 3 in vacuum-dewatering work progress, need monitor the deformation of all sides building and pipeline.
Step 4, excavation of foundation pit: adopt cut and cover method to divide multiple excavation layer to carry out soil excavation to needing excavation pit from top to bottom.
In step 4 in Excavation Process, in reply step 3 downcast well pipe be installed carry out available protecting, prevent collision and the impact of plant equipment.
In the present embodiment, composition graphs 3, to needing excavation pit to carry out soil excavation in step 4, excavates from rear and front end to centre respectively; The quantity of multiple described excavation layer is M, and be provided with M-1 road inner support in the foundation ditch that excavation is formed, wherein M is positive integer and M >=4;
Actual in 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 preced with beam 7 by backward preamble to first inner support 11-1 and steel concrete and is constructed, described steel concrete hat beam 7 lays diaphragm wall 6 top of having constructed in step 103, described first inner support 11-1 is erected between the steel concrete hat beam 7 of left and right set by two described diaphragm wall 6 tops, 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 excavation space;
Step 404, one or many repeat step 403, until complete the digging process of all excavation layers, obtain the foundation ditch excavated.
In the present embodiment, the inner support 11-1 of first described in step 401 comprises multiple tracks and is laid in 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 multiple tracks and is laid in steel pipe in same level, and described diaphragm wall 6 is provided with multiple built-in fitting 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 adopt the caliber of steel pipe to be Φ 609mm and its wall thickness is 16mm.
During practice of construction, M=5,5 described excavation layers are respectively first floor excavation layer, second layer excavation layer, third layer 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 third layer 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; Layer 5 excavation is after layer excavated, and cutting depth is positioned at needs the above 300mm ± 20mm of excavation pit floor design absolute altitude, manually afterwards excavates surplus earth; Actual when excavating, after last layer excavation layer excavation 20m ± 2m, start to excavate lower two layers of excavation layer; When excavating first floor excavation layer and second layer excavation layer, mini-excavator is adopted to excavate; During to third layer excavation layer, the 4th layer of excavation layer and layer 5 excavation layer, high-front shovel is adopted 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 third layer 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; Layer 5 excavation is after layer excavated, and cutting depth is positioned at needs the above 300mm of excavation pit floor design absolute altitude, manually afterwards excavates surplus earth; Actual when excavating, after last layer excavation layer excavation 20m, start to excavate lower two layers of excavation layer.
In the present embodiment, described mini-excavator is 1m 3excavator.Described high-front shovel is the excavator of the Hitachi ZAXIS330LC-H25 of 18m brachium.
In the present embodiment, the quantity of described inner support is 4 roads, inner support described in 4 roads is respectively first inner support 11-1, second inner support 11-2, the 3rd road inner support 11-3 and the 4th road inner support 11-4 from top to bottom, and wherein second inner support 11-2, the 3rd road inner support 11-3 and the 4th road inner support 11-4 include multiple steel pipe be 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, the 3rd road inner support 11-3 and the 4th road inner support 11-4 is generally 3m.Therefore, the level interval of inner support is partially close, brings larger difficulty to excavation.In the present embodiment, adopt the earthwork of upper strata about 5m directly with excavator dress, tipping truck transports; The earthwork of below 5m adopts 18m high-front shovel directly to fetch earth on ground, foundation ditch side, to reduce the construction method to the collision supported.
Actual when 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 establishes 3.0m Wide Worktable, ensures the running of excavation mechinery equipment.When excavation of foundation pit is to hole end absolute altitude, it is 1: 3 that overall foundation ditch longitudinal grade controls, and guarantees the stable of side slope.
According to every layer of spoil body position, when excavating first floor excavation layer and second layer excavation layer, (5m) adopts 1m 3excavator, cuts the earth fast; When excavating the soil body of second layer excavation layer lower floor, adopting high-front shovel to fetch earth on the ground, the collision to supporting can being reduced; Mini-excavator can pass through below foundation ditch, excavates the soil body supporting bottom and corner, forms the operation of three-dimensional excavation, shortens the shoveling time.Adopt the method for the shoveling of small type hydraulic excavator level, flexible long-armed hydraulic crawler excavator vertical transport simultaneously, level is excavated and is separated with vertical transport, and accomplish longitudinally to put slope, with digging with brush slope, prevent longitudinal gradient and come down, each layer 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, first floor soil excavation are about 20m length, start the soil excavation of second layer excavation layer, 80cm position below second layer soil excavation to the center line of second inner support 11-2;
After step c, second layer excavation layer soil excavation is about 20m length, carry out third layer excavation layer soil excavation, synchronously second inner support 11-2 is set up in third layer excavation layer soil excavation process;
After steps d, third layer excavation layer soil excavation is about 20m length, carry out the 4th layer of excavation layer soil excavation, synchronously the 3rd road inner support 11-3 is set up in the 4th layer of excavation layer soil excavation process;
After step e, the 4th layer of excavation layer soil excavation are about 20m length, carry out layer 5 excavation layer soil excavation, synchronously the 4th road inner support 11-4 is set up in layer 5 excavation layer soil excavation process;
During step f, mechanical equivalent of light excavation foundation ditch 300mm above to substrate, adopt excavated by manual work except surplus earth, grounded screen of constructing afterwards.
Step 5, main structure of subway station are constructed: construct to the agent structure of constructed subway station from rear and front end to centre respectively, and the deformation joint that agent structure to constructed subway station of having constructed is stayed and circular construction joint carry out waterproofing work.
In the present embodiment, the quantity of described middle plate 4 is one, and described side wall 2 is divided into upper wall body and the lower wall body be positioned at below described upper and lower body of wall with described middle plate 4 for boundary, is provided with one deck concrete cushion 9 below described base plate 1; Carry out in step 4 in Excavation Process, in institute's excavation pit, lay multiple tracks inner support from top to bottom; When constructing to the agent structure of constructed subway station in step 5, process is as follows:
Step 501, grounded screen are constructed: bottom the foundation ditch excavated in step 4, construct to the grounded screen of constructed subway station;
Step 502, concrete cushion are constructed: construct to concrete cushion 9;
Step 503, base plate and side wall lower wall body are constructed: carry out pouring construction to the lower wall body of base plate 1 and two described side walls 2, its Construction State refers to Figure 14;
Step 504, middle plate are constructed: centering plate 4 and the column 5 be supported between base plate 1 and middle plate 4 carry out pouring construction, and its Construction State refers to Figure 15;
Step 505, side wall upper wall body and top board construction: carry out pouring construction to the upper wall body of two described side walls 2, top board 3 and the column 5 be supported between middle plate 4 and top board 3, its Construction State refers to Figure 16;
Carry out, in work progress, removing from the bottom to top to inner support described in multiple tracks to the agent structure of constructed subway station in step 502 to step 505, its Construction State refers to Figure 17.
During practice of construction, after the concrete strength of base plate 1 reaches designing requirement, then shutoff is carried out to the part dewatering well arranged in step 3, after the post empiricism of base plate 1 terminates and reaches designing requirement, again shutoff is carried out to residue dewatering well, and shut-in well adopts compaction grouting technique.
In the present embodiment, described base plate 1, side wall 2, middle plate 4 and top board 3 adopt the seepage-resistant grade of waterproof concrete to be P8.
Composition graphs 2, main structure of subway station arranged outside of constructing have outer waterproofing layer, carry out in work progress to the agent structure of constructed subway station in step 502 to step 505, also need synchronously to construct to described outer waterproofing layer; Described outer waterproofing layer comprises and is laid in waterproof roofing layer above top board 3, is laid in the base plate waterproofing below base plate 1 and is laid in the side wall waterproofing course outside side wall 2; Described waterproof roofing layer comprises waterproofing course eight 1-9 mated formation above top board 3 and pea gravel concreten topping one 1-7 be laid in above described waterproofing course two.Described side wall waterproofing course is be laid in side wall 2 and the waterproofing course outside it between diaphragm wall 62 11.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 the pea gravel concreten topping 2 10 be laid on described waterproofing course three.Described waterproofing course eight 1-9 comprises water-repellent paint coating and the anti-root system of PVC be laid in described water-repellent paint coating pierces 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 formed by the adhesive bitument primer evenly brushed on top board 3 or anti-blushing agent, and the brushing of described water-repellent paint coating uniform is 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 described lower wall body, described middle plate 4 longitudinal constuction joint 20 together with being provided with between described upper wall body and described lower wall body and between top board 3 with described upper wall body, be embedded with one rubber watertight strip 4 21 in the middle part of described longitudinal constuction joint 20, be embedded with many above described longitudinal constuction joint 20 to its inner Grouting Pipe 4 22 injecting cementitious capillary waterproofing material.
During practice of construction, described Grouting Pipe 4 22 is L shape pipe, described L shape pipe comprises the vertical duct be positioned at outside rubber watertight strip 4 21 and the horizontal tube connected with described vertical duct upper end, and the spacing between described horizontal tube and longitudinal constuction joint 20 is 150mm ~ 200mm.
Mat formation outside described longitudinal constuction joint 20 and have one deck waterproof roll 1, 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, when waterproofing work being carried out to the deformation joint that the agent structure of constructed subway station of having constructed is stayed in step 5, waterproofing work need be carried out respectively to the institute deformation joint that stays three 13-1 on the institute deformation joint that stays two 12-1 on the institute deformation joint that stays 7-1, side wall 2 on top board 3 and base plate 1.
As shown in Figure 5, roof deformation seam waterproof construction is formed after waterproofing work is carried out to deformation joint one 7-1, described roof deformation seam waterproof construction comprises polyethylene board one 7-2 of dense packing effect in deformation joint one 7-1, be laid in rubber fastening band one 7-3 of the band grouting tube in the middle part of deformation joint one 7-1, to be positioned at directly over deformation joint one 7-1 and coil waterproof layer two 7-4 mated formation on described waterproofing course eight 1-9 and junction steel plate one 7-5 be laid in immediately below 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.Described top board 3 has with on rubber fastening band one 7-3 slip casting groove one 7-7 that communicates with grouting tube.
As shown in Figure 6, side wall waterproof structure for deformation seams is formed after waterproofing work is carried out to deformation joint two 12-1, described side wall waterproof structure for deformation seams comprises polyethylene board two 12-2 of dense packing effect in deformation joint two 12-1, be laid in rubber fastening band two 12-3 of the band grouting tube in the middle part of deformation joint two 12-1, be flattened on external labeling type waterstop one 12-4 outside deformation joint two 12-1, to be laid in outside deformation joint two 12-1 and coil waterproof layer three 12-5 mated formation outside waterproofing course 2 11 and junction steel plate two 12-51 be laid in inside deformation joint two 12-1, the two ends up and down of described junction steel plate two 12-51 are all fixed on by securing member on the inside wall of side wall 2, described external labeling type waterstop one 12-4 is positioned at inside waterproofing course 2 11, shutoff is carried out by fluid sealant in the inner of described deformation joint two 12-1, described side wall 2 has with on rubber fastening band two 12-3 slip casting groove two 12-7 that communicates with grouting tube,
As shown in Figure 7, bottom deformation seam waterproof construction is formed after waterproofing work is carried out to deformation joint three 13-1, described bottom deformation seam waterproof construction comprises polyethylene board three 13-2 of dense packing effect in deformation joint three 13-1, be laid in rubber fastening band three 13-3 of the band grouting tube in the middle part of deformation joint three 13-1, be flattened on external labeling type waterstop two 13-4 of deformation joint three 13-1 bottom and be laid in immediately below deformation joint three 13-1 and coil waterproof layer five 13-5 mated formation below waterproofing course 3 12, and described external labeling type waterstop two 13-4 is positioned at above waterproofing course 3 12; Shutoff is carried out by fluid sealant in the upper end of described deformation joint three 13-1; Described base plate 1 has with on rubber fastening band three 13-3 slip casting groove three 13-6 that communicates with grouting tube;
In the present embodiment, described roof deformation seam waterproof construction also comprises plastic foam rod one 7-6 be 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 below waterproofing course eight 1-9.Described side wall waterproof structure for deformation seams also comprises plastic foam rod two 12-6 be positioned at inside deformation joint two 12-1, and described plastic foam rod two 12-6 are pressed in inside waterproofing course 2 11.Described bottom deformation seam waterproof construction also comprises plastic foam rod three 13-7 be positioned at immediately below deformation joint three 13-1, and described plastic foam rod three 13-7 are positioned at above waterproofing course 3 12.
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, connected as one by adhered layer one 12-8 between described waterproofing course 2 11 and external labeling type waterstop 12-4.Connected as one by adhered layer two 13-8 between described waterproofing course 3 12 and external labeling type waterstop two 13-4.
Described slip casting groove one 7-7 is from top to bottom gradually to deformation joint one 7-1 lopsidedness.Described slip casting groove two 12-7 comprises the top slip casting groove be positioned at above deformation joint two 12-1 and the bottom slip casting groove be positioned at below deformation joint two 12-1, 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 13-6 is from top to bottom gradually to deformation joint three 13-1 lopsidedness.
In the present embodiment, described bottom deformation seam waterproof construction also comprises the plastic foam bar 13-9 being packed in deformation joint three 13-1 top and the kraft 13-10 be laid on plastic foam bar 13-9, carries out shutoff above described kraft 13-10 by fluid sealant.
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, when waterproofing work being carried out to the circular construction joint that the agent structure of constructed subway station of having constructed is stayed in step 5, waterproofing work need be carried out respectively to the institute circular construction joint that stays three 9-1 on the institute circular construction joint that stays two 8-1 on the institute circular construction joint that stays 10-1, side wall 2 on top board 3 and base plate 1.
As shown in Figure 8, form top board circular construction joint waterproof construction after waterproofing work is carried out to circular construction joint one 10-1, described top board circular construction joint waterproof construction comprise be embedded in rubber watertight strip one 10-2 in the middle part of top board 3, coil waterproof layer eight 10-3 and Duo Gen be laid in directly over circular construction joint one 10-1 be all embedded in circular construction joint one 10-1 side and in circular construction joint one 10-1, inject Grouting Pipe one 10-4 of cementitious capillary waterproofing material; Described coil waterproof layer eight 10-3 is pressed in below waterproofing course eight 1-9.
As shown in Figure 9, form side wall circular construction joint waterproof construction after waterproofing work is carried out to circular construction joint two 8-1, described side wall circular construction joint waterproof construction comprise be embedded in rubber watertight strip two 8-2 in the middle part of side wall 2, coil waterproof layer four 8-3 and Duo Gen be laid in outside circular construction joint two 8-1 to be all embedded in above circular construction joint two 8-1 and in circular construction joint two 8-1, to inject Grouting Pipe two 8-4 of cementitious capillary waterproofing material; Described coil waterproof layer four 8-3 is pressed in inside waterproofing course 2 11.
As shown in Figure 10, form base plate circular construction joint waterproof construction after waterproofing work is carried out to circular construction joint three 9-1, described base plate circular construction joint waterproof construction comprise be embedded in rubber watertight strip three 9-2 in the middle part of base plate 1, coil waterproof layer one 9-3 and Duo Gen be laid in immediately below circular construction joint three 9-1 be all embedded in circular construction joint three 9-1 side and in circular construction joint three 9-1, inject Grouting Pipe three 9-4 of cementitious capillary waterproofing material; Described coil waterproof layer one 9-3 is between concrete cushion 9 and waterproofing course 3 12.
In the present embodiment, the bearing of trend of many described Grouting Pipe one 10-4 circumferentially constuction joint one 10-1 is laid from front to back, and the spacing between adjacent two described Grouting Pipe one 10-4 in front and back is 5m ~ 6m.The bearing of trend of many described Grouting Pipe two 8-4 circumferentially constuction joint two 8-1 is laid from front to back, and the spacing between adjacent two described Grouting Pipe two 8-4 in front and back is 5m ~ 6m.The bearing of trend of many described Grouting Pipe three 9-4 circumferentially constuction joint three 9-1 is laid from front to back, and the spacing between adjacent two described Grouting Pipe three 9-4 in front and back is 5m ~ 6m.
During practice of construction, according to specific needs, the spacing between spacing two described Grouting Pipe three 9-4 adjacent with front and back between the spacing between adjacent two described Grouting Pipe one 10-4 in front and back, adjacent two described Grouting Pipe two 8-4 in front and back can be adjusted accordingly.
The width of described coil waterproof layer eight 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 eight 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 eight 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 eight 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 9 and waterproofing course 3 12.
In the present embodiment, described Grouting Pipe one 10-4 is L shape pipe, described Grouting Pipe one 10-4 comprises the horizontal tube one be positioned at above rubber watertight strip one 10-2 and the vertical duct one connected 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 is L shape pipe, described Grouting Pipe two 8-4 comprises the vertical duct two be positioned at outside rubber watertight strip two 8-2 and the horizontal tube two connected 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 is L shape pipe, described Grouting Pipe three 9-4 comprises the horizontal tube three be positioned at below rubber watertight strip three 9-2 and the vertical duct three connected 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 eight 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 is illustrated by figs. 11 and 12, carry out in work progress to the agent structure of constructed subway station in step 5, waterproofing work need be carried out respectively 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 be laid in described water-repellent paint coating and the metal bead 13 be pressed on described coil waterproof layer six, described coil waterproof layer six is integrated with waterproofing course 2 11 processing and fabricating and it is fixed on top board 3 by multiple securing member, described metal bead 13 is pressed in the anti-root system of PVC and pierces through below layer or isolation malthoid, and the anti-root system of described PVC is pierced through layer or isolation malthoid and all sealed by fluid sealant between metal bead 13 and diaphragm wall 6; The width of described metal bead 13 is greater than the width of described coil waterproof layer six, is sealed between the outer end of described coil waterproof layer six and metal bead 13 by fluid sealant.Described lower section waterproof structure comprises the coil waterproof layer 7 14 that cross section is L shape, and described coil waterproof layer 7 14 comprises the vertical sections of mating formation outside waterproofing course 2 11 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, be laid in the horizontal press strip in outside outside the horizontal press strip in described inner side and be connected to and be tilted to connection strap 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; Outer end and described being tilted between connection strap of described coil waterproof layer two are sealed by fluid sealant.
Described diaphragm wall 6 is provided with the junction of concrete cushion 9 mortar bed 24 supported coil waterproof layer 7 14.
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, above described top board 3 left and right sides, be provided with capping beam 28.
In the present embodiment, as shown in Figure 13 and Figure 13-1, carry out in work progress to the agent structure of constructed subway station in step 5, lead-out wire water proof structure is adopted to carry out waterproofing work to grounded screen lead-out wire, described lead-out wire water proof structure comprises and being embedded in base plate 1 and the steel sleeve 16 be sleeved on outside grounded screen lead-out wire 15, described steel sleeve 16 in vertically to laying.Outside described steel sleeve 16, fixed cover is equipped with a seal ring 17, and described seal ring 17 is that level is to laying.Described steel sleeve 16 and seal ring 17 are all built in base plate 1.Be set with multiple retainer ring 18 from top to bottom outside described grounded screen lead-out wire 15, the structure of multiple described retainer ring 18 is all identical with size.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, sealed by water expandable waterstop 19 between described steel sleeve 16 bottom and base plate 1, described water expandable waterstop 19 is along the circumferential direction laid on the Basolateral wall of steel sleeve 16.
In the present embodiment, be positioned at the retainer ring 18 of bottom for bottom retainer ring in multiple described retainer ring 18, the bottom inside of described steel sleeve 16 is provided with multiplely carries out spacing fixed block 27 to described bottom retainer ring.
During practice of construction, described retainer ring 18 in level to laying and its arranged outside has a layer insulating.
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 outside steel sleeve 16.
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 adjust accordingly the thickness of retainer ring 18 and seal ring 17 according to specific needs.
During practice of construction, the caliber of described steel sleeve 16 is Φ 100mm ± 5mm and its wall thickness is 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 Φ 100mm and its wall thickness is 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 above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solution of the present invention.

Claims (8)

1. a Peaty soft soil stratum subway station construction technology, it is characterized in that: the agent structure of subway station of constructing comprise base plate (1), two side walls (2) be laid in respectively above base plate (1) left and right sides, the plate (4) being arranged in the top board (3) directly over base plate (1) and being laid between top board (3) and base plate (1), the quantity of described middle plate (4) is multiple, multiple described middle plate (4) is laid between top board (3) and base plate (1) from top to bottom, 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, between top board (3) and the plate (4) being arranged in below it and all supported by column (5) between neighbouring two described plates (4), 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) reinforced concrete structure all for being built by waterproof concrete, the construction technology of this subway station comprises the following steps:
Step one, construction of diaphragm wall: two described diaphragm walls (6) are constructed, 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 axes agitating pile to reinforce needing the ground of excavation pit; Three axes agitating pile of constructing be cement mixing pile, adopt the water/binder ratio of cement paste to be 0.45 ~ 0.55, three axes agitating pile of constructing to need excavation pit bottom surface to be divided into upper segment for boundary and to be positioned at bottom sections below described upper segment, 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: carry out vacuum well-point dewatering construction to needing excavation pit;
Step 4, excavation of foundation pit: adopt cut and cover method to divide multiple excavation layer to carry out soil excavation to needing excavation pit from top to bottom;
Step 5, main structure of subway station are constructed: construct to the agent structure of constructed subway station from rear and front end to centre respectively, and to constructed subway station of constructing agent structure on the deformation joint that stays and circular construction joint carry out waterproofing work;
Described side wall (2) is with described middle plate (4) for boundary is divided into upper wall body and the lower wall body be positioned at below described upper and lower body of wall, and described base plate (1) below is provided with one deck concrete cushion (9); Carry out in step 4 in Excavation Process, in institute's excavation pit, lay multiple tracks inner support from top to bottom; When constructing to the agent structure of constructed subway station in step 5, process is as follows:
Step 501, grounded screen are constructed: bottom the foundation ditch excavated in step 4, construct to the grounded screen of constructed subway station;
Step 502, concrete cushion are constructed: construct to concrete cushion (9);
Step 503, base plate and side wall lower wall body are constructed: carry out pouring construction to the lower wall body of base plate (1) and two described side walls (2);
Step 504, middle plate are constructed: centering plate (4) and the column (5) be supported between base plate (1) and middle plate (4) carry out pouring construction;
Step 505, side wall upper wall body and top board construction: pouring construction is carried out to the upper wall body of two described side walls (2), top board (3) and the column (5) be supported between middle plate (4) and top board (3);
Carry out, in work progress, removing inner support described in multiple tracks from the bottom to top to the agent structure of constructed subway station in step 502 to step 505;
Main structure of subway station arranged outside of constructing have outer waterproofing layer, carry out in work progress to the agent structure of constructed subway station in step 502 to step 505, also need synchronously to construct to described outer waterproofing layer; The side wall waterproofing course that described outer waterproofing layer comprises the waterproof roofing layer being laid in top board (3) top, the base plate waterproofing being laid in base plate (1) below and is laid in outside side wall (2); Described waterproof roofing layer comprises the waterproofing course eight (1-9) of mating formation in top board (3) top and the pea gravel concreten topping one (1-7) being laid in waterproofing course eight (1-9) top; Described side wall waterproofing course is for being laid in side wall (2) and the waterproofing course outside it between diaphragm wall (6) two (11); 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 the pea gravel concreten topping two (10) be laid on described waterproofing course three; Described waterproofing course eight (1-9) comprises water-repellent paint coating and the anti-root system of PVC be laid in described water-repellent paint coating pierces through layer or isolation malthoid; Described waterproofing course two (11) and waterproofing course three (12) are coil waterproof layer and the two processing and fabricating is integrated;
Carry out in work progress to the agent structure of constructed subway station in step 5, waterproofing work need be carried out respectively 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 be laid in described water-repellent paint coating and the metal bead (13) be pressed on described coil waterproof layer six, described coil waterproof layer six is integrated with waterproofing course two (11) processing and fabricating and it is fixed on top board (3) by multiple securing member, described metal bead (13) is pressed in the anti-root system of PVC and pierces through below layer or isolation malthoid, and the anti-root system of described PVC is pierced through layer or isolation malthoid and all sealed by fluid sealant between metal bead (13) and diaphragm wall (6); The width of described metal bead (13) is greater than the width of described coil waterproof layer six, is sealed between the outer end of described coil waterproof layer six and metal bead (13) by fluid sealant; Described lower section waterproof structure comprises the coil waterproof layer seven (14) that cross section is L shape, and described coil waterproof layer seven (14) comprises the vertical sections of mating formation in waterproofing course two (11) outside and the horizontal sections of mating formation below waterproofing course three (12);
Carry out in work progress to the agent structure of constructed subway station in step 5, lead-out wire water proof structure is adopted to carry out waterproofing work to grounded screen lead-out wire, described lead-out wire water proof structure comprises and is embedded in base plate (1) and is sleeved on the steel sleeve (16) in grounded screen lead-out wire (15) outside, described steel sleeve (16) in vertically to laying; Described steel sleeve (16) outside fixed cover a seal ring (17) is housed, described seal ring (17) in 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 multiple retainer ring (18) from top to bottom, and the structure of multiple described retainer ring (18) is all identical with size; 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, sealed by water expandable waterstop (19) between described steel sleeve (16) bottom and base plate (1), described water expandable waterstop (19) is along the circumferential direction laid on the Basolateral wall of steel sleeve (16).
2. according to a kind of Peaty soft soil stratum subway station construction technology according to claim 1, it is characterized in that: in step one, the wall thickness of institute's construction diaphragm wall (6) is 800mm and its building-in depth is not less than 17m;
When constructing to diaphragm wall (6) in step one, process is as follows:
Step 101, surveying setting-out: according to the design drawing of constructed subway station, carry out surveying setting-out to the body of wall center line of diaphragm wall (6);
Step 102, construction of guide wall: according to the surveying setting-out result in step 101, construct to the wall of leading of construction diaphragm wall (6); Described wall of leading is made up of the L shape body of wall of two symmetrical layings, and described L shape body of wall is reinforced concrete structure; Until described in lead wall concrete strength reach design strength after, also need two of having constructed between described L shape body of wall a vertical multiple tracks prevent the support member of leading to incline within the walls;
Step 103, construction of diaphragm wall: utilize in step 102 and lead wall described in construction molding, construct to diaphragm wall (6); The diaphragm wall (6) constructed is assemblied to form successively by the multiple wall sections laid along body of wall length direction, all carries out compact siro spinning technology by underground continuous wall connector between adjacent two described wall sections; The construction method of multiple described wall section is all identical;
When trenching construction is carried out to described diaphragm wall (6), adopt groover and by job-hopping method construction method, to multiple described wall section one to one multiple unit groove section carry out trenching construction respectively; After described unit groove section has been constructed, first groove is clearly carried out to the unit groove section of having constructed, lift into the reinforcing cage one for described wall section of constructing again in unit groove section, treat the lifting of described reinforcing cage one put in place laggard row underwater concreting construction, after institute's concreting reaches design strength, just complete the work progress of a wall section;
Actual when carrying out underwater concreting construction, adopt two diameters lifted by hanging apparatus to be that the grouting pipe of 250mm ± 50mm is built; First, two described grouting pipe are lifted in described unit groove section, and make the spacing between the bottom of two described grouting pipe and 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 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 Peaty soft soil stratum subway station construction technology described in claim 1 or 2, it is characterized in that: to when needing the ground of excavation pit to reinforce in step 2, adopt three axes agitating pile to carry out stripping reinforcing to ground; Actual when carrying out ground stabilization, first reinforce in the middle part of excavation pit needing, then to needing excavation pit side to reinforce, finally to needing excavation pit opposite side to reinforce.
4. according to a kind of Peaty soft soil stratum subway station construction technology described in claim 1 or 2, it is characterized in that: when carrying out vacuum-dewatering in step 3, dewatering construction is carried out, until groundwater table to be down to base plate (1) floor design below absolute altitude 1m by multiple downcast well pipe; Actual carry out vacuum-dewatering before, first multiple described downcast well pipe is installed, after the equal installation of multiple described downcast well pipes, start the pumping system connected with multiple described downcast well pipe respectively and carry out continuous pumpage, until groundwater table is down to projected depth; The mounting method of multiple described downcast well pipe is all identical, to when described in any one, 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 transferred by described downcast well pipe in shaping boring; When adopting described water drilling rig to hole, need boring aperture place install steel pile casting; The bridge type filter pipe that described downcast well pipe comprises steel pipe and is coaxially arranged on bottom described steel pipe, 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 adopt the swell soil ball that granularity is 1cm ~ 5cm and/or admaic earth ball to fill the cavity between borehole wall described in described steel pipe and step 301, and be filled to below ground 1.5m ~ 2.5m; Afterwards, then adopt clay to carry out dense packing effect 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 Peaty soft soil stratum subway station construction technology described in claim 1 or 2, it is characterized in that: to needing excavation pit to carry out soil excavation in step 4, excavate from rear and front end to centre respectively; The quantity of multiple described excavation layer is M, and be provided with M-1 road inner support in the foundation ditch that excavation is formed, wherein M is positive integer and M >=4;
Actual in 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, constructed to first inner support (11-1) and steel concrete Guan Liang (7) by backward preamble in excavation direction along first floor excavation layer, diaphragm wall (6) top that described steel concrete Guan Liang (7) laying has been constructed in step 103, described first inner support (11-1) is erected between the steel concrete Guan Liang (7) of left and right set by two described diaphragm wall (6) tops, 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 excavation space;
Step 404, one or many repeat step 403, until complete the digging process of all excavation layers, obtain the foundation ditch excavated.
6. according to a kind of Peaty soft soil stratum subway station construction technology according to claim 5, it is characterized in that: the inner support of first described in step 401 (11-1) comprises multiple tracks and is laid in 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 multiple tracks and is laid in steel pipe in same level, and described diaphragm wall (6) is provided with multiple built-in fitting for fixing described lower one inner support;
M=5,5 described excavation layers are respectively first floor excavation layer, second layer excavation layer, third layer 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 third layer 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; Layer 5 excavation is after layer excavated, and cutting depth is positioned at needs the above 300mm ± 20mm of excavation pit floor design absolute altitude, manually afterwards excavates surplus earth; Actual when excavating, after last layer excavation layer excavation 20m ± 2m is long, start to excavate lower one deck excavation layer; When excavating first floor excavation layer and second layer excavation layer, mini-excavator is adopted to excavate; When excavating third layer excavation layer, the 4th layer of excavation layer and layer 5 excavation layer, high-front shovel is adopted to fetch earth on the ground.
7. according to a kind of Peaty soft soil stratum subway station construction technology according to claim 1, it is characterized in that: in step 5 to constructed subway station of constructing agent structure on the deformation joint that stays carry out waterproofing work time, need on institute's deformation joint that stays two (12-1) on institute's deformation joint that stays (7-1), side wall (2) on top board (3) and base plate (1) the deformation joint that stays three (13-1) carry out waterproofing work respectively, wherein, roof deformation seam waterproof construction is formed after waterproofing work is carried out to deformation joint one (7-1), described roof deformation seam waterproof construction comprises the polyethylene board one (7-2) of dense packing effect in deformation joint one (7-1), be laid in the rubber fastening band one (7-3) of the band grouting tube at deformation joint one (7-1) middle part, to be positioned at directly over deformation joint one (7-1) and the coil waterproof layer two (7-4) of mating formation on described waterproofing course eight (1-9) and the junction steel plate one (7-5) be laid in immediately below 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, described top board (3) has with on rubber fastening band one (7-3) the slip casting groove one (7-7) that communicates with grouting tube,
Side wall waterproof structure for deformation seams is formed after waterproofing work is carried out to deformation joint two (12-1), described side wall waterproof structure for deformation seams comprises the polyethylene board two (12-2) of dense packing effect in deformation joint two (12-1), be laid in the rubber fastening band two (12-3) of the band 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 the coil waterproof layer three (12-5) of mating formation in waterproofing course two (11) outside and the junction steel plate two (12-51) being laid in deformation joint two (12-1) inner side, the two ends up and down of described junction steel plate two (12-51) are all fixed on by securing member on the inside wall of side wall (2), described external labeling type waterstop one (12-4) is positioned at waterproofing course two (11) inner side, shutoff is carried out by fluid sealant in the inner of described deformation joint two (12-1), described side wall (2) has with on rubber fastening band two (12-3) the slip casting groove two (12-7) that communicates with grouting tube,
Bottom deformation seam waterproof construction is formed after waterproofing work is carried out to deformation joint three (13-1), described bottom deformation seam waterproof construction comprises the polyethylene board three (13-2) of dense packing effect in deformation joint three (13-1), be laid in the rubber fastening band three (13-3) of the band 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 in immediately below deformation joint three (13-1) and mat formation at the coil waterproof layer five (13-5) of waterproofing course three (12) below, described external labeling type waterstop two (13-4) is positioned at waterproofing course three (12) top, shutoff is carried out by fluid sealant in the upper end of described deformation joint three (13-1), described base plate (1) has with on rubber fastening band three (13-3) the slip casting groove three (13-6) that communicates with grouting tube,
In step 5 to constructed subway station of constructing agent structure on the circular construction joint that stays carry out waterproofing work time, need on institute's circular construction joint that stays two (8-1) on institute's circular construction joint that stays (10-1), side wall (2) on top board (3) and base plate (1) the circular construction joint that stays three (9-1) carry out waterproofing work respectively; Wherein, form top board circular construction joint waterproof construction after waterproofing work is carried out to circular construction joint one (10-1), 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 coil waterproof layer eight (10-3) directly over circular construction joint one (10-1) and many be all embedded in circular construction joint one (10-1) side and in circular construction joint one (10-1) Grouting Pipe one (10-4) of injection cementitious capillary waterproofing material; Described coil waterproof layer eight (10-3) is pressed in waterproofing course eight (1-9) below;
Form side wall circular construction joint waterproof construction after carrying out waterproofing work to circular construction joint two (8-1), described side wall circular construction joint waterproof construction comprises the rubber watertight strip two (8-2) being embedded in side wall (2) middle part, the coil waterproof layer four (8-3) being laid 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 side;
Form base plate circular construction joint waterproof construction after waterproofing work is carried out to circular construction joint three (9-1), 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 coil waterproof layer one (9-3) immediately below circular construction joint three (9-1) and many be all embedded in circular construction joint three (9-1) side and in circular construction joint three (9-1) Grouting Pipe three (9-4) of injection cementitious capillary waterproofing material; Described coil waterproof layer one (9-3) is positioned between concrete cushion (9) and waterproofing course three (12).
8. according to a kind of Peaty soft soil stratum subway station construction technology according to claim 2, it is characterized in that: be all welded with a underground continuous wall connector in the middle part of the rear and front end of described reinforcing cage one, described underground continuous wall connector is shaped steel; The left and right sides of described shaped steel prevents cement paste from flowing to the irony baffle plate of adjacent cells groove section when being provided with one piece of underwater concreting construction, and the inner of described irony baffle plate is weldingly fixed on described shaped steel and its width is 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 Active CN103590425B (en)

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