CN1208523C - Gravity lattice embankment wall-retaining structure construction method - Google Patents
Gravity lattice embankment wall-retaining structure construction method Download PDFInfo
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- CN1208523C CN1208523C CNB031291090A CN03129109A CN1208523C CN 1208523 C CN1208523 C CN 1208523C CN B031291090 A CNB031291090 A CN B031291090A CN 03129109 A CN03129109 A CN 03129109A CN 1208523 C CN1208523 C CN 1208523C
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Abstract
The present invention relates to the civil engineering class, particularly to a gravity lattice embankment wall-retaining structure construction method applied in an immersed tunnel to be used for quay protection. The method mainly comprises the following steps: (1), building a guide wall, excavating groove segments which are distributed in lattice shape, and clearing the bottom to displace slurry; (2), making, connecting, hoisting and positioning a steel reinforcement cage; (3), pouring wall concrete; (4), reinforcing soil body in a lattice body by a spiral-spraying method or reinforcing a mixing pile; (5), constructing a steel reinforcement concrete slab in the lattice body. The present invention has the advantages of safe, reliable, economic and reasonable construction and advanced technology.
Description
Technical field
The present invention relates to the civil engineering class, particularly a kind of job practices that is applied in the gravity lattice bulkhead wall wall-retaining structure that is used for the bulkhead wall protection in the immersed tube tunnel.
Background technology
When adopting immersed tunnelling method to build the tunnel in river, lake, sea; because the pipeline section excavating foundation trench degree of depth, width are big; original bank protection structure can not satisfy construction stage bulkhead wall protection requirement; therefore the bulkhead wall protection also just becomes one of immersed tube tunnel design key technological difficulties, and its difficulty increases with pipeline section size, buried depth.The construction process in immersed tunnelling method tunnel is: tube manufacture → foundation trench is dredged and is dug → pipeline section delivery → pipeline section sinking → backfill → covering, wherein offshore segment base groove is dredged the influence (comprising and the secretly processing of the section of burying joint structure) of digging bulkhead wall, and domestic and international project circle is studied as a key technology difficult point invariably and captured.Especially for immersed segment with secretly bury the bigger engineering of segment interface buried depth; desired bulkhead wall protection constructional depth is big in its engineering construction; dredging of the super dark foundation trench of especially big area dug; will destroy original bulkhead wall in the relevant range and on the flood control structure; be subjected to the influence of factors such as environment, duration, investment simultaneously, make the difficulty of engineering construction more strengthen.
Summary of the invention
The purpose of this invention is to provide a kind of gravity lattice barricade job practices of being constructed by diaphragm wall that is used for bulkhead wall protection, this method is linked to be lattice barricade integral body with the single width diaphragm wall by multi-form rigid joint.By the overturning or slip resistance analysis of gravity barricade, the Calculation on stability that antiskid moves, determine to dredge lattice wall planar dimension, the thickness of subterranean wall, the embedded depth that digs under the degree of depth at different foundation trenches, and dredge according to different foundation trenches and to dig the degree of depth and determine the mode of ground stabilization in the lattice, reinforcing scope and the degree of depth, according to stressing conditions, determine the pattern of the arrangement of reinforcement and the plate joint of subterranean wall simultaneously.
The object of the invention realizes being finished by following technical scheme:
The lattice body that the present invention relates to, its element of construction is made of front wall, Hou Qiang, web and horizontal concrete plate.
Lattice barricade job practices of the present invention mainly comprises: comprising that (1) is constructed leads wall, box cut section, the clear end and changes slurry; (2) reinforcing cage making, connection, hoisting and locating, the pouring of (3) walls concrete; (4) soil body rotary jet strengthening or agitation pile are reinforced in the lattice body; (5) construction of reinforced concrete slab in the lattice body promptly in the lattice body, is provided with a reinforced concrete slab end of in place, wall top.
The groove section of above-mentioned excavation distributes as net shape.
When reinforcing cage making, connection, hoisting and locating, connection between the reinforcing cage can be adopted the plate joint of three kinds of different types, is respectively A type, Type B, C type, and wherein A type joint is based on shearing resistance, the Type B joint is based on tension, and C type joint has tension, shearing resistance effect concurrently.Wherein C shaped steel plate joint and diaphragm wall reinforcing cage connect into integral body, and reinforcing cage welds with C shaped steel plate joint on moulding bed, and integral body is hung in the groove inlet section then; A type, Type B plate joint become split type with the diaphragm wall reinforcing cage, earlier reinforcing cage is hung in the groove inlet section, and then plate joint is hung in, and hang in connection successively.
Above-mentioned A, B, C type joint are the cross steel plate structure, wherein A type joint mainly is made of perforate steel plate and two blocks of perpendicular setting steel plates, length direction along the perforate steel plate evenly is provided with several to equal leg angle, every pair of equal leg angle, the one end is all fixedlyed connected with the opening steel plate, and the other end is connected with two blocks of setting steel plates respectively; The Type B joint is on the basis of A type joint, is along the length direction setting of punched steel plate
The type elongated slot, the opening part of each elongated slot and opening steel plate with erect steel plate and fixedly connected, constitute slotted hole, and keep at a certain distance away at opening part fixedly elongated slot of a block plate is set; C type joint is to be fixedly connected with channel-section steel in the outside symmetry of erectting steel plate, and the permanent position of channel-section steel is in outer side edges.
Advantage of the present invention is; construction safety, reliable, economical rationality, advanced technology; construction speed is guaranteed; exploitativeness is strong; control displacement and the sedimentation of bulkhead wall protection structure construction phase effectively, both guaranteed the safety of flood-control wall, guaranteed the smooth construction of immersed segment again; the influence degree of constructing to neighboring terminal is reduced to minimum, and has avoided influence deep water fairway.
Summary of drawings
Accompanying drawing 1 is structural plan of the present invention arrangement diagram;
Accompanying drawing 2 is that A of the present invention is to view;
Accompanying drawing 3 is reinforced schematic diagram for plane of the present invention;
Accompanying drawing 4 is reinforced schematic diagram for agitation pile barricade of the present invention plane;
Accompanying drawing 5 is A type joint connected mode schematic diagram between body of wall of the present invention;
Accompanying drawing 6 is Type B joint connected mode schematic diagram between body of wall of the present invention;
Concrete technical scheme
Feature of the present invention and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, so that technician's of the same trade understanding:
Shown in Fig. 1-7, always represent respectively with reference to label 1-21: front wall (1), back wall (2), web (3), concrete plate (4), lattice body (5), diaphragm wall (6), A type joint junction (7), Type B joint junction (8), C type joint junction (9), tunnel center line (10), foundation trench dredge that the face of digging (11), rotary churning pile reinforce that (12), 1200 thick subterranean wall (13), agitation pile are reinforced (14), 800 thick subterranean wall (15), bored pile (16), punched steel plate (17), erect steel plate (18), equal leg angle (19),
Type elongated slot (20), channel-section steel (21).
Present embodiment is the Shanghai Outer Ring Line Tunnel engineering.In this engineering, because the section is on the mouth bend of port, the north of the Changjiang River, Huangpu, the riverbed is asymmetric " V " type, and the E1 immersed segment reaches 29 meters with the interface buried depth of the section of burying secretly.
The bulkhead wall protection structure design of present embodiment adopts gravity lattice body, relies on the weight and the rigidity of structure self to come the darkest pressure reduction that reaches 29 meters soil pressure and Huangpu River water pressure in stable equilibrium's structure both sides.
Structure is dredged according to foundation trench and is dug the degree of depth, selects different structures and pattern for use.
Foundation trench is dredged and dig the lattice retaining wall that the degree of depth adopts diaphragm wall to construct in 6.35-28.41 rice scope, and the job practices that is adopted mainly comprises:
(1) constructs and lead wall, box cut section, the clear end and change slurry;
Lead the ground location primary standard substance of wall as the diaphragm wall flat shape, the axis positioning accuracy must reach the regulation requirement.Have enough rigidity and good whole in order to lead wall, adopt monolithic reinforced concrete structure.All adopt hand excavation and finishing in order to protect not discarded as yet underground utilities and not clear underground utilities to lead wall.
The groove section of being excavated distributes as net shape, and adopts special-purpose machinery, scrapes out unit construction groove section with " jumping the hole mining method ".After whole construction groove section was dug projected depth, again in projected depth upper edge groove segment length direction, with 1 meter of every shift position, following bucket was grabbed the excavation method of sweeping of digging once, digs the sediment mud of clean groove bottom part.
In the overall process of this link, control the balance of inhaling the slurry amount and mending the slurry amount well, it is outer or allow the slurry face fall to hanging down to leading below the wall end face 30 centimetres to allow mud overflow groove.
Whether slurry is changed at the clear end qualified, is as the criterion with sampling test, and after the mud sampling experimental data index all up to specification that whenever increases progressively 5 meters degree of depth and each sample point of bottom land place in the groove, it is just qualified that slurry is changed at the clear end.
(2) reinforcing cage making, connection, hoisting and locating;
The cross steel plate joint of three kinds of different types is adopted in connection between the reinforcing cage, is respectively A type, Type B, C type, and wherein A type joint is based on shearing resistance, and the Type B joint is based on tension, and C type joint has tension, shearing resistance effect concurrently.
In the present embodiment, two kinds of thickness diaphragm wall reinforcing cages are arranged, diaphragm wall reinforcing cage that wherein 800mm is thick and C shaped steel plate joint connect into integral body, and reinforcing cage welds with C shaped steel plate joint on moulding bed, and integral body is hung in the groove inlet section then; The diaphragm wall reinforcing cage becomes split type with A type, Type B plate joint under the 1200mm heavy back, earlier reinforcing cage is hung in the groove inlet section, and then plate joint is hung in.
Reinforcing cage is made and is all adopted the electric welding welding, and each solder joint requires firm welding, not handy galvanized wire colligation.
Wherein three kinds of joints structure be the cross steel plate structure, wherein A type joint mainly is made of punched steel plate (16) and perpendicular two blocks of setting steel plates (17), length direction along punched steel plate (16) evenly is provided with several to equal leg angle (18), every pair of equal leg angle (18), the one end all welds with punched steel plate (16), and the other end is erect steel plates (17) welding with two respectively; The Type B joint is on the basis of A type joint, evenly is provided with along punched steel plate (16) length direction to be
Type elongated slot (19), opening part of each elongated slot (19) and punched steel plate (16) welding constitute slotted hole, its base one side and setting steel plate (17) welding; C type joint is to be symmetrically welded with channel-section steel (20) in the outside of erectting steel plate (17), and the pad of channel-section steel (20) is at side.
A, B, the position of C shaped steel plate joint in front wall (1), back wall (2), web (3) are as shown in Figure 1.
(3) pouring of walls concrete.
Placing of concrete is beginning within 4 hours after reinforcing cage is gone into groove.In the pouring process, pipe laying depth remains on 1.5-4.0m, and the concrete surface discrepancy in elevation is controlled at below the 0.5m, and wall end face concrete surface is higher than actual elevation 0.3-0.5m.
(4) soil body rotary jet strengthening or agitation pile are reinforced in the lattice body;
In dredging on the face of digging 3 meters, following 5 meters scopes, foundation trench adopt rotary churning pile to reinforce.Dredging the more shallow place of the face of digging at foundation trench adopts agitation pile to reinforce.
(5) construction of reinforced concrete slab in the lattice body.
3 meters are provided with a thick reinforced concrete slab of 1.0 meters (4) under the diaphragm wall top, to guarantee the mass action of body of wall.
Foundation trench is dredged and dig the gravity barricade that the degree of depth adopts cement mixing method to construct in 2.5-6.35 rice scope, and promptly the agitation pile barricade in order to guarantee the mass action of body of wall, is located to be provided with one 0.4 meter thick steel bar concrete top board on agitation pile (14) top.Squeeze into tangent Φ 600 bored piles (16) of a row in the outside of agitation pile barricade (side near a river), the stake top is provided with 600 * 600 collar tie beams, the reinforcing bar of steel bar concrete top board anchors into collar tie beam, make bored pile, agitation pile be linked to be an integral body, and avoid cement-soil to stir shape and directly washed away and destroy by water by top board, collar tie beam.This agitation pile barricade job practices, the technician is known by the industry, is not giving unnecessary details at this.
Claims (5)
1, a kind of gravity lattice wall-retaining structure job practices comprises: (1) is constructed and is led wall, box cut section, slurry is changed at the end clearly; (2) reinforcing cage making, connection, hoisting and locating; (3) pouring of walls concrete, the groove section that it is characterized in that wherein being excavated is the lattice shape and distributes, and the lattice body unit is made of front wall, Hou Qiang, web and horizontal concrete plate, carry out the construction of reinforced concrete slab in lattice body domestic demand, be in the lattice body, a reinforced concrete slab be set being lower than wall top place.
2, a kind of gravity lattice wall-retaining structure job practices according to claim 1, it is characterized in that connection between the described reinforcing cage connecting reinforcement cage can adopt the plate joint of three kinds of different types, be respectively the A type, Type B, the C type, wherein A type joint is based on shearing resistance, the Type B joint is based on tension, C type joint has tension concurrently, the shearing resistance effect, described A, B, C type joint is the cross steel plate structure, wherein A type joint is made of punched steel plate and two blocks of perpendicular setting steel plates, length direction along punched steel plate evenly is provided with several to equal leg angle, every pair of equal leg angle, the one end is all fixedlyed connected with horizontal steel plate, and the other end is connected with two blocks of setting steel plates respectively; The Type B joint is on the basis of A type joint, is provided with evenly along the length direction of punched steel plate that several the opening part of each elongated slot is fixedlyed connected with punched steel plate to being type elongated slot, constitutes slotted hole, and its base one side is fixedlyed connected with the setting steel plate; C type joint is to be fixedly connected with channel-section steel in the outside symmetry of erectting steel plate, and the permanent position of channel-section steel is at side.
3, a kind of gravity lattice wall-retaining structure job practices according to claim 1 is characterized in that lattice body domestic demand is carried out soil body rotary jet strengthening or agitation pile is reinforced.
4, a kind of gravity lattice wall-retaining structure job practices according to claim 2, it is characterized in that described C shaped steel plate joint and diaphragm wall reinforcing cage connect into integral body, be that reinforcing cage welds with C shaped steel plate joint on moulding bed, during lifting its integral body hung in the groove inlet section.
5, a kind of gravity lattice wall-retaining structure job practices according to claim 2, it is characterized in that described A type or Type B plate joint become split type with the diaphragm wall reinforcing cage, earlier reinforcing cage is hung in the groove inlet section during lifting, and then plate joint hung in, hang in connection successively.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB031291090A CN1208523C (en) | 2003-06-05 | 2003-06-05 | Gravity lattice embankment wall-retaining structure construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB031291090A CN1208523C (en) | 2003-06-05 | 2003-06-05 | Gravity lattice embankment wall-retaining structure construction method |
Publications (2)
| Publication Number | Publication Date |
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| CN1470715A CN1470715A (en) | 2004-01-28 |
| CN1208523C true CN1208523C (en) | 2005-06-29 |
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| Application Number | Title | Priority Date | Filing Date |
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| CNB031291090A Expired - Fee Related CN1208523C (en) | 2003-06-05 | 2003-06-05 | Gravity lattice embankment wall-retaining structure construction method |
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101787709B (en) * | 2010-03-10 | 2012-04-25 | 江苏省电力设计院 | Construction method for concrete gravity buttress retaining wall |
| CN101845822B (en) * | 2010-04-16 | 2012-02-08 | 上海市第七建筑有限公司 | Method for constructing gravity-type cellular underground continuous wall |
| CN102312445A (en) * | 2010-06-29 | 2012-01-11 | 中交第三航务工程勘察设计院有限公司 | Diaphragm wall and construction method thereof |
| CN102359118B (en) * | 2011-08-02 | 2013-12-04 | 北京健安诚岩土工程有限公司 | Annular foundation of underground continuous wall and construction method thereof |
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| CN1470715A (en) | 2004-01-28 |
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