CN103898900B - Band pull bar steel tube-concrete composite structure diaphragm wall and construction method thereof - Google Patents
Band pull bar steel tube-concrete composite structure diaphragm wall and construction method thereof Download PDFInfo
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- CN103898900B CN103898900B CN201410114194.8A CN201410114194A CN103898900B CN 103898900 B CN103898900 B CN 103898900B CN 201410114194 A CN201410114194 A CN 201410114194A CN 103898900 B CN103898900 B CN 103898900B
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Abstract
The invention discloses a kind of band pull bar steel tube-concrete composite structure diaphragm wall and construction method thereof, this diaphragm wall comprises the some wall sections longitudinally connected successively along diaphragm wall, described wall section comprises the cast-in-place reinforced concrete box structure of welding rectangular steel pipe and outside, described steel pipe arranges pull bar at a certain distance, steel duct welding hanger, wall section often holds middle part or both sides to arrange the line of rabbet joint, groove is intersegmental imbeds junction steel plate, rinse post-grouting, wall section is made to be linked to be entirety, described steel duct fill concrete after lifting completes.Described junction steel plate is equal with wall segment length, and sectional dimension is slightly less than the line of rabbet joint.Reserved bolthole on wall section thin-walled, embedded steel tube in bolthole, arrange prestressed anchor by reserved bolthole after excavation of foundation pit, ground tackle termination withstands in steel pipe walls, is finally sealed in ground tackle district with concrete.Present invention achieves that a kind of structural entity rigidity is high, structural performance excellent be connected reliable diaphragm wall.
Description
Technical field
The present invention relates to a kind of diaphragm wall design and construction field of architecture Foundation Pit Engineering, the particularly construction method of a kind of prefabricated prestressed underground continuous wall and this diaphragm wall.
Background technology
Underground continuous wall construction technique originates from Europe, and 50 ~ sixties of 20th century, this technology was promoted in western developed country, the former Soviet Union and Japan.Within 1958, China uses this technology to build dam impervious wall, and the mid-1970s technique promotes the use of the industries such as building, colliery and municipal administration.Diaphragm wall is large because of its rigidity, has and affects little advantage to foundation ditch surrounding soil and works, and the outer wall of basement can working as retaining wall or agent structure uses.
What current diaphragm wall used is all reinforced concrete structure.Comprise cast-in-place diaphragm wall in (1) groove section.This construction of diaphragm wall is convenient, generally forms overall space enclosing structure with concrete or steel structure support.But this body of wall also exists following shortcoming: construction quality affects greatly by soil layer, easily there is contracting wall in bad ground, cave in, leak the quality problems such as muscle, wall width thickness deficiency and " bulge "; Easily there are the quality problems such as seepage flow and folder silt in joint; The diaphragm wall of folder silt there will be the quality problems such as overboard, lateral deformation is large when excavation of foundation pit.(2) coercion underground continuous wall.This body of wall first makes on the ground, puts into groove after grooving by under body of wall.This body of wall comprises Ba Liqiang, reinforced concrete prefabricated diaphragm wall, lattice prestressing force coercion underground continuous wall etc.The quality requirement of this wall to grooving is low, avoids the defect of wall quality.But these walls easily occur the problem of ground water seepage at wall connecting place, in order to avoid Seepage problems often improves construction cost.This body of wall is also generally consist of the good space enclosing structure of overall performance with concrete or steel structure support.
Summary of the invention
Technical problem: the technical problem to be solved in the present invention is for above-mentioned the deficiencies in the prior art, provides a kind of and constructs reasonable, that connection is reliable, structural performance is excellent band pull bar steel tube-concrete composite structure diaphragm wall and construction method thereof.
Summary of the invention: for solving the problems of the technologies described above, the invention provides a kind of band pull bar steel tube-concrete composite structure diaphragm wall, this diaphragm wall comprises the some wall sections longitudinally connected successively, wall section often holds middle part or both sides to arrange the line of rabbet joint, the line of rabbet joint imbeds junction steel plate, post-grouting is rinsed to the line of rabbet joint, makes wall section be linked to be entirety
Described wall section comprises steel pipe and is positioned at the reinforced concrete box structure of this steel pipe outside, and described outer surface of steel tube arranges some pull bars at a certain distance, and steel duct welds some hangers, described steel duct fill concrete after lifting completes; Described junction steel plate is equal with the length of wall section, and junction steel plate sectional dimension is slightly less than the line of rabbet joint.
Preferably, pull bar plain bolt makes.
Preferably, reserved bolthole on the outside thin-walled of wall section, embedded steel tube in bolthole, arranges prestressed anchor at reserved bolthole after excavation of foundation pit.
Present invention also offers a kind of for the construction method with pull bar steel tube-concrete composite structure diaphragm wall, the method comprises the steps:
Step 1: prefabricated band pull bar steel tube-concrete composite structure underground continuous wall section and junction steel plate;
Step 2: coercion underground continuous wall excavation position is positioned;
Step 3: trenching construction is carried out to the underground continuous wall groove segment of having good positioning;
Step 4: hoisting prefabricated steel tube-concrete composite structure underground continuous wall section and junction steel plate;
Step 5: the cleaning line of rabbet joint, steel pipe walls and concreting.
Step 6: after excavation of foundation pit, prestressed anchor is set.
Preferably, the concrete grammar of step 1 is: at the scene or prefabrication underground continuous wall section, according to the transport capacity of reality and the restriction of lifting, groove section Prefabricated composite structure diaphragm wall is divided into two sections or three sections prefabricated, groove section end arranges the line of rabbet joint, reserved bolthole in each wall section, embedded steel tube in bolthole; Shear connections steel plate is made according to designing requirement.
Preferably, the concrete grammar of step 2 is: determine underground continuous wall groove segment framing position by measuring, using Cao Duan center as grooving and the excavation centre of location, excavate groove in predetermined diaphragm wall position and build guide wall of underground continuous wall, wall top led by the steel concrete obtained according to measurement is elevation determination cutting depth.
Preferably, the concrete grammar of step 3 is: the unit groove section of coercion underground continuous wall wall section is excavated to projected depth and removes bottom slagging, and box cut section uses swell soil to carry out mud off; In order to ensure slurry trench stability, in grooving process, detect a quality of mud fluid every 2 hours, and change underproof mud in time.
Preferably, the lifting step that step 4 is concrete: Prefabricated composite structure underground continuous wall section to be hung by large-scale crane and be placed with in the geosyncline of slurry coat method, hangs at assigned address by the position of design and absolute altitude; Hang dry wall section successively in the longitudinal direction of wall section, then junction steel plate is hung in the line of rabbet joint of groove section end.
Preferably, the concrete grammar of step 5 is: pour into the cement mortar of adding expansion agent after carrying out clear water flushing to the line of rabbet joint of wall section; To steel pipe walls rig by after qualified for the solidified slip cleaning on cavity wall from the bottom pouring concrete of diaphragm wall, water to body of wall top and leave standstill.
Preferably, the concrete grammar of step 6 is: by bolthole reserved on wall section thin-walled, taken out by the embedded steel tube in bolthole, the foundation ditch stage excavated after prestressed anchor is set, anchor pole end should be embedded in horizon d, then Shi Hanzhang; Ground tackle termination withstands in steel pipe walls, is finally sealed in ground tackle district with concrete.
Beneficial effect: compared with prior art, the present invention has following characteristics:
1) band pull bar steel tube-concrete composite structure diaphragm wall steel pipe of the present invention and concrete bi-material are made, and have given full play to the advantage that steel tensile strength is high, plasticity good and concrete anti-compression performance is good, have made up shortcoming respective each other.Combining structure diaphragm wall of the present invention has that lateral rigidity is large, compressive strength is high, cracking resistance is good and the feature such as ductility is good.
2) band pull bar steel tube-concrete composite structure diaphragm wall of the present invention utilizes steel tube confined concrete, concrete single load bearing is become three received strength, the part concrete strength that makes to be tied is enhanced about more than once, improve the concrete ductility of the part that is tied simultaneously, thus improve intensity and the ductility of diaphragm wall; The outside cast-in-place reinforced concrete box structure of steel pipe encases steel pipe and avoids steel pipe to expose, and improves the endurance quality of whole continuous underground wall structure.
3) setting of pull bar in band pull bar steel tube-concrete composite structure diaphragm wall steel pipe of the present invention, enhances the switching performance of steel pipe and inner concrete, giving full play to of diaphragm wall mechanical property is protected.
4) setting of the intersegmental junction steel plate of longitudinal underground continuous wall enhances the shear strength between wall width.Underground continuous wall is intersegmental imbeds junction steel plate, then in filleting, pour into the cement mortar of adding expansion agent, makes body of wall be linked to be entirety, ensure that the shear strength of joint area while rationally solving joint area water seepage flow.
5) wall section is at ground construction, and the quality of wall section is guaranteed, and has stopped contracting wall that the cast-in-place diaphragm wall of grooving exists simultaneously, has caved in, body of wall leaks muscle, wall width thickness is not enough and the quality problems such as " bulge ".
6) the steel tube-concrete composite structure energy realization prestressed anchor that lateral rigidity is large, compressive strength is high ensures the verticality of diaphragm wall, reinforced concrete support or steel structure support is replaced with prestressed anchor, reduce the use of material, ensureing to reduce cost while quality gone along with sb. to guard him by diaphragm wall.
Accompanying drawing explanation
Fig. 1 is the positive elevational schematic view of the combining structure diaphragm wall rectangle wall section list line of rabbet joint of the present invention;
Fig. 2 is the positive elevational schematic view of combining structure diaphragm wall rectangle wall section double flute of the present invention seam;
Fig. 3 is the positive elevational schematic view of the combining structure diaphragm wall special-shaped wall section list line of rabbet joint of the present invention;
Fig. 4 is the positive elevational schematic view of combining structure diaphragm wall special-shaped wall section double flute of the present invention seam;
Fig. 5 is the junction steel plate schematic diagram that combining structure underground continuous wall section of the present invention embeds the line of rabbet joint;
Fig. 6 is the positive elevational schematic view of combining structure diaphragm wall standard paragraphs of the present invention;
Fig. 7 a is the combining structure Diaphragm Wall Support Structure construction schematic diagram of setting one prestressed anchor;
Fig. 7 b is the combining structure Diaphragm Wall Support Structure construction schematic diagram arranging two road prestressed anchors;
Fig. 7 c is the combining structure Diaphragm Wall Support Structure construction schematic diagram arranging three road prestressed anchors;
Fig. 7 d has been the combining structure Diaphragm Wall Support Structure schematic diagram arranging prestressed anchor.
In figure:
1, wall section 2, welding rectangular steel pipe 3, reinforced concrete box structure 4, pull bar 5, hanger 6, the line of rabbet joint 7, junction steel plate 8, reserved bolthole 9, prestressed anchor
Detailed description of the invention
Below in conjunction with drawings and the embodiments, patent of the present invention is described in further detail:
The invention provides a kind of band pull bar steel tube-concrete composite structure diaphragm wall, wherein: band pull bar steel tube-concrete composite structure diaphragm wall comprises the some wall sections 1 longitudinally connected successively along diaphragm wall, described wall section comprises welding rectangular steel pipe 2(and is not limited to rectangle) and the cast-in-place reinforced concrete box structure 3(in outside be not limited to box), described welding rectangular steel pipe arranges pull bar 4 at a certain distance, pull bar 4 can make of plain bolt, steel duct welding hanger 5, wall section often holds middle part or both sides to arrange the line of rabbet joint 6, groove is intersegmental imbeds junction steel plate 7, post-grouting is rinsed between the line of rabbet joint, wall section is made to be linked to be entirety, described steel duct fill concrete after lifting completes.Described junction steel plate is equal with the length of wall section, and junction steel plate 7 sectional dimension is slightly less than the line of rabbet joint.Reserved bolthole 8 on wall section thin-walled, embedded steel tube in bolthole, arrange prestressed anchor 9 by reserved bolthole after excavation of foundation pit, ground tackle termination withstands in steel pipe walls, is finally sealed in ground tackle district with concrete.
As shown in Figure 1, Figure 2, shown in Fig. 3, Fig. 4, Fig. 5 and Fig. 6, band pull bar steel tube-concrete composite structure diaphragm wall of the present invention is embedded in junction steel plate at the line of rabbet joint of longitudinal wall section end to be formed by connecting.
Band pull bar steel tube-concrete composite structure diaphragm wall steel pipe of the present invention and concrete bi-material are made, and have given full play to the feature of bi-material, have that lateral rigidity is large, compressive strength is high, cracking resistance is good and the advantage such as ductility is good.The effect of contraction of steel pipe to rear pouring concrete improves intensity and the ductility of diaphragm wall.The setting of pull bar, enhances the switching performance of steel pipe and inner concrete, and the performance of diaphragm wall mechanical property is protected.The setting of the intersegmental junction steel plate of wall solves the Seepage problems of joint area and the shear strength enhanced between wall width.Wall section is at ground construction, and quality is guaranteed, and has stopped contracting wall that the cast-in-place diaphragm wall of grooving exists simultaneously, has caved in, body of wall leaks muscle, wall width thickness is not enough and the quality problems such as " bulge ".Use the feature that combining structure diaphragm wall lateral rigidity is large, prestressed anchor is replaced reinforced concrete support and steel structure support, while ensureing diaphragm wall verticality, reduce cost.
Band pull bar steel tube-concrete composite structure diaphragm wall of the present invention has good mechanical property, uses this feature can replace inner support with prestressed anchor, reduces construction costs while improving wall integrity energy.The Specific construction process of structure of the present invention comprises the steps:
(1) prefabricated band pull bar steel tube-concrete composite structure underground continuous wall section and junction steel plate.At the scene or prefabrication underground continuous wall section, according to the transport capacity of reality and the restriction of lifting, groove section Prefabricated composite structure diaphragm wall can be divided into two sections or three sections prefabricated, groove section end arranges the line of rabbet joint, reserved bolthole in each wall section, embedded steel tube in bolthole; Shear connections steel plate is made according to designing requirement.
(2) coercion underground continuous wall excavation position is positioned, underground continuous wall groove segment framing position is determined by measuring, using Cao Duan center as grooving and the excavation centre of location, excavate groove in predetermined diaphragm wall position and build guide wall of underground continuous wall, wall top led by the steel concrete obtained according to measurement is elevation determination cutting depth.(3) trenching construction is carried out to the underground continuous wall groove segment of having good positioning.The unit groove section of coercion underground continuous wall wall section is excavated to projected depth and removes bottom slagging, and box cut section uses swell soil to carry out mud off; In order to ensure slurry trench stability, in grooving process, detect a quality of mud fluid every 2 hours, and change underproof mud in time.
(4) hoisting prefabricated steel tube-concrete composite structure underground continuous wall section and junction steel plate.Concrete lifting step: Prefabricated composite structure underground continuous wall section to be hung by large-scale crane and be placed with in the geosyncline of slurry coat method, the position designed by (two) and absolute altitude hang at assigned address.Hang dry wall section successively in the longitudinal direction of wall section, then junction steel plate is hung in the line of rabbet joint of groove section end.
(5) line of rabbet joint, steel pipe walls and concreting is cleared up.The cement mortar of adding expansion agent is poured into after clear water flushing is carried out to the line of rabbet joint of wall section; To steel pipe walls rig by after qualified for the solidified slip cleaning on cavity wall from the bottom pouring concrete of diaphragm wall, water to body of wall top and leave standstill.
(6) after excavation of foundation pit, prestressed anchor is set.By bolthole reserved on wall section thin-walled, the embedded steel tube in bolthole is taken out, the foundation ditch stage excavated after prestressed anchor is set, anchor pole end should be embedded in horizon d, then Shi Hanzhang.Ground tackle termination withstands in steel pipe walls, is finally sealed in ground tackle district with concrete.
Above-described embodiment should be understood only for illustration of the detailed description of the invention of technical solution of the present invention, and be not used in and limit the scope of the invention.After having read the present invention, those skilled in the art are to the amendment of various equivalents of the present invention and replace the protection domain all falling within the application's claim and limit.
Claims (2)
1. a band pull bar steel tube-concrete composite structure diaphragm wall, it is characterized in that, this diaphragm wall comprises the some wall sections (1) longitudinally connected successively, wall section (1) often holds middle part or both sides to arrange the line of rabbet joint (6), the line of rabbet joint (6) imbeds junction steel plate (7), post-grouting is rinsed to the line of rabbet joint (6), makes wall section (1) be linked to be entirety
Described wall section (1) comprises steel pipe (2) and is positioned at the outside reinforced concrete box structure (3) of this steel pipe (2), described steel pipe (2) external surface arranges some pull bars (4) at a certain distance, the some hangers of steel pipe (2) interior welds (5), described steel duct fill concrete after lifting completes; Described junction steel plate (7) is equal with the length of wall section (1), and junction steel plate (7) sectional dimension is slightly less than the line of rabbet joint;
Pull bar (4) makes of plain bolt;
Reserved bolthole (8) on wall section (1) outside thin-walled, embedded steel tube (2) in bolthole, arranges prestressed anchor (9) at reserved bolthole (8) after excavation of foundation pit.
2. a construction method for band pull bar steel tube-concrete composite structure diaphragm wall as claimed in claim 1, it is characterized in that, the method comprises the steps:
Step 1: prefabricated band pull bar steel tube-concrete composite structure underground continuous wall section and junction steel plate;
Step 2: coercion underground continuous wall excavation position is positioned;
Step 3: trenching construction is carried out to the underground continuous wall groove segment of having good positioning;
Step 4: hoisting prefabricated steel tube-concrete composite structure underground continuous wall section and junction steel plate;
Step 5: the cleaning line of rabbet joint, steel pipe walls and concreting;
Step 6: after excavation of foundation pit, prestressed anchor is set;
Wherein:
The concrete grammar of step 1 is: at the scene or prefabrication underground continuous wall section, according to the transport capacity of reality and the restriction of lifting, groove section Prefabricated composite structure diaphragm wall is divided into two sections or three sections prefabricated, groove section end arranges the line of rabbet joint, reserved bolthole in each wall section, embedded steel tube in bolthole; Shear connections steel plate is made according to designing requirement;
The concrete grammar of step 2 is: determine underground continuous wall groove segment framing position by measuring, using Cao Duan center as grooving and the excavation centre of location, excavate groove in predetermined diaphragm wall position and build guide wall of underground continuous wall, wall top led by the steel concrete obtained according to measurement is elevation determination cutting depth;
The concrete grammar of step 3 is: the unit groove section of coercion underground continuous wall wall section is excavated to projected depth and removes bottom slagging, and box cut section uses swell soil to carry out mud off; In order to ensure slurry trench stability, in grooving process, detect a quality of mud fluid every 2 hours, and change underproof mud in time;
The lifting step that step 4 is concrete: Prefabricated composite structure underground continuous wall section to be hung by large-scale crane and be placed with in the geosyncline of slurry coat method, hangs at assigned address by the position of design and absolute altitude; Hang dry wall section successively in the longitudinal direction of wall section, then junction steel plate is hung in the line of rabbet joint of groove section end;
The concrete grammar of step 5 is: pour into the cement mortar of adding expansion agent after carrying out clear water flushing to the line of rabbet joint of wall section; To steel pipe walls rig by after qualified for the solidified slip cleaning on cavity wall from the bottom pouring concrete of diaphragm wall, water to body of wall top and leave standstill;
The concrete grammar of step 6 is: by bolthole reserved on wall section thin-walled, taken out by the embedded steel tube in bolthole, the foundation ditch stage excavated after prestressed anchor is set, anchor pole end should be embedded in horizon d, then Shi Hanzhang; Ground tackle termination withstands in steel pipe walls, is finally sealed in ground tackle district with concrete.
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