CN111236208A - Underground diaphragm wall foundation pit construction method - Google Patents
Underground diaphragm wall foundation pit construction method Download PDFInfo
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- CN111236208A CN111236208A CN202010026507.XA CN202010026507A CN111236208A CN 111236208 A CN111236208 A CN 111236208A CN 202010026507 A CN202010026507 A CN 202010026507A CN 111236208 A CN111236208 A CN 111236208A
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- wall
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/182—Bulkheads or similar walls made solely of concrete in situ using formworks to separate sections
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0001—Rubbers
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention relates to a foundation pit construction method of an underground diaphragm wall foundation, which has the technical scheme main points that the foundation pit construction method of the underground diaphragm wall foundation comprises the following steps: s1, before grooving of the underground continuous wall, manufacturing a guide wall, adopting a total station instrument for lofting, and considering construction errors and maintenance structure convergence in a foundation pit excavation stage; symmetrically pouring guide walls by using an automobile pump, and detaching a rear mould when the strength of the guide walls reaches 70%; s2, performing hydraulic grab bucket grooving by using a grooving machine, and detecting the depth of the groove section and the verticality of the wall surface of the groove section; s3, sequentially processing a steel reinforcement cage according to a bottom rib, an acoustic pipe, a truss rib, a reserved connector, a grouting pipe, an inclinometer pipe, a gluten and a protective layer cushion block; s4, constructing a ground wall, wherein concrete is poured by adopting a conduit method, and the conduits are connected by screw threads and sealed by annular rubber pads; and S5, jacking and pulling the fore shaft pipe, and calculating the allowable jacking height of the fore shaft pipe according to the on-site concrete pouring record table to achieve the effect of improving the construction efficiency.
Description
Technical Field
The invention relates to the technical field of foundation pit construction, in particular to a foundation pit construction method for an underground diaphragm wall foundation.
Background
The underground continuous wall is a continuous reinforced concrete wall jointly built by using continuous unit groove sections built section by section in foundation engineering and is used as a structure for intercepting water, preventing seepage, bearing and retaining water.
The existing Chinese patent with reference to publication number CN108677961A discloses a foundation pit construction method and a foundation pit excavation system for an underground diaphragm wall foundation, wherein the method comprises the following steps: s1, arranging a high-pressure water pump outside the foundation pit, arranging slag discharge and water supply pipelines, arranging a slurry ship, installing a sand pump, erecting a construction platform in the foundation pit, installing a relay sand pump on the platform, arranging slag discharge and water supply pipelines at the bottom of the pit, and installing a slurry pump and a water jet gun; s2, outputting high-pressure water by using a water jet gun to cut and disperse soil bodies in the excavated foundation pit to form a mud-sand mixture; and S3, pumping the mixture to a sand pump arranged in the pit by a bottom slurry pump, conveying the mixture to a sand pump outside the pit by the sand pump in the pit, and finally outputting the mixture through a slag discharge pipeline by the sand pump outside the pit.
The above prior art solutions have the following drawbacks: the construction method of the foundation pit of the underground diaphragm wall seriously influences the construction progress in the construction process, prolongs the construction period and needs to improve the construction efficiency.
Disclosure of Invention
The invention aims to provide a foundation pit construction method for an underground continuous wall foundation so as to achieve the effect of improving the construction efficiency.
The technical purpose of the invention is realized by the following technical scheme:
a foundation pit construction method for an underground diaphragm wall foundation comprises the following steps:
s1, before grooving of the underground continuous wall, manufacturing a guide wall, adopting a total station instrument for lofting, and considering construction errors and maintenance structure convergence in a foundation pit excavation stage; the guide wall adopts an integral reinforced concrete structure, reinforcing steel bars are installed and bound, and templates are installed and reinforced; symmetrically pouring guide walls by using an automobile pump, and detaching a rear mould when the strength of the guide walls reaches 70%;
s2, performing hydraulic grab bucket grooving by using a grooving machine, and detecting the depth of the groove section and the verticality of the wall surface of the groove section;
s3, constructing a steel reinforcement cage and a locking notch pipe, and sequentially processing the steel reinforcement cage according to a bottom rib, an acoustic pipe, a truss rib, a reserved connector, a grouting pipe, an inclinometer pipe, a gluten and a protective layer cushion block;
s4, constructing a ground wall, wherein concrete is poured by adopting a conduit method, and the conduits are connected by screw threads and sealed by annular rubber pads;
and S5, jacking and pulling the fore shaft pipe, and calculating the allowable jacking height of the fore shaft pipe according to the on-site concrete pouring record table.
According to the technical scheme, before grooving of the underground continuous wall, firstly, a guide wall is manufactured, a total station instrument is adopted for lofting, and the guide wall is set by considering construction errors and maintenance structure convergence in a foundation pit excavation stage; the guide wall adopts an integral reinforced concrete structure, reinforcing steel bars are installed and bound, and templates are installed and reinforced, so that the stability of the guide wall is improved; then, symmetrically pouring a guide wall by using an automobile pump, reinforcing the connection between the concrete and the guide wall, and detaching the mold after the strength of the guide wall reaches 70%; then, grooving by using a grooving machine through a hydraulic grab bucket, and detecting the depth of the groove section and the verticality of the wall surface of the groove section; the reinforcement cage is processed according to the bottom rib, the acoustic pipe, the truss rib, the reserved connector, the grouting pipe, the inclinometer pipe, the gluten and the protective layer cushion block in sequence; then adopting concrete pouring and adopting a conduit method for pouring, wherein the conduits are connected by screw threads and sealed by an annular rubber pad; and finally, jacking and pulling the fore shaft pipe, and calculating the allowable jacking height of the fore shaft pipe according to the on-site concrete pouring record table.
The invention is further configured to: in the step S1, the guide wall needs to be placed at a certain distance, and the break angle of the guide wall is lengthened by a certain distance to be made into a cross shape; and after the mould is removed, the batten is used for supporting, and backfilling is carried out in time.
Through above-mentioned technical scheme, will lead the dog-ear of wall and lengthen certain distance and make "ten" form, strengthen leading the connection stability between wall self structure, strengthen leading the intensity of wall, improve the result of use of leading the wall.
The invention is further configured to: and step S1, adopting bentonite to make slurry for backfilling.
Through above-mentioned technical scheme, in time backfill to leading the wall after the form removal, improve the fastness of leading the wall, adopt bentonite as backfill slurry, the viscosity of bentonite is better, has stronger supporting effect.
The invention is further configured to: and step S2, a perpendicularity display instrument and an automatic deviation correcting device are arranged for the grooving machine.
Through the technical scheme, the grooving machine is provided with the verticality display instrument and the automatic deviation correcting device, the groove section dug out by the grooving machine is timely detected, and the quality effect of the groove section is ensured.
The invention is further configured to: and step S3, two crawler cranes are adopted for hoisting the reinforcement cage, one main crane and one auxiliary crane are matched to complete hoisting.
Through the technical scheme, the two crawler cranes are adopted to hoist the reinforcement cage, the main crane is responsible for hoisting the reinforcement cage, the auxiliary crane is responsible for adjusting the direction of the reinforcement cage, the main crane and the auxiliary crane are matched with each other to hoist and enter the reinforcement cage, and the convenience and the stability during hoisting are further improved.
The invention is further configured to: and after the lock catch in the S3 is hoisted in place, a pull-out device is installed.
Through above-mentioned technical scheme, after the hasp hoist and mount, pull out the ware at the installation on the fore shaft pipe, the later stage of being convenient for is exerting oneself and installation at the in-process of top extraction fore shaft pipe, improves the convenience and the stability of top extraction fore shaft pipe.
In conclusion, the beneficial technical effects of the invention are as follows:
1. the folding angle of the guide wall is lengthened for a certain distance and made into a cross shape, so that the connection stability between the structures of the guide wall is enhanced, the strength of the guide wall is enhanced, and the use effect of the guide wall is improved;
2. the grooving machine is provided with a verticality display instrument and an automatic deviation correcting device, so that the groove section dug by the grooving machine is detected in time, and the quality effect of the groove section is ensured;
3. the steel reinforcement cage is hoisted by arranging the two crawler cranes, the main crane is responsible for hoisting the steel reinforcement cage, the auxiliary crane is responsible for adjusting the direction of the steel reinforcement cage, and the main crane and the auxiliary crane are matched with each other to hoist and enter the steel reinforcement cage, so that the convenience and the stability during hoisting are further improved.
Drawings
Fig. 1 is a construction flowchart of the present embodiment.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
As shown in fig. 1, a method for constructing a foundation pit of an underground diaphragm wall foundation includes the following steps:
before grooving of the underground continuous wall, a guide wall is manufactured, a total station is adopted for lofting, construction errors and convergence of a maintenance structure in a foundation pit excavation stage are considered, the guide wall needs to be placed outside properly, and 8CM is preferably placed outside in the embodiment; the guide wall adopts an integral reinforced concrete structure, reinforcing steel bars are bound, a template is reinforced, the break angle of the ground wall needs to be lengthened by a certain length to ensure the grooving quality, and the break angle is preferably lengthened by 30CM in the embodiment and is made into a cross shape; and (3) after the strength of the guide wall reaches 70%, performing mould removal operation, supporting the removed guide wall by adopting 10X 10CM battens, backfilling in time, making backfill soil by adopting bentonite, puffing for more than 24 hours, and using after the test is qualified so as to prevent the guide wall from being extruded and deformed.
The grooving method adopts a hydraulic grab bucket method, the grooving machine needs to be provided with a verticality display instrument and an automatic deviation correcting device, the following detection and correction can be realized along with the excavation, the hole forming mode is a three-grab hole forming mode, single holes are firstly dug at two ends of a groove section, and then a middle partition wall is dug; measuring the positions of two ends of the groove section by using a steel ruler, and controlling the plane position deviation between the two ends of the groove section and the framing line; actually measuring the depths of the bottoms of the left, middle and right positions of the groove section by using a measuring hammer to ensure that the depths of the three positions meet the design requirement, and periodically calibrating and replacing a measuring rope; respectively scanning the perpendicularity of the groove wall at the left, middle and right positions in the groove section by using an ultrasonic wall measuring instrument; after the excavation of the unit groove sections is finished, the bottom of the groove is cleaned by the grab bucket, then the wall is brushed by the wall brushing device, and the upper and the lower are repeated for a plurality of times until the wall brushing device does not stick to the mud.
The reinforcement cage is processed according to the bottom rib, the acoustic pipe, the truss rib, the reserved connector, the grouting pipe, the inclinometer pipe, the gluten and the protective layer cushion block in sequence; the hoisting of the reinforcement cage is completed by matching two crawler cranes, one main crane and one auxiliary crane; selecting a reasonable node to place a snap ring; then adjusting the steel fine cage to be 0.3M away from the ground, holding the load for 3-5Min, and after checking that no abnormity exists, formally lifting the steel fine cage into the groove, and taking down the auxiliary lifting clamp ring and the copper wire rope; the fore shaft pipe is hoisted into the groove in sections, the heel of the fore shaft pipe is inserted into the groove bottom working body 50CM, the fore shaft pipe is lowered to the right position, then the gap of the soil facing surface of the fore shaft pipe is removed, stones with the grain diameter of 5-40MM are backfilled to the top of the guide wall, and after the fore shaft pipe is hoisted in place, the pull-out device is installed.
The concrete pouring pile is poured by adopting a conduit method, the conduit is subjected to a watertight test before use, the pressure testing force is 0.6-1.6Mpa, the conduit adopts a circular spiral quick connector with the diameter of 250MM, and the conduit is connected by screw threads and sealed by an annular rubber pad; the slump of the concrete is generally 18-22CM, two guide pipes must be poured simultaneously, and the initial pouring amount ensures that the buried depth of each guide pipe is not less than 1M; the concrete in the groove section is uniformly and continuously poured, the pouring rising speed is not less than 2M/h, the pouring interruption time is not more than 30 minutes due to the reason, the height difference of the concrete surface between the two guide pipes is not more than 50CM, the inserting depth of the two guide pipes into the concrete is kept between 2M and 4M, and the concrete flood height is 50CM, so that the strength of the wall concrete can meet the design requirement.
In the process of jacking and pulling the fore shaft pipe, the allowable jacking and pulling height of the fore shaft pipe is calculated according to a site concrete pouring time recording table, early pulling and pulling are strictly forbidden, after the strength of the wall body reaches 70% or the ground wall is finished for 14 days, the integrity of the wall body is detected by adopting a sound wave projection method, and the sound wave detection frequency is not lower than 20%; 2 grouting pipes are arranged in each diaphragm wall, the grouting pipes are inserted into the space below the wall bottom by 0.5M, the dosage of cement for grouting in each hole is not less than 2.5T, and grouting is stopped according to the grouting amount.
The implementation principle of the embodiment is as follows: before grooving of the underground continuous wall, firstly manufacturing a guide wall, lofting by adopting a total station, and setting the guide wall by considering construction errors and maintenance structure convergence in a foundation pit excavation stage; the guide wall adopts an integral reinforced concrete structure, reinforcing steel bars are installed and bound, and templates are installed and reinforced, so that the stability of the guide wall is improved; then, symmetrically pouring a guide wall by using an automobile pump, reinforcing the connection between the concrete and the guide wall, and detaching the mold after the strength of the guide wall reaches 70%; then, grooving by using a grooving machine through a hydraulic grab bucket, and detecting the depth of the groove section and the verticality of the wall surface of the groove section; the reinforcement cage is processed according to the bottom rib, the acoustic pipe, the truss rib, the reserved connector, the grouting pipe, the inclinometer pipe, the gluten and the protective layer cushion block in sequence; then adopting concrete pouring and adopting a conduit method for pouring, wherein the conduits are connected by screw threads and sealed by an annular rubber pad; and finally, jacking and pulling the fore shaft pipe, and calculating the allowable jacking height of the fore shaft pipe according to the on-site concrete pouring record table.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (6)
1. A foundation pit construction method for an underground diaphragm wall foundation comprises the following steps:
s1, before grooving of the underground continuous wall, manufacturing a guide wall, adopting a total station instrument for lofting, and considering construction errors and maintenance structure convergence in a foundation pit excavation stage; the guide wall adopts an integral reinforced concrete structure, reinforcing steel bars are installed and bound, and templates are installed and reinforced; symmetrically pouring guide walls by using an automobile pump, and detaching a rear mould when the strength of the guide walls reaches 70%;
s2, performing hydraulic grab bucket grooving by using a grooving machine, and detecting the depth of the groove section and the verticality of the wall surface of the groove section;
s3, constructing a steel reinforcement cage and a locking notch pipe, and sequentially processing the steel reinforcement cage according to a bottom rib, an acoustic pipe, a truss rib, a reserved connector, a grouting pipe, an inclinometer pipe, a gluten and a protective layer cushion block;
s4, constructing a ground wall, wherein concrete is poured by adopting a conduit method, and the conduits are connected by screw threads and sealed by annular rubber pads;
and S5, jacking and pulling the fore shaft pipe, and calculating the allowable jacking height of the fore shaft pipe according to the on-site concrete pouring record table.
2. The underground diaphragm wall foundation pit construction method according to claim 1, characterized in that: in the step S1, the guide wall needs to be placed at a certain distance, and the break angle of the guide wall is lengthened by a certain distance to be made into a cross shape; and after the mould is removed, the batten is used for supporting, and backfilling is carried out in time.
3. The underground diaphragm wall foundation pit construction method as claimed in claim 2, wherein: and step S1, adopting bentonite to make slurry for backfilling.
4. The underground diaphragm wall foundation pit construction method according to claim 1, characterized in that: and step S2, a perpendicularity display instrument and an automatic deviation correcting device are arranged for the grooving machine.
5. The underground diaphragm wall foundation pit construction method according to claim 1, characterized in that: and step S3, two crawler cranes are adopted for hoisting the reinforcement cage, one main crane and one auxiliary crane are matched to complete hoisting.
6. The underground diaphragm wall foundation pit construction method according to claim 1, characterized in that: and after the lock catch in the S3 is hoisted in place, a pull-out device is installed.
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| CN202010026507.XA CN111236208A (en) | 2020-01-10 | 2020-01-10 | Underground diaphragm wall foundation pit construction method |
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| CN202010026507.XA CN111236208A (en) | 2020-01-10 | 2020-01-10 | Underground diaphragm wall foundation pit construction method |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112252301A (en) * | 2020-10-10 | 2021-01-22 | 无锡市市政设施建设工程有限公司 | Method for realizing underground continuous wall groove jumping construction based on BIM |
| CN114232602A (en) * | 2021-12-28 | 2022-03-25 | 上海远方基础工程有限公司 | Underground continuous pile construction process |
| CN114293537A (en) * | 2022-01-06 | 2022-04-08 | 杭州城投建设有限公司 | Construction method of underground continuous wall |
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Cited By (3)
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Application publication date: 20200605 |