CN106759269A - The construction method of diaphram wall in macrorelief scar stratum - Google Patents

The construction method of diaphram wall in macrorelief scar stratum Download PDF

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Publication number
CN106759269A
CN106759269A CN201710170488.6A CN201710170488A CN106759269A CN 106759269 A CN106759269 A CN 106759269A CN 201710170488 A CN201710170488 A CN 201710170488A CN 106759269 A CN106759269 A CN 106759269A
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CN
China
Prior art keywords
scar
diaphram
groove
depth
construction
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Pending
Application number
CN201710170488.6A
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Chinese (zh)
Inventor
王宝
王孟林
廖国才
乔春江
刘晓慧
郝长生
易领兵
宋欣
曹鹏
焦苍
唐可
喻天金
岑道勇
奚正巧
李政
喻泠潇
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CCCC Railway Consultants Group Co Ltd
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CCCC Railway Consultants Group Co Ltd
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Publication date
Application filed by CCCC Railway Consultants Group Co Ltd filed Critical CCCC Railway Consultants Group Co Ltd
Priority to CN201710170488.6A priority Critical patent/CN106759269A/en
Publication of CN106759269A publication Critical patent/CN106759269A/en
Pending legal-status Critical Current

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Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/20Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ

Abstract

The construction method of diaphram wall in macrorelief scar stratum, effectively to reduce bottom land broken rock workload, shorten the ground-connecting-wall trenching construction duration, reduce engineering cost, flabbily there is the risk of " necking down, collapse hole " because the stand-by period is long in interval to reduce top, avoid the water-stop curtain weak link that a large amount of sediments are caused, it is ensured that construction of diaphragm wall quality and safety.Comprise the following steps:By the accurate position of diaphram wall, three advance boreholes are spaced in the width range of every width diaphram wall, the hole termination depth for being drilled into scar according to it differentiates that bottom land scar trend and distribution situation accurately judge geology scar situation;Socket length to each groove section is controlled, and classification determines each width continuous underground wall structure form, whole groove type and corresponding absolute altitude;Grooving and clear groove;The steel reinforcement cage being adapted is made by each width diaphram wall scar end groove type and corresponding absolute altitude;Lifting reinforcing bar cage hoisting is entered in corresponding groove section;Cast concrete forms diaphram wall.

Description

The construction method of diaphram wall in macrorelief scar stratum
Technical field
The present invention relates to Construction Technique of Underground Works, diaphram wall applies in more particularly to a kind of macrorelief scar stratum Work method.
Background technology
With the development of society, city ground soil day is becoming tight, and underground space producing level increasingly increases, and deep basal pit is healed Come the more, safety requirements more and more higher, for the requirement also more and more higher of deep footing groove enclosing structure reliability, diaphram wall tool Have the advantages that intensity is high, rigidity big, barrier performance and good integrity, it is therefore extensive as a kind of conventional building enclosure form With in generally applying to the engineerings such as rail traffic station deep basal pit.
Diaphram wall is at home and abroad widely used in foundation pit construction, but under some special geological conditions, need to be set Meter lowering heartn type water-stop curtain, underground continuous wall bottom need to be embedded in micro- weathered rock formation, and geological structure causes micro- weathered rock formation scar to rise The volt gradient is larger, gentle breeze rock strength is high, and impact drill grooving is used in micro- weathered rock formation, if groove section bottom flushes, rock stratum Section is relatively long, and broken rock workload is larger, and existing construction equipment, the construction period is more long, and top soft stratum groove section easily contracts Neck, collapse hole, while grooving forms substantial amounts of rock slag to be difficult to clear out outside groove, belong to weak ring for lowering heartn type water-stop curtain Section, easily causes after excavation of foundation pit and water burst occurs, gush the adverse consequences such as sand.
The content of the invention
The technical problems to be solved by the invention are to provide a kind of construction party of diaphram wall in macrorelief scar stratum Method, on the basis of ground-connecting-wall socket length design requirement is met, effectively reduces bottom land broken rock workload, shortens ground-connecting-wall grooving and applies The work duration, engineering cost is reduced, flabbily interval occurs the risk of " necking down, collapse hole " because the stand-by period is long to reduce top, Avoid the water-stop curtain weak link that a large amount of sediments are caused, it is ensured that construction of diaphragm wall quality and safety.
The technical solution adopted for the present invention to solve the technical problems is as follows:
The construction method of diaphram wall, comprises the following steps in macrorelief scar stratum of the invention:
1. the accurate position of diaphram wall is pressed, it is advanced to be spaced the first geology in the width range of every width diaphram wall Drilling, the second geology advance borehole and the 3rd geology advance borehole, the first hole termination depth that scar is drilled into according to it, the second whole hole Depth and the 3rd hole termination depth differentiate that bottom land scar trend and distribution situation accurately judge geology scar situation;
2. the socket length to each groove section is controlled, and classification determines each width continuous underground wall structure form, whole groove type And corresponding absolute altitude;
3. grooving and clear groove, the scarfing cinder during chute forming machine grooving, routinely positive and negative round-robin method or auxiliary crab drag for slag;
4. the steel reinforcement cage being adapted is made by each width diaphram wall scar end groove type and corresponding absolute altitude;
5. lifting reinforcing bar cage hoisting is entered in corresponding groove section;
6. cast concrete forms diaphram wall.
The beneficial effects of the invention are as follows, it is accurate to judge bottom land scar trend and distribution situation according to geotechnical boring, and classify Determine each width continuous underground wall structure form, the type of scar end groove and corresponding absolute altitude, the socket length to each groove section is carried out Control, using difference absolute altitude point step end groove, on the basis of ground-connecting-wall socket length design requirement is met, effectively reduces broken rock work Measure, shorten the ground-connecting-wall trenching construction duration, reduce engineering cost, flabbily interval is sent out because the stand-by period is long to reduce top The risk of raw " necking down, collapse hole ", it is ensured that construction of diaphragm wall quality and safety.
The present invention efficiently solves many of the current appearance during construction of diaphragm wall in macrorelief scar stratum Technical barrier.
Brief description of the drawings
This specification includes following width accompanying drawing:
Fig. 1 be diaphram wall in macrorelief scar stratum of the present invention construction method in mountain peak shape scar end groove signal Figure;
Fig. 2 be diaphram wall in macrorelief scar stratum of the present invention construction method in single sided taper become ramp shaped scar end The schematic diagram of groove;
Fig. 3 be diaphram wall in macrorelief scar stratum of the present invention construction method in mountain valley shape scar end groove signal Figure;
Fig. 4 be diaphram wall in macrorelief scar stratum of the present invention construction method in for mountain peak shape scar and unilateral Incline the elevation of the steel reinforcement cage for becoming ramp shaped scar;
Fig. 5 be diaphram wall in macrorelief scar stratum of the present invention construction method in for mountain valley shape scar steel reinforcement cage Elevation;
Fig. 6 be diaphram wall in macrorelief scar stratum of the present invention construction method in steel reinforcement cage drawing in side sectional elevation;
Fig. 7 is that continuous wall concrete in the construction method of diaphram wall in macrorelief scar stratum of the present invention is poured and shown It is intended to.
Mark and corresponding title in figure:Diaphram wall breadth B, ground D, rock line K, the first geology advance borehole Z1, the second geology advance borehole Z2, the 3rd geology advance borehole Z3, the first hole termination depth H1, the second hole termination depth H2, the 3rd are eventually Hole depth H3, scar end groove 10, steel reinforcement cage 20, the first built-in slip casting pipe 21, the second built-in slip casting pipe 22, the first conduit 24, the Two conduits 25.
Specific embodiment
The present invention is further described with reference to the accompanying drawings and examples.
Reference picture 1, the construction method of diaphram wall, comprises the following steps in macrorelief scar stratum of the invention:
1. the accurate position of diaphram wall is pressed, it is advanced to be spaced the first geology in the width range of every width diaphram wall Drilling Z1, the second geology advance borehole Z2 and the 3rd geology advance borehole Z3, the first hole termination depth H1 that scar is drilled into according to it, Second hole termination depth H2 and the 3rd hole termination depth H3 differentiates that bottom land scar trend and distribution situation accurately judge geology scar situation;
2. the socket length to each groove section is controlled, and classification determines each width continuous underground wall structure form, whole groove type And corresponding absolute altitude;
3. grooving and clear groove, the scarfing cinder during chute forming machine grooving, routinely positive and negative round-robin method or auxiliary crab drag for slag;
4. the steel reinforcement cage 20 being adapted is made by each width diaphram wall scar end type of groove 10 and corresponding absolute altitude;
5. lifting steel reinforcement cage 20 is lifted into corresponding groove section;
6. cast concrete forms diaphram wall.
The present invention is accurate to judge that bottom land scar trend and distribution situation determine scar situation according to geotechnical boring, and classifies Determine the type and corresponding absolute altitude of each width diaphram wall scar end groove 10, the socket length to each groove section is controlled, profit With difference absolute altitude point step end groove, on the basis of ground-connecting-wall socket length design requirement is met, bottom land broken rock workload is reduced, Shorten the ground-connecting-wall trenching construction duration, reduce engineering cost, reduce top flabbily interval because the stand-by period is long There is the risk of " necking down, collapse hole ", it is ensured that construction of diaphragm wall quality and safety, efficiently solve at present in macrorelief rock The many technical barriers occurred during construction of diaphragm wall in the stratum of face.
Referring to figs. 1 to Fig. 3, it is generally the case that the first geology advance borehole Z1, the second geology advance borehole Z2 and Three geology advance borehole Z3 are laid by 1/2 diaphram wall breadth B of interval, and shade female part is the embedding rock of diaphram wall in figure Part.
The step 1. with step 2. in, scar situation, the type of each width diaphram wall scar end groove 10 and corresponding The determination mode of absolute altitude is as follows:
Reference picture 1, if if the first hole termination depth H1 is more than the 3rd hole termination depth H3, the 3rd hole termination depth H3 is more than second Hole termination depth H2, then the groove section in scar be in mountain peak shape, the width diaphram wall scar end groove 10 type be defined as it is step-like, Its absolute altitude is the first hole termination depth H1 and the 3rd hole termination depth H3;
Reference picture 2, if the first hole termination depth H1 is more than the second hole termination depth H2, the second hole termination depth H2 more than the 3rd eventually Hole depth H3, then scar becomes ramp shaped in single sided taper in groove section, and the type of width diaphram wall scar end groove 10 is defined as Step-like, its absolute altitude is the first hole termination depth H1 and the second hole termination depth H2.
Ramp shaped scar is become to mountain peak shape scar and single sided taper, can be according to the two of half range wall advance boreholes scar marks Height, takes low person for standard carries out socket length control.Two half range walls (2/B+2/B) merge into a groove section on the whole, its Two absolute altitudes of bottom land, form a step.Every grade of whole hole principle of step is according to minimum in corresponding two advance boreholes Scar carries out whole hole, and the rock engineering time is rushed to reduce.
Reference picture 3, if the second hole termination depth H2 is more than the first hole termination depth H1 and the 3rd hole termination depth H3, groove section Interior scar is in mountain valley shape, and the type of width diaphram wall scar end groove 10 is defined as flat shape, and its absolute altitude is the second whole hole depth Degree H2.To mountain valley shape scar, because most deep hole is in centre, the grooving to its both sides plays control action, by most deep scar, most end form Into flat shape groove section, build-in requirement control is met.
Reference picture 4, Fig. 5 and Fig. 6, are made by each width diaphram wall scar end type of groove 10 and corresponding absolute altitude and are adapted Steel reinforcement cage 20, the step-like and flat class of shape two is arranged at the bottom of steel reinforcement cage 20.In the left side half range of steel reinforcement cage 20, right side half range respectively The first built-in slip casting pipe 21, the second built-in slip casting pipe 22 are fixed with, under the first built-in slip casting pipe 21, the second built-in slip casting pipe 22 Port extends to the left side half range of nearly steel reinforcement cage 20, the bottom of right side half range.
Reference picture 7, the step 6. in, in being respectively arranged in the left side half range of steel reinforcement cage 20, right side half range, cast is mixed Coagulate the first conduit 24, second conduit 25 of soil.The requirement of concrete cast is as follows:
1st, according to the difference absolute altitude point step situation of groove section bottom surface, the first conduit 24, the length of the second conduit 25 are calculated, its Lower port is apart from bottom land 30cm~50cm;
2nd, concrete at deeper step is poured into a mould in advance, and after being poured into same plane through actual measurement, another conduit starts synchronization Cast concrete.
It is of the invention compared with the construction method of diaphram wall current at present with following features:
1st, geology landform is accurately verified in advance borehole, and segmentation is determined into rock amount, reduces hard rock excavation project amount, is reduced Repeatedly repair hole, card hammer equivalent risk;
2nd, reduce and rush the influence that rock is shaken to scar with overlying strata for a long time;Reduce and made because of the excessive cycle constructed Into top soft stratum there is the risk of " necking down, collapse hole ";
3rd, ensure that grooving perpendicularity.By existing construction equipment, impact drill grooving is generally used in micro- weathered rock formation, by Block stamp unbalance stress is caused in macrorelief oblique rock surface, causes grooving perpendicularity to be difficult to control to, inclined hole will certainly be often occurred and show As, occur after the phenomenon according to a conventional method for backfill slabstone to inclined hole at, repeat punching, so repeatedly, necessarily cause the duration big To increase, while grooving forms substantial amounts of rock slag to be difficult to clear out outside groove.But the present invention is using difference absolute altitude point step end groove skill Art can significantly less broken rock workload, reduce rock slag, improve work efficiency.
4th, the grooving duration is substantially reduced.With thick 800mm, standard wall breadth 5m, groove section depth about 25m diaphram wall As a example by, traditional each punching of flat continuous wall trench underground enters average (24 hours) 0.6m daily of rock, such as one groove section pilot hole Depth differs 5m, such as by minimum pilot hole end hole, that is, have half groove section enter rock 5m could whole hole, totally 3 punchings, take 3 altogether × 5/0.6=25 days;And the present invention reduces the time into rock due to reducing a micro- decomposed rock for step, each groove is estimated Duan Pingjun enters rock 1m, and 1 × 5/0.6=9 days, each groove section reduced 25-9=16 days.
5th, compared to flat diaphram wall, a large amount of reinforcing bars and concrete are also a saving, has saved cost.
The applicant successfully by the construction method of diaphram wall in macrorelief scar stratum of the present invention apply to Guangdong, In the ground such as Hubei track traffic construction, by geotechnical boring accurately detecting field geology landform, rock depth is entered design requirement is met On the premise of degree, bottom land broken rock workload is reduced, effectively shorten the grooving duration, under the conditions of reducing top soft stratum " necking down, collapse hole " risk, reduces engineering construction cost, achieves good technical economic benefit.
The above is to explain through diagrams one of the construction method of diaphram wall in macrorelief scar stratum of the present invention A little principles, be not intended to by the present invention be confined to shown in and described concrete structure and the scope of application in, therefore every be possible to The corresponding modification being utilized and equivalent, belong to apllied the scope of the claims of the invention.

Claims (7)

1. in macrorelief scar stratum diaphram wall construction method, comprise the following steps:
1. the accurate position of diaphram wall is pressed, the first geology advance borehole is spaced in the width range of every width diaphram wall (Z1), the second geology advance borehole (Z2) and the 3rd geology advance borehole (Z3), the first hole termination depth of scar is drilled into according to it (H1), the second hole termination depth (H2) and the 3rd hole termination depth (H3) accurately judge geology scar situation;
2. the socket length to each groove section is controlled, and classification determines each width continuous underground wall structure form, whole groove type and phase The absolute altitude answered;
3. grooving and clear groove, the scarfing cinder during chute forming machine grooving, routinely positive and negative round-robin method or auxiliary crab drag for slag;
4. the steel reinforcement cage (20) being adapted is made by each width diaphram wall scar end groove (10) type and corresponding absolute altitude;
5. lifting steel reinforcement cage (20) is lifted into corresponding groove section;
6. cast concrete forms diaphram wall.
2. in macrorelief scar stratum as claimed in claim 1 diaphram wall construction method, it is characterized in that:First ground Matter advance borehole (Z1), the second geology advance borehole (Z2) and the 3rd geology advance borehole (Z3) are by 1/2 diaphram wall of interval Breadth (B) is laid.
3. in macrorelief scar stratum as claimed in claim 2 diaphram wall construction method, it is characterized in that:The step is 1. With step 2. in, the first hole termination depth (H1) is more than the 3rd hole termination depth (H3), and the 3rd hole termination depth (H3) is more than the second whole hole Depth (H2), then the groove section in scar be in mountain peak shape, the width diaphram wall scar end groove (10) type be defined as it is step-like, Its absolute altitude is the first hole termination depth (H1) and the 3rd hole termination depth (H3).
4. in macrorelief scar stratum as claimed in claim 2 diaphram wall construction method, it is characterized in that:The step is 1. With step 2. in, the first hole termination depth (H1) is more than the second hole termination depth (H2), and the second hole termination depth (H2) is more than the 3rd whole hole Depth (H3), then scar becomes ramp shaped in single sided taper in groove section, and the type of width diaphram wall scar end groove (10) determines For step-like, its absolute altitude is the first hole termination depth (H1) and the second hole termination depth (H2).
5. in macrorelief scar stratum as claimed in claim 2 diaphram wall construction method, it is characterized in that:The step is 1. With step 2. in, the second hole termination depth (H2) is more than the first hole termination depth (H1) and the 3rd hole termination depth (H3), then groove section is interior Scar is in mountain valley shape, and the type of width diaphram wall scar end groove (10) is defined as flat shape, and its absolute altitude is the second whole hole depth Degree (H2).
6. in the macrorelief scar stratum as described in claim 3,4 or 5 diaphram wall construction method, it is characterized in that:It is described Step 4. in, steel reinforcement cage (20) left side half range, be respectively fixed with the first built-in slip casting pipe (21), the second pre-buried note in the half range of right side Slurry pipe (22), the first built-in slip casting pipe (21), the lower port of the second built-in slip casting pipe (22) extend to nearly steel reinforcement cage (20) left side The bottom of half range, right side half range.
7. in the macrorelief scar stratum as described in claim 3,4 or 5 diaphram wall construction method, it is characterized in that:It is described Step 6. in, in steel reinforcement cage (20) left side half range, be respectively arranged in the half range of right side to pour into a mould first conduit (24) of concrete, Second conduit (25).
CN201710170488.6A 2017-03-21 2017-03-21 The construction method of diaphram wall in macrorelief scar stratum Pending CN106759269A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107806100A (en) * 2017-10-12 2018-03-16 中铁大桥局集团有限公司 The inc continuous underground wall structure of base plane

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH10204872A (en) * 1997-01-20 1998-08-04 Taisei Corp Construction method of continuous underground 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

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH10204872A (en) * 1997-01-20 1998-08-04 Taisei Corp Construction method of continuous underground 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

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
蒋学文等: ""石灰岩地区地下连续墙施工技术研究"", 《建筑施工》 *

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107806100A (en) * 2017-10-12 2018-03-16 中铁大桥局集团有限公司 The inc continuous underground wall structure of base plane
CN107806100B (en) * 2017-10-12 2019-12-10 中铁大桥局集团有限公司 Underground continuous wall structure with unclosed bottom plane

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Application publication date: 20170531