CN106759269A - The construction method of diaphram wall in macrorelief scar stratum - Google Patents
The construction method of diaphram wall in macrorelief scar stratum Download PDFInfo
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- 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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- 231100000241 scar Toxicity 0.000 title claims abstract description 74
- 238000010276 construction Methods 0.000 title claims abstract description 39
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 18
- 230000002787 reinforcement Effects 0.000 claims abstract description 18
- 239000010959 steel Substances 0.000 claims abstract description 18
- 238000007569 slipcasting Methods 0.000 claims description 9
- 239000002893 slag Substances 0.000 claims description 6
- 239000003818 cinder Substances 0.000 claims description 3
- 238000007616 round robin method Methods 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims 1
- 239000011435 rock Substances 0.000 abstract description 30
- 230000003014 reinforcing effect Effects 0.000 abstract description 3
- 239000013049 sediment Substances 0.000 abstract description 2
- 230000015572 biosynthetic process Effects 0.000 description 4
- 238000013461 design Methods 0.000 description 4
- 230000004888 barrier function Effects 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 238000004080 punching Methods 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 230000008901 benefit Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002789 length control Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
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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
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
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
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).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710170488.6A CN106759269A (en) | 2017-03-21 | 2017-03-21 | The construction method of diaphram wall in macrorelief scar stratum |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710170488.6A CN106759269A (en) | 2017-03-21 | 2017-03-21 | The construction method of diaphram wall in macrorelief scar stratum |
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Cited By (4)
| 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 |
| CN110206036A (en) * | 2019-04-30 | 2019-09-06 | 杭州市市政工程集团有限公司 | Shallow construction of diaphragm wall technique after a kind of elder generation's depth |
| CN110889557A (en) * | 2019-11-29 | 2020-03-17 | 上海建工四建集团有限公司 | Rock face elevation prediction calculation method |
| CN114622545A (en) * | 2022-03-10 | 2022-06-14 | 中交第二航务工程局有限公司 | Closed-width underground continuous wall reinforcement cage matching manufacturing method |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10204872A (en) * | 1997-01-20 | 1998-08-04 | Taisei Corp | How to build a 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 |
-
2017
- 2017-03-21 CN CN201710170488.6A patent/CN106759269A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10204872A (en) * | 1997-01-20 | 1998-08-04 | Taisei Corp | How to build a 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)
| 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 (7)
| 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 |
| CN110206036A (en) * | 2019-04-30 | 2019-09-06 | 杭州市市政工程集团有限公司 | Shallow construction of diaphragm wall technique after a kind of elder generation's depth |
| CN110206036B (en) * | 2019-04-30 | 2024-01-23 | 杭州市市政工程集团有限公司 | Underground diaphragm wall construction technology with depth first and depth later |
| CN110889557A (en) * | 2019-11-29 | 2020-03-17 | 上海建工四建集团有限公司 | Rock face elevation prediction calculation method |
| CN110889557B (en) * | 2019-11-29 | 2023-12-26 | 上海建工四建集团有限公司 | Rock surface elevation prediction calculation method |
| CN114622545A (en) * | 2022-03-10 | 2022-06-14 | 中交第二航务工程局有限公司 | Closed-width underground continuous wall reinforcement cage matching manufacturing method |
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Application publication date: 20170531 |