CN103741713A - Method of constructing underground diaphragm wall by cement deep mixing - Google Patents
Method of constructing underground diaphragm wall by cement deep mixing Download PDFInfo
- Publication number
- CN103741713A CN103741713A CN201410036192.1A CN201410036192A CN103741713A CN 103741713 A CN103741713 A CN 103741713A CN 201410036192 A CN201410036192 A CN 201410036192A CN 103741713 A CN103741713 A CN 103741713A
- Authority
- CN
- China
- Prior art keywords
- wall
- construction method
- mixing
- construction
- cement
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a method of constructing an underground diaphragm wall by cement deep mixing. The method includes: clearing a site and preparing materials; setting out and performing high jointing; mounting and regulating; trenching and laying plates; moving a machine and positioning; grouting, advancing and mixing; performing rotation mixing and lifting; forming a wall and removing the machine. The method has the advantages that the method is advanced; the wall has good continuity, integrity and impermeability; cement mixing volume in the depth direction meets the design requirements, mixing is even with compactness, and the wall is high in quality; the wall formed has high depth and small wall thickness; the use of split independent drive requires low energy consumption; stability is good and vertical accuracy is high; inner and outer drill pipes are good in concentricity and tightness; the structure is compact and fast and convenient to remove; strength is high and bearing capacity is high; work efficiency is high and manufacturing cost is low; the quality is good and environmental influence is low.
Description
Technical field
The present invention relates to a kind of dark stirring concrete earth construction method for diaphragm walls, belong to technical field of building construction.
Background technology
In recent years, China's Urbanization Construction fast development, the highrise building in each city constantly occurs like the mushrooms after rain, as everyone knows, alternate with above-mentioned great soil group to loam, sandy loam, silt loam, sand, silt, calculous soil, clay or mix and be not more than in the construction of ovum (broken) stone soil layer of 10 ㎝ containing particle diameter, the diaphragm wall body of wall of construction also exists that continuity is poor, globality is not enough and the problem such as anti-permeability performance is poor.
Summary of the invention
The object of the invention is to solve construction of diaphragm wall existing problem in soil in current building operations, provide a kind of dark stirring concrete earth construction method for diaphragm walls to solve the problems referred to above.
To achieve these goals, technical scheme of the present invention is as follows:
A kind of dark stirring concrete earth construction method for diaphragm walls, it comprises the steps:
A) clear out a gathering place and get the raw materials ready;
B) setting-out connects height;
C) Installation and Debugging;
D) trench digging bed board;
E) telephone-moving location;
F) slip casting driving stirs;
G) revolution is stirred and is promoted;
H) become wall telephone-moving;
As a kind of preferred version, also comprise step I) installation core.
As a kind of preferred version, steps A) comprise following operation: smooth compacting construction plant, remove the underground obstacle in ground, the scope of operation is not less than 7m.
As a kind of preferred version, step B) comprise following operation: by designing requirement, reserve wall construction axis, every 50m lays a high process control stake, and makes distinguishing mark.
As a kind of preferred version, step C) comprise following operation: support moving machine and main frame in place; Set up pile frame; Slurrying, slip casting and gas equipment processed are installed; Connect water route, circuit and gas circuit; Running test run.
As a kind of preferred version, step D) comprise following operation: excavation cross section is that the storage of dark 1m, wide 1.2m stays ditch to store and overfall supply with the remaining slurry solving in drilling process, the leading main frame scope of operation of length 10m, lays box steel plate, the pressure with balanced main frame to ground and fixing core.
As further preferred version, steps A) operation in, when earth's surface, cross when soft, should take to prevent the measure of mechanical unstability, prepare enough cement amount and Admixture.
Beneficial effect of the present invention is mainly reflected in: method advanced person; Body of wall continuity, globality, impervious good; Cement mixed weight along the degree of depth reach designing requirement and stir, closely knit, wall quality is high; The one-tenth wall degree of depth is large, wall thickness; Split drive, energy consumption are low; Good stability, vertical precision is high; Inside and outside drilling rod concentricity, high leakproofness are good; Compact conformation, change places efficient and convenient; Intensity is high, bearing capacity is strong; Work efficiency is high, cost is low; The good ambient influnence of quality is little etc.
Accompanying drawing explanation
Fig. 1 is the flow chart of method of the present invention.
The specific embodiment
Referring to accompanying drawing 1,
One, the smooth compacting construction plant of getting the raw materials ready of clearing out a gathering place, removes the underground obstacle in ground, and the scope of operation is not less than 7m, when earth's surface, crosses when soft, should take to prevent the measure of mechanical unstability.Prepare enough cement amount and Admixture.
Two, measure unwrapping wire and reserve wall construction axis by designing requirement, every 50m lays a high process control stake, and makes distinguishing mark.
Three, Installation and Debugging support moving machine and main frame are in place; Set up pile frame; Slurrying, slip casting and gas equipment processed are installed; Connect water route, circuit and gas circuit; Running test run.
Four, trench digging bed board excavation cross section is that the storage of dark 1m, wide 1.2m stays ditch to store and overfall supply with the remaining slurry solving in drilling process, and the leading main frame scope of operation of length 10m, lays box steel plate, the pressure with balanced main frame to ground and fixing core.
Five, measure core height and be coated with anti-friction agent according to the needs that arrange, by designing requirement, measure the height of core and before installation, coat in advance anti-friction agent (release agent, interleaving agent).
Six, determine that core installation site indicates scale on the guide rail of laying, with the fixing core of shaped steel locator position.
Excavate specification and make wall mode
Excavate specification, shape in Table 1-1.
Table 1-1 excavates specification table
Make wall coil reason
Drill bit is located 3(5) axle drill bit of drilling machine is positioned on body of wall center line and every width graticule.Deviation Control is in ± 5cm.
Vertical precision adopts transit to do the initial zero calibration of three supporting-point pile frame verticality, and the verticality of following the tracks of adjustment drilling tool with vertical angle instrument is in ± 3 ‰.
Excavation depth control excavation depth is projected depth ± 0.2m.For grasping in detail stratum proterties and body of wall bottom line elevation, should lay a pilot hole along body of wall axis interval 50m, the serious position of geological conditions gradual change, local location, should suitably encrypt and creep into guide hole, get core and carry out identification and analysis, and description provides log sheet guiding construction.
Excavating mixing speed starts driving and stirs TDBMS(T) W main frame, and drill bit and the base soil that slowly declines contacts, and starts respectively inside and outside drilling rod, and adjustment rotating speed is respectively 50r/min and 70r/min, requires in accordance with regulations slip casting, and generally controlling speed is 0.5～1.0m/min.After this reversion promotes drilling rod at a slow speed, and hoisting velocity should be too not fast, is generally 1.0～1.5m/min; To avoid forming negative pressure of vacuum, hole wall collapses, and causes body of wall space.
Slurries prepared by slip casting cement slurry preparing barrel are put into slurry storing tank, through the slurry storing tank that send stock pump and pipeline to send into locomotive afterbody, then deliver to by the road mining head by grouting pump.General control pressure is 2～4MPa left and right; The size of grouting amount is taken into account flow quantity recorder monitoring by the stepless electrical machinery governor and the automatic instantaneous velocity that are contained in operating room; Generally according to boring penetration rate and digging amount, in 80～140L/min, adjust.In tunneling process, once grouting is complete in accordance with regulations.If there is the phenomenons such as plugging, disconnected slurry midway, termination of pumping immediately, searches reason to place under repair, and pending fault is driving stirring again after getting rid of.When shutdown exceedes half an hour for some reason, the reply pump housing and grout pipe line properly clean.
Become wall thickness for guaranteeing into wall thickness, should, according to mining head gear piece abrasion condition periodic measurement gear piece external diameter, when wearing and tearing reach 2cm, must repair it.
The body of wall uniformity, for guaranteeing wall quality, should strictly be controlled the slip casting uniformity in tunneling process and by gas liter, be raised the fluidized state of displacement body of wall mixture.
The connection that body of wall is socketed body of wall between every width is a procedure of impervious cement-earth wall construction most critical, must guarantee fully socket.When construction, strictly control stake position and make sign, to reach body of wall entirety, working continuously.
Cement mixed ratio cement mixed ratio is depending on project situation, is generally 12～20% or by designing requirement.
Water/binder ratio general control is in 1.0～1.5 left and right; Or through testing, determine layering water/binder ratio according to strata condition.
Slurries preparation slurries can not be emanated, and cement grout is strictly made by predetermined match ratio, by the quality of hydrometer or other detection gimmick control slurries.For preventing slurries segregation, before blowing, must stir 30s and pour again slurry storage bucket into; The content of size performance test is: proportion, viscosity, stability, initial set, final setting time.The physical property test of solidifying body is: resistance to compression, rupture strength.On-the-spot Quality Inspector carries out proportion check to cement grout, and the supervision slurries quality resting period, cement grout is used while allocating, and the cement grout in mixer and hopper should constantly stir.Construction cement grout strictly filters, and between mortar mixer and aggregate bin, screen pack is set.Meet the following requirements the effective time that slurries are deposited: 1), when temperature is below 10 ℃, should not exceed 5h.2) when temperature is more than 10 ℃, should not exceed 3h.3) slurry temperature should be controlled in 5 °～40 ℃, exceeds regulation and should give discarded.The slurries resting period exceedes the effective time of above regulation, and the slurry that cancels is processed.
Special circumstances are processed when meeting during compared with ratchel or underground structure, with artificial, mechanical means removing or take high pressure jet grouting to structure periphery and up and down stratum seal processing.When engineering time interval between two width long and can not fully be socketed time, must occur construction joint.Be close to any side of original construction axis and become continuously wall, discontinuous slip casting for place between the old and new's body of wall, high spray or employing additive method overlap.
Construction note is filled in site operation record in time with requirement, and once slurry specific gravity, sinking time, stock volume, supply gas pressure, verticality and the pile position deviation etc. in this period are recorded in every driving 1 width position.
There is the management of mud amount when promoting drilling tool from basal plane 1～2m, by putting to be stored in to store up, stay the cement-soil mixture in ditch to lead back, to fill up the deficiency of wall material.If while still having unnecessary mixture, stack the stiff rear outer appointed place that is transported to of thing to be mixed.
5.2.4 core at right angle setting
In order to ensure precision, the insertion of core must be accurately, vertically, and its verticality application is observed, controlled through big instrument, and insertion depth is by absolute altitude control, and insertion position is determined by graticule on guide rail.
(1) H shaped steel hang lifting before apart from 0.07m place, shaped steel top, opening a centre bore, aperture is about 4cm, installs suspender and stay hook, then lift by crane, during lifting, shaped steel must keep verticality.
(2) H shaped steel is positioned on the shaped steel of groove location shaped steel positioning clamp is fixed, and locator card is necessary firmly, level, then shaped steel bottom centre is aligned and along locator card, slowly vertically inserts in cement-earth underground continuous wall the transit control of its verticality.When being inserted into projected depth under section bar, hang up properly location hook.
(3) moulding of H shaped steel is after cement-earth underground continuous wall reaches certain firm time, will hang muscle and groove locator card is removed.
(4) core be recovered as saving construction costs, steel core should be extracted recovery as far as possible.The pulling resistance of core is the isolation shearing resistance of material and the frictional resistance sum of core and isolation material.Conventionally adopt hydraulic jack or crane to extract.
The main machinery of table 1-2 construction
6.2.2 main checkout equipment and configuration (in Table 1-3)
The table main checkout equipment of 1-3 and configuration
The invention has the advantages that: 1, method advanced person: 5 or 3 two are slit into mutually to yi word pattern Boulez and form the continuous colonnade formula of single width body of wall to deeply stirring cement-soil single pile.
2, body of wall continuity, globality, impervious good: first double pipe bidirectional stirring pile of the root of the tail double pipe bidirectional stirring pile in the continuous body of wall of the 1st width and the 2nd width overlapped and form large body of wall continuously, by that analogy, finally form required diaphragm wall body.
3, cement mixed weight along the degree of depth reach designing requirement and stir, closely knit, wall quality is high: the crushing counter-rotating by outer drilling rod blade and interior concentric shafts forward blade while two are to stirring concrete earth, on blocking-up cement paste, emit approach, cement paste is controlled between two groups of blades, guarantee cement mixed weight along in the degree of depth, reach designing requirement and stir, closely knit, guaranteed quality of wall.Overcome the so-called cement grout floating occurring for a long time and caused body of wall top quality good, the phenomenon that lower mass is poor.
4, become that the wall degree of depth is large, wall thickness: adopting gas thread to add spline combination extension bar new technology can the disposable one-tenth wall degree of depth reach 30m; Minimum effective thickness is 0.15m.
5, split drive, energy consumption are low: drive 5(3) power source of root double pipe be separately positioned on the top of drilling rod and the end (in) portion, be independent separate body structure, strong interference immunity, starts that load is little, energy consumption is low.
6, good stability, vertical precision is high: because three supporting-point pile frames can be followed the tracks of correction; The end (in) portion's Power Drive Unit can, with the upper and lower slippage of shaft, reduce center of gravity; Concentric shafts direction of rotation is contrary each other, can, from steady balance, guarantee that drilling tool vertical precision is less than 3 ‰.
7, inside and outside drilling rod concentricity, high leakproofness are good: inner and outer pipes drilling rod is respectively and is threaded with drill bit, between inner and outer pipes drilling rod, adopt sliding bearing and pressurize hermetically-sealed construction, both guaranteed the concentricity of inner and outer pipes drilling rod, facilitated again the dismounting of inner and outer pipes bar and drill bit, improve work efficiency, extended the application life of drilling tool.
8, compact conformation, change places efficient and convenient: grouting pump, system, slurry system, slurry storing tank and power distribution cabinet are placed in and support moving machine afterbody, and combine together with it, make movable support machine change places conveniently, flexibly, quick.
9, intensity is high, bearing capacity is strong: can built-in shaped steel in the homogeneous body of wall of building due to 3 double pipes, and make carrying and impervious organically combination, thereby further improved bearing capacity and the sealing performance of body of wall.
10, work efficiency is high, cost is low: owing to being in-line entirety Boulez between many two-way stirring axles of the method, by " four stir two sprays " process reform that deeply stirs cement soil wall of routine, be " two stir a spray " technique.Mechanization degree is high; It is 100～200m that every machine-team becomes wall
2(70～120m
3); Operator is on average no more than 12(16) people; Can gather materials on the spot; Construction costs is low.As interim soil-baffling structure, built-in shaped steel recoverable, the method is than displacement method-can save cost 30%～50% as cast-in-place diaphragm wall; Reduction of erection time 50% left and right; Also can reduce excavation and the transportation of a large amount of cubic metre of earth and stone material.
11, the good ambient influnence of quality is little: adopt the management of quality-monitoring (control) system keeps track, can guarantee workmanship; Mud-less pollution, not disturbance periphery base soil, friction, noise be low, be beneficial to safety, civilized construction; Can press close to architecture construction, not affect surrounding enviroment.
Performance analysis: applying of TDBMSTW machine thin cutoff wall can significantly reduce engineering cost, the degree of depth in 15m by 120 yuan/m
2drop to 80 yuan/m
2, the degree of depth more than 15m from 200 yuan/m
2drop to 100 yuan/m
2, can greatly improve the security reliability of stabilization works; Can improve greatly, muchly the dyke seepage control anti-disaster ability in rivers canal storehouse, alleviate pressure of flood, improve security personnel's ability, to ensureing that people's life and property safety and socio-economic development will play a positive role, its social benefit is fairly obvious.
TDBMSW ground-connecting-wall (interpolation shaped steel), every m3 mixes cement in 340 about ㎏, compared with the soil blocking pile of same diameter, carrying, saves cost more than 25%, reclaims shaped steel measure if take, more cheap.And compared with the displacement method ground-connecting-wall of current routine, can reduce cost 30～50% left and right.
In sum, it is only preferred embodiment of the present invention, not be used for limiting scope of the invention process, all equalizations of doing according to the shape described in the claims in the present invention scope, structure, feature and spirit change and modify, and all should be included within the scope of claim of the present invention.
Claims (7)
1. a dark stirring concrete earth construction method for diaphragm walls, is characterized in that, comprises the steps:
A) clear out a gathering place and get the raw materials ready;
B) setting-out connects height;
C) Installation and Debugging;
D) trench digging bed board;
E) telephone-moving location;
F) slip casting driving stirs;
G) revolution is stirred and is promoted;
H) become wall telephone-moving.
2. construction method according to claim 1, is characterized in that, also comprises: step I) installation core.
3. construction method according to claim 1, is characterized in that, steps A) comprise following operation: smooth compacting construction plant, remove the underground obstacle in ground, the scope of operation is not less than 7m.
4. construction method according to claim 1, is characterized in that, step B) comprise following operation: by designing requirement, reserve wall construction axis, every 50m lays a high process control stake, and makes distinguishing mark.
5. construction method according to claim 1, is characterized in that, step C) comprise following operation: support moving machine and main frame in place; Set up pile frame; Slurrying, slip casting and gas equipment processed are installed; Connect water route, circuit and gas circuit; Running test run.
6. construction method according to claim 1, it is characterized in that, step D) comprise following operation: excavation cross section is that the storage of dark 1m, wide 1.2m stays ditch to store and overfall supply with the remaining slurry solving in drilling process, the leading main frame scope of operation of length 10m, lay box steel plate, the pressure with balanced main frame to ground and fixing core.
7. construction method according to claim 2, is characterized in that, steps A) operation in, when earth's surface, cross when soft, should take to prevent the measure of mechanical unstability, prepare enough cement amount and Admixture.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410036192.1A CN103741713A (en) | 2014-01-25 | 2014-01-25 | Method of constructing underground diaphragm wall by cement deep mixing |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410036192.1A CN103741713A (en) | 2014-01-25 | 2014-01-25 | Method of constructing underground diaphragm wall by cement deep mixing |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN103741713A true CN103741713A (en) | 2014-04-23 |
Family
ID=50498772
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410036192.1A Pending CN103741713A (en) | 2014-01-25 | 2014-01-25 | Method of constructing underground diaphragm wall by cement deep mixing |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103741713A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116043855A (en) * | 2023-03-31 | 2023-05-02 | 江苏鑫泰岩土科技有限公司 | Preparation method of vacuum preloading sealing wall |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05280043A (en) * | 1992-04-01 | 1993-10-26 | Hokushin Ind Inc | Method and device for excavation of continuous underground wall |
| CN101864765A (en) * | 2010-06-30 | 2010-10-20 | 东南大学 | Two-way stirring based SMW construction method and tri-axial stirring equipment |
| CN101892667A (en) * | 2010-07-23 | 2010-11-24 | 中国建筑第二工程局有限公司 | Foundation pit supporting device and construction method |
| CN102296630A (en) * | 2011-06-17 | 2011-12-28 | 北京中岩大地工程技术有限公司 | Construction method of long-screw high-pressure mix jetting cement diaphragm 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 |
-
2014
- 2014-01-25 CN CN201410036192.1A patent/CN103741713A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05280043A (en) * | 1992-04-01 | 1993-10-26 | Hokushin Ind Inc | Method and device for excavation 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 |
| CN101864765A (en) * | 2010-06-30 | 2010-10-20 | 东南大学 | Two-way stirring based SMW construction method and tri-axial stirring equipment |
| CN101892667A (en) * | 2010-07-23 | 2010-11-24 | 中国建筑第二工程局有限公司 | Foundation pit supporting device and construction method |
| CN102296630A (en) * | 2011-06-17 | 2011-12-28 | 北京中岩大地工程技术有限公司 | Construction method of long-screw high-pressure mix jetting cement diaphragm wall |
Non-Patent Citations (2)
| Title |
|---|
| 刘兆锋: "深搅水泥土防渗墙在堤防防渗工程中的应用", 《人民长江》, no. 06, 31 March 2009 (2009-03-31), pages 72 - 74 * |
| 刘禄祥等: "水泥土搅拌连续墙(SMW)施工法的尝试", 《工程机械与维修》, no. 11, 30 June 2005 (2005-06-30), pages 90 - 93 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116043855A (en) * | 2023-03-31 | 2023-05-02 | 江苏鑫泰岩土科技有限公司 | Preparation method of vacuum preloading sealing wall |
| CN116043855B (en) * | 2023-03-31 | 2023-08-29 | 江苏鑫泰岩土科技有限公司 | Preparation method of vacuum preloading sealing wall |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Chen et al. | Long rectangular box jacking project: a case study | |
| CN104631470B (en) | The large particle diameter sand gravel of high water level geology deep basal pit combination supporting construction method | |
| CN109372532A (en) | Jacking construction engineering method under multiplexed address environment | |
| CN1215276C (en) | Earth pressure balancing technology for laying rectangular top pipe | |
| CN104532821A (en) | Extra-large karst cave bottom treatment construction method | |
| CN106988302B (en) | A kind of high inclination-angle competent bed rotary digging pile driving construction engineering method | |
| CN203846485U (en) | Long pile percussion drill hole forming construction device | |
| CN107938656A (en) | Complexity rebuilds base pit engineering pile base construction method | |
| CN106122589B (en) | A kind of earth pressure balance method | |
| CN105951711A (en) | Enclosing construction method of underground continuous wall of seashore power station | |
| CN102454167A (en) | Construction method for large ultra-deep well | |
| CN104153352A (en) | Karst geology rotary-drilling bored concrete pile hole forming process | |
| CN101457853A (en) | Non-digging tube-pulling construction method | |
| CN108589699A (en) | A kind of interpolation H profile steel TRD walls and its construction method | |
| CN109371974A (en) | A kind of PHC tubular pole implantation construction method suitable for hard geology | |
| CN104455726A (en) | Pipe-jacking construction method for pipeline bottom grouting reinforcement | |
| CN103924585B (en) | The construction method of wind-powered electricity generation socketed pile | |
| CN105696550B (en) | A kind of three axes agitating pile construction method of additional reinforcement continuous wall trench underground | |
| CN103711492B (en) | A kind of jacking-type cable sleeve channel construction method | |
| CN104631475A (en) | Safe and fast construction method of down-traversing river shallow depth bored tunnel | |
| CN102635113A (en) | Construction method for hydraulic vibrating sinking pipe cast-in-place piles | |
| CN106088099A (en) | A kind of subway foundation pit anchor cable processing method | |
| CN104153371A (en) | Grouting-to-stop-water construction method of underwater rubble bed | |
| CN103015429A (en) | Long auger rotary-jet mixing steel reinforced cement-soil pile foundation pit water-resisting and supporting method | |
| CN104695458A (en) | Construction method of deep stirring and jet grouting compound pile waterproof curtain |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C12 | Rejection of a patent application after its publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20140423 |