CN109881696A - A kind of HPPG back cover construction method - Google Patents
A kind of HPPG back cover construction method Download PDFInfo
- Publication number
- CN109881696A CN109881696A CN201910100642.1A CN201910100642A CN109881696A CN 109881696 A CN109881696 A CN 109881696A CN 201910100642 A CN201910100642 A CN 201910100642A CN 109881696 A CN109881696 A CN 109881696A
- Authority
- CN
- China
- Prior art keywords
- back cover
- cover construction
- less
- slurry
- pressure
- 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.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 63
- 239000002002 slurry Substances 0.000 claims abstract description 80
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 56
- 239000004568 cement Substances 0.000 claims abstract description 39
- 239000002689 soil Substances 0.000 claims abstract description 26
- 238000013461 design Methods 0.000 claims abstract description 13
- 238000005507 spraying Methods 0.000 claims abstract description 13
- 238000009826 distribution Methods 0.000 claims abstract description 6
- 230000006835 compression Effects 0.000 claims abstract description 4
- 238000007906 compression Methods 0.000 claims abstract description 4
- 238000007569 slipcasting Methods 0.000 claims description 33
- 230000005484 gravity Effects 0.000 claims description 10
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 8
- 238000007789 sealing Methods 0.000 abstract description 8
- 238000000034 method Methods 0.000 description 42
- 238000005553 drilling Methods 0.000 description 25
- 239000000463 material Substances 0.000 description 25
- 206010060708 Induration Diseases 0.000 description 11
- 238000012360 testing method Methods 0.000 description 11
- 238000002156 mixing Methods 0.000 description 10
- 239000010410 layer Substances 0.000 description 9
- 238000001556 precipitation Methods 0.000 description 9
- 239000000654 additive Substances 0.000 description 8
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical class [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 8
- 230000000996 additive effect Effects 0.000 description 7
- 239000011440 grout Substances 0.000 description 7
- 239000007788 liquid Substances 0.000 description 7
- 235000019353 potassium silicate Nutrition 0.000 description 7
- 230000008569 process Effects 0.000 description 7
- 238000005516 engineering process Methods 0.000 description 6
- 239000012530 fluid Substances 0.000 description 6
- 239000003673 groundwater Substances 0.000 description 6
- 239000000126 substance Substances 0.000 description 6
- 230000004888 barrier function Effects 0.000 description 5
- 238000000151 deposition Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 5
- 238000002347 injection Methods 0.000 description 5
- 239000007924 injection Substances 0.000 description 5
- 238000007689 inspection Methods 0.000 description 5
- 239000004570 mortar (masonry) Substances 0.000 description 5
- 230000003014 reinforcing effect Effects 0.000 description 5
- 239000007921 spray Substances 0.000 description 5
- 238000003756 stirring Methods 0.000 description 5
- NBIIXXVUZAFLBC-UHFFFAOYSA-N Phosphoric acid Chemical compound OP(O)(O)=O NBIIXXVUZAFLBC-UHFFFAOYSA-N 0.000 description 4
- 239000011398 Portland cement Substances 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 4
- 239000004567 concrete Substances 0.000 description 4
- 238000005259 measurement Methods 0.000 description 4
- 239000011378 shotcrete Substances 0.000 description 4
- 239000007787 solid Substances 0.000 description 4
- 230000009977 dual effect Effects 0.000 description 3
- 238000001914 filtration Methods 0.000 description 3
- -1 methyl acrylic ester Chemical class 0.000 description 3
- 238000012545 processing Methods 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- 239000000758 substrate Substances 0.000 description 3
- QAOWNCQODCNURD-UHFFFAOYSA-N sulfuric acid group Chemical group S(O)(O)(=O)=O QAOWNCQODCNURD-UHFFFAOYSA-N 0.000 description 3
- 229920001131 Pulp (paper) Polymers 0.000 description 2
- 229910000147 aluminium phosphate Inorganic materials 0.000 description 2
- 230000008901 benefit Effects 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 230000006837 decompression Effects 0.000 description 2
- 238000001514 detection method Methods 0.000 description 2
- 238000010790 dilution Methods 0.000 description 2
- 239000012895 dilution Substances 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 239000013505 freshwater Substances 0.000 description 2
- 239000011521 glass Substances 0.000 description 2
- 230000013011 mating Effects 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 235000012149 noodles Nutrition 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 238000004537 pulping Methods 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 230000001360 synchronised effect Effects 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 1
- 235000017491 Bambusa tulda Nutrition 0.000 description 1
- 241001330002 Bambuseae Species 0.000 description 1
- 241000209202 Bromus secalinus Species 0.000 description 1
- 229920000742 Cotton Polymers 0.000 description 1
- 241000196324 Embryophyta Species 0.000 description 1
- 241001365789 Oenanthe crocata Species 0.000 description 1
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 239000002253 acid Substances 0.000 description 1
- 230000002378 acidificating effect Effects 0.000 description 1
- 150000003926 acrylamides Chemical class 0.000 description 1
- 150000001252 acrylic acid derivatives Chemical class 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 238000005054 agglomeration Methods 0.000 description 1
- 230000002776 aggregation Effects 0.000 description 1
- 239000000956 alloy Substances 0.000 description 1
- 229910045601 alloy Inorganic materials 0.000 description 1
- 239000011425 bamboo Substances 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 239000003034 coal gas Substances 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000009189 diving Effects 0.000 description 1
- 229920001971 elastomer Polymers 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000003822 epoxy resin Substances 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 238000004401 flow injection analysis Methods 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 239000007789 gas Substances 0.000 description 1
- 238000010438 heat treatment Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000002262 irrigation Effects 0.000 description 1
- 238000003973 irrigation Methods 0.000 description 1
- 229920005610 lignin Polymers 0.000 description 1
- 229920002521 macromolecule Polymers 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000008267 milk Substances 0.000 description 1
- 210000004080 milk Anatomy 0.000 description 1
- 235000013336 milk Nutrition 0.000 description 1
- 231100000252 nontoxic Toxicity 0.000 description 1
- 230000003000 nontoxic effect Effects 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000004033 plastic Substances 0.000 description 1
- 229920003023 plastic Polymers 0.000 description 1
- 229920000647 polyepoxide Polymers 0.000 description 1
- 229920002635 polyurethane Polymers 0.000 description 1
- 239000004814 polyurethane Substances 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000003908 quality control method Methods 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 210000002966 serum Anatomy 0.000 description 1
- 239000010865 sewage Substances 0.000 description 1
- 239000002356 single layer Substances 0.000 description 1
- 238000004513 sizing Methods 0.000 description 1
- 238000007582 slurry-cast process Methods 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- 239000008399 tap water Substances 0.000 description 1
- 235000020679 tap water Nutrition 0.000 description 1
- 230000001988 toxicity Effects 0.000 description 1
- 231100000419 toxicity Toxicity 0.000 description 1
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The present invention relates to a kind of HPPG back cover construction methods, including the following steps: a) according to the depth of design foundation pit, determines a deeper back cover construction depth；B) determine that induration design diameter D is not less than 600 millimeters at back cover construction depth；C) it determines arranged distribution of the induration in back cover construction depth plane, forms the substantially close-packed hexagonal being mutually twisted or quincunx array between each other；D) bottom is punched according to determining induration arranged distribution, until back cover construction depth；E) at back cover construction depth, using compressed air and high pressure water mud, layer carries out whirl spraying over the ground, forms the mixed soil slurry of the diameter cement slurry not less than D and soil slurry；F) it allows mixed soil slurry to be frozen into soil cement induration, is highly not less than 100 centimetres, compression strength is not less than 1.0MPa.As long as induration can reach the arrangement, size and intensity, it can achieve the effect that back cover sealing is anti-and gush.
Description
Technical field
The present invention relates to the methods for being needed to carry out bottom-working surface reinforcing and patching by influence on groundwater.
Background technique
During underground engineering construction, such as: bright, tunneling foundation pit, tunnel, in order to control underground water, suspended cutoff+
Drawing water in hole (hole) is a kind of current effective method.It when conditions permit, can be significant relative to lowering heartn type curtain
Reduction project cost.But in some cases, since bottom-working surface is dealt with improperly, under the influence of underground water, can cause
A series of engineering problems.
According to the relationship of bottom-working surface and water-bearing layer position, the engineering problem occurred under above-mentioned operating condition can be roughly divided into
Two major classes.Bottom-working surface is located in water-bearing layer: water-stop curtain does not squeeze into effective water barrier, cheats (hole) inside and outside water-bearing layer
(diving or artesian water) mutual connection, cheated draw water in (hole) when, will cause water resource waste, while it is heavy to cause ground
Drop, impacts surrounding enviroment.Bottom-working surface is located at water-bearing layer top: water-stop curtain does not squeeze into effective water barrier, hole
(hole) inside and outside water-bearing layer connection, with the progress drawn water, excavated in hole (hole), pressure of the bottom-working surface due to lower section artesian water
Power, it may occur that artesian water is prominent to be gushed, and bottom heave, water burst gushes the phenomenon that sand.The schematic diagram of above-mentioned two situations is shown in Fig. 1.
The method of the processing above problem has water-stop curtain partition, deep-well precipitation decompression, three kinds of back cover common processing at present
Means.Water-stop curtain partition, which refers to, is arranged water-stop curtain on foundation pit periphery, and the bottom of water-stop curtain is risen into effective water barrier
To the effect of sealing, but when effective water barrier buried depth is deeper, the height of water-stop curtain can be greatly increased, and cost also obviously increases
Greatly.Deep-well precipitation decompression, be reduce the artesian water head height of substrate by squeezing into precipitation relief well in artesian aquifer, but
It is used and is limited due to place in practical projects, and pump drainage underground water in this way can cause surface subsidence and groundwater resources
Waste.Back cover is by, into slip casting, playing the effect for reinforcing base plate of foundation pit and sealing in bottom of foundation ditch.The method of back cover has:
A. use Pressure Revolving Blast-Grout, be made into and cheat below foundation pit bottom surface before excavation around curtain structure for entirety water proof bottom
Plate；B. slip casting method or Pressure Revolving Blast-Grout are used, the water proof bottom being integrated with all curtain structures in hole is made into before excavation
Plate；C. use freezing process, be made into and cheat below foundation pit bottom surface before excavation around curtain structure for entirety water proof bottom plate.
Summary of the invention
The purpose of this method is to reach reinforcing substrate by carrying out high-pressure rotary-spray+two fluid grouting in working face bottom, is prevented
There is infiltration the phenomenon that gushing sand in working face bottom, suitable for various open cuts, tunneling, shallow burial hidden digging (side hole method, hole method, hole
Stake method) engineerings such as foundation pit, tunnel of construction are needed the case where carrying out back cover to it by influence on groundwater.
For this purpose, the present invention provides a kind of HPPG back cover construction method, including the following steps:
A) according to the depth of design foundation pit, a deeper back cover construction depth is determined；
B) determine that induration design diameter D is not less than 600 millimeters at back cover construction depth；
C) it determines arranged distribution of the induration in back cover construction depth plane, forms the substantially solid matter being mutually twisted between each other
Six sides or quincunx array；
D) bottom is punched according to determining induration arranged distribution, until back cover construction depth；
E) at back cover construction depth, using compressed air and high pressure water mud, layer carries out whirl spraying over the ground, forms diameter and is not less than D
Cement slurry and soil slurry mixed soil slurry；
F) it allows mixed soil slurry to be frozen into soil cement induration, is highly not less than 100 centimetres, compression strength is not less than 1.0MPa.
As long as induration can reach the arrangement, size and intensity, it can achieve the effect that back cover sealing is anti-and gush.
Preferably, in step e), while pressure-air whirl spraying is carried out.In this way, operating efficiency not only can be improved, but also can obtain more
Large scale or induration uniform in material.
More preferably, in step e), cement paste pressure is not less than 0.2MPa, 1.60~1.80 tons/m3 of slurry specific gravity, and compression is empty
Atmospheric pressure is not less than 0.5MPa, and high-pressure water pressure is not less than 30MPa.Certainly, higher hydraulic pressure, operating efficiency are higher.
More preferably, in step e), slurry specific gravity 1.60~1.80, for slurry pressure not less than 20MPa, compressed air pressure is not small
In 0.7MPa.Certainly, slurry pressure, operating efficiency are higher.
More preferably, in step e), whirl spraying revolving speed is not less than 20 turns of r/min.
Preferably, in step e), the center of circle of three adjacent indurations constitutes the vertex of an equilateral triangle, equilateral triangle side
A length of 0.7-0.8D.In this way, can be in conjunction with fastening between adjacent induration, and save pouring material relatively and take into account raising effect
Rate.
Preferably, it is equal to 800 millimeters in step e), D, equilateral triangle side length is 600 millimeters.
Preferably, slip casting ending standard: when grouting amount is less than 20 liters/min, pressure gauge reading is stablized to be continued greater than after 2.5Mpa
Stablize 15min, step e) terminates.This takes into account the fullness degree and construction efficiency of slip casting, while being also unlikely to suppress pump.
Detailed description of the invention
Two kinds of problems for drawing water common in Fig. 1 suspended cutoff+hole (hole)；
Three kinds of methods of Fig. 2 high pressure jet grouting；
Fig. 3 construction field geology sectional view；
The construction site Fig. 4 back cover reinforces schematic diagram；
Fig. 5 rotary churning pile hole location schematic diagram；
Fig. 6 jet grouting pile construction flow chart；
Fig. 7 injected hole arrangement schematic diagram；
Fig. 8 mortar depositing construction flow chart；
Fig. 9 grouting system layout drawing.
Specific embodiment
Before introducing the HPPG back cover construction method, certain elaboration is first carried out to the HPPG:
H refers to high (the high meaning) that P refers to pressure (pressure, the meaning of pressure), and P refers to pile (meaning of stake), and G refers to
Grouting (is in the milk, the meaning of slip casting), wherein HP, that is, high pressure, PG, that is, stake+slip casting.HPPG is high pressure
The abbreviation of rotary grouting pile and grouting, i.e. high-pressure rotary jet grouting pile+slip casting.
Back cover construction technology of the invention has been successfully applied to the construction of certain city's subway station, has saved valuable groundwater resources,
The social economic value of realization is inestimable.In addition, the successful implementation of back cover construction technology avoids station periphery very wide range
Interior surface subsidence deformation, it is therefore prevented that periphery road surface, underground utilities and buildings or structures cracking, inclination and sinking ensure that week
The normal life of side resident creates good social benefit.The main points of the embodiment are as follows:
1. high-pressure rotary jet grouting pile jet grouting is the predetermined position using drilling machine the Grouting Pipe drilling soil layer with nozzle
Afterwards, so that slurries or water or even air is become 20~40MPa with high-tension apparatus (upper limit is by existing pump machine techno-economical performance institute
Limit) high-pressure jet ejected from nozzle, be punched, disturb, destroying the soil body, while drilling rod is gradually promoted with certain speed,
Slurries are mixed with grogs action of forced stirring, after mixed serum solidification, form a cylindric induration (i.e. rotary churning pile) in soil,
To achieve the purpose that consolidated subsoil or sealing antiseepage.According to the difference of injection method, single pipe method, double tube method and triple can be divided into
Tube method.
Single pipe method: single layer injection pipe, only gunite.Double tube method: also known as slurries gas jet method, is with two re-injections
Slurry pipe simultaneously projects high pressure water mud and air two media injection stream transverse jet, the impact failure soil body.In high pressure slurries and
Under the collective effect of its outer ring circling gas flow, the energy for destroying the soil body is significantly increased, and biggish induration is finally formed in soil.
Tri-tube method: being a kind of slurries, water, gas jet method, using the triple Grouting Pipes for conveying water, three kinds of gas, slurries media respectively,
It is generated around high pressure water flow with high-voltage generators such as high-pressure pumps around one cylindric air-flow, carries out high pressure water flow injection stream
The punching soil body is coaxially sprayed with air-flow, forms biggish gap, then cement slurry is injected into lower pressure by slush pump and is cut
In the ground cut, being crushed, nozzle makees rotation and lifting motion, mixes cement slurry with soil, solidifies in soil, is formed biggish solid
Knot body, reinforcing body diameter is up to 2m.The schematic diagram of three kinds of grouting process is shown in Fig. 2.
The expanded diameter required in this engineering is 800mm.Tri-tube method is high-efficient since pile quality is good, in conjunction with this work
The formation condition of journey mainly selects the technique as the means of pile；Single pipe method and double tube method can reach design requirement
Under conditions of also have use.The technical parameter that three kinds of technique is recommended is as follows:
(1) substance tube method: 20~40MPa of slurry pressure (upper limit is limited by existing pump machine techno-economical performance), slurry specific gravity
1.30~1.49, whirl spraying speed 20r/min, promoted 0.2~0.25m/min of speed, 2~3mm of nozzle diameter, slurry flow 80~
100L/min (can be increased) depending on stake run-off.
(2) double tube method: 20~40MPa of slurry pressure, 0.7~0.8MPa of compressed air pressure.
(3) tri-tube method: 0.2~0.8MPa of slurry pressure (upper limit is limited by existing pump machine techno-economical performance), slurries
Specific gravity 1.60~1.80, (upper limit is by existing pump machine economy by 0.5~0.8MPa of compressed air pressure, 30~50MPa of high-pressure water pressure
Technical performance is limited).
2. two fluid grouting slip casting refers to that slurries are passed through Grouting Pipe by, air pressure for example hydraulic by external forces or other methods
It is pressed into stratum, the water and air in the soil body is discharged, fill sizing liquor；Using slurries will be bonded to after soil solidifying one it is whole
Body improves soil strength and stability, reduces permeability, reinforced with reaching so as to improve by the physico-mechanical properties of note soil layer
Or the engineering purpose of water blockoff.
Injecting paste material is one of key factor of Grouting engineering.Injecting paste material type, which is summed up, at present can divide into two
Major class: solution-type and suspended type.Solution type grouting material is called chemical grouting material, is divided into waterglass class, lignin, acrylamide
Class, Acrylates, polyurethanes, epoxy resin, methyl acrylic ester, Lauxite class and other class chemical grouting materials
Material.Suspension type injecting paste material refer to the solid particle in slurries suspend in water, mainly include cement slurry, cement clay slip,
Cement-silicate slurry etc..Chemical grout is largely organic chemicals composition, and generally with initial viscosity, small, gel time can
It adjusts, the features such as range of grouting is controllable.But this plasmoid humor is expensive, consolidating strength is low, durability is poor, and often has
Toxicity, application conditions are more harsh.In suspended type injecting paste material, cement grout application range is most wide, and cement grout has intensity
The advantages that high, impervious good, material source is extensive, nontoxic and pollution-free, but be that gel time is long the shortcomings that cement grout, stablize
Property poor, later period performance decline etc., therefore be often used together with other additives.In recent years, ultra-fine with the development of injecting paste material
Cement, nano cement, high percentage of water rapid solidifying material, acidic water glass slurry material, macromolecule chemical material etc. are gradually applied to Grouting engineering
In, achieve good effect.
The material that two fluid grouting uses in the present embodiment is waterglass+cement.Since its low cost, materials are convenient and green
Environmental protection, the slurries are widely used in engineering.In addition to slurry material used in this engineering, other slurries are set reaching
Meter requires, and also it is contemplated that using in the reasonable situation of the conditions such as price.
More specifically, which is precipitation in suspended cutoff+hole, then realizes the just normally opened of foundation pit
It digs.However, level of ground water absolute altitude is 782.76~789.55m within the scope of prospecting depth, depth to water is 1.6~5.7m, is needed
It reduces water level and reaches 16m or more.Since the subway station is located at old town, street canyon, and the residential building of station pit is closed on, entered
Firmly rate is high, densely populated, is limited the old pipelines such as foundation pit periphery tap water, rain sewage, heating power, coal gas by place and can not changed and adjourned
Outside foundation pit construction coverage.Premenstruum (premenstrua) well pumping test finds that building settlement caused by precipitation is big, therefore is unable to satisfy a wide range of drop
Water bar part such as continues precipitation, and the sedimentation as caused by precipitation will cause pipeline to damage, or even fracture, foundation pit surrounding ground occurs and collapses
The serious consequences such as sunken, resident's fear, economic loss is huge, dangerous situation occurs and causes social influence extremely severe.If precipitation is not opened
It digs, since artesian water head is higher, once occurring big water burst in hole gushes sand, can lead to pipeline breakage and be even broken, destruction is
It is catastrophic, there is dangerous situation and causes social influence huge.Fig. 3 is seen in the log sheet of the present embodiment and back cover region.
Station length 258m, width 22.1m, total high 13.39m, structure base slab buried depth about 16.14~16.98m.Small mileage
Shield end section width 32.5m, big mileage shield end width 28.8m, total high 14.72m, bottom plate buried depth about 17.87~
18.03m.Station main body is underground bilayer island station, and structure type is twin columns three across (part uses single-column twin spans) cast-in-place frame
Frame structure, Groundwater Control mode are precipitation+back cover method in diaphram wall suspended cutoff+hole.The back cover at station is such as
Shown in Fig. 4.
The Specific construction technique of the embodiment high-pressure rotary jet grouting pile and two fluid grouting is as follows:
1. high-pressure rotary jet grouting pile triple pipe spiral spraying pile height is 2.5~7.5m under substrate.
(1) material and equipment
1) material: 42.5 ordinary portland cement of P.O；
2) boring equipment: rotary churning pile machine, air compressor machine, high-pressure pump, grouting pump；
3) grouting equipment: mating Grouting Pipe；
4) pulping equipment: cement mixer barrel and blender；
5) ancillary equipment: flowmeter, slurry specific gravity meter etc..
(2) construction technology process
1) work surface, which is arranged on the part that the earthwork has been excavated, pours 20cm thickness C15 concrete as slip casting workbench.
2) arrangement of boring holes lays stake position by drawing arrangement of boring holes figure steel ruler and survey line on the spot, and is clenched with bamboo stick, and one
One label guarantee that stake holes center shift variance is less than 20mm.High-pressure rotary jet grouting pile is according to 600mm × 600mm is quincunx or solid matter six
Side's arrangement, as shown in Figure 5.
3) drilling machine positions mobile rotary churning pile machine to fixed pile is referred to, drill bit is directed at hole location center, while horizontalization drilling machine, is kept
Steadily, horizontal, the perpendicularity deviation of drilling rod is not more than 1%.After in place, low pressure (0.5MPa) hose test is carried out first, to
Check whether nozzle is unimpeded, and whether pressure is normal.
4) when the displacement of slurries preparation stake machine, that is, start the match ratio mixing cement slurry determining by design, material P.O
Suitable additive is added in 42.5 type ordinary portland cements as needed, and the quantity of additive used should be according to specific feelings
Condition determines that the ratio of mud of cement grout is about 1.0 or so, and cement mixing content is about 35%, and Compressive Strength of Soil-cement Mixture is not by test
Lower than 1.0MPa.It adds water in bucket first, then cement and outer-penetrating agent is poured into, start blender and stir 10~20 minutes, and
Detect slurry specific gravity.Agitator bottom valve is unscrewed after meeting the requirements, and first of sieve (aperture 0.8mm) is put into, after filtering
Slurry pool is flowed into, second filter screen (aperture 0.8mm) is then pumped by slush pump, flows into slurries bucket after second of filtering
In, it is spare when mud jacking.
5) drilling construction drilling purpose be that Grouting Pipe is smoothly placed in predetermined position, generally by Grouting Pipe also serve as drilling rod into
Row drilling.During down tube, cause drilling machine can not if encountering certain barrier such as the hard object of boulder, concrete topping, miscellaneous fill
Aperture should then use high hardness alloy drill bit elder generation pilot hole.Pipe outer silt blocking nozzle need to be prevented when drilling, it is ensured that down tube is smooth,
Compressed air stream is conveyed simultaneously during down tube, until to predetermined position (design stake bottom) under slip casting spray head.The position of drilling with set
The deviation of meter position is not greater than 50mm.
6) height is sprayed into stake
1. test tube
It can if grouting equipment and pressure duct are normal safely using clear water pressure testing after Grouting Pipe is placed in soil layer predetermined depth
Stirring production cement slurry starts high-pressure slip-casting operation.
2. jet groutinl tri-tube method is constructed, after reaching projected depth, high-pressure water pipe, air-pressure tube is connected, high pressure is started
Fresh water pump, slush pump, air compressor machine and drilling machine are rotated, and control pressure, flow and air quantity with instrument, respectively reach predetermined number
Start to be promoted when value, continue whirl spraying and promotion, until stopping after reaching expected reinforcing height.Construction parameter is shown in Table 1.
3. the processing of pile crown part when revolving lance lift close to stake top, should promote at a slow speed rotation since 1.0m below stake top
Spray, the whirl spraying several seconds, then 0.5m is promoted at a slow speed upwards, until stake top stops pulp noodle.Only spray stake top should be about 0.5m higher than design stake top, stake
It bottom position should be than designing low about 0.5m.If meeting gravel stratum, to guarantee stake diameter, whitewashing, stirring are repeated by above-mentioned, until shotcrete pipe
It is promoted to and stops pulp noodle, close high pressure slurry pump (fresh water pump, air compressor machine), stop the conveying of cement slurry (water, wind), shotcrete pipe will be revolved
Ground is rotated and upgraded out, drilling machine is closed.
7) it rinses, after drilling machine displacement sprayed construction, the equipments such as Grouting Pipe should be rinsed well, it must not in pipe, in machine
Slurries are usually changed into water, sprayed on the ground by remaining cement slurry, so that the slurries in slush pump, Grouting Pipe and hose are complete
Portion excludes.The plants such as drilling machine are moved on in new hole location.
8) after the completion of mending slurry jet groutinl operation, since the bleed of slurries acts on, generally there is different degrees of contraction, make
There is depression at the top of induration, the cement slurry supplementary irrigation to be in time 1.0 with the ratio of mud.
Back cover construction in triple pipe spiral spraying pile construction technology process as shown in Figure 6.
The Specific construction parameter of 1 high-pressure rotary jet grouting pile of table
(3) pile detects
1) detection method and content high pressure jet grouting can be according to engine requests and construction experience using excavation inspection, coring and nothing
The methods of confined compressive strength inspection, standard penetration test (SPT), load test are detected.
Inspection to jet grouting pile construction quality, 28 days after high pressure jet grouting, the scope of examination is main are as follows: pile body is strong
Degree, average diameter, pile body center, pile body uniformity etc..
2) for the quantity of amount detection and position check point depending on design, standardizing general requirement is the 2% of construction hole number,
And it should be not less than at 5 points.Check point is arranged in:
1. representational stake position；
2. there is the position of abnormal conditions in construction；
3. ground situation is complicated, may be to the position that high pressure jet grouting quality has an impact.Disqualified upon inspection person should mend
Spray.
3) test stone of test stone Construction of High Pressure Jet Grouting Pile quality is shown in Table 2.
2 Construction of High Pressure Jet Grouting Pile quality control standards (QCS) of table
2. two fluid grouting
(1) material and equipment
1) material: 42.5 ordinary portland cement of P.O；
2) auxiliary material: 42Be ° of waterglass, acid additive；
3) boring equipment: crawler type hydraulic drilling rig；
4) grouting equipment: static pressure grouting machine and mating Grouting Pipe；
5) pulping equipment: cement mixer barrel and blender；
6) ancillary equipment: flowmeter, hydraulic pipe drawing device, slurry specific gravity meter etc..
(2) construction technology process
1) work surface, which is arranged on the part that the earthwork has been excavated, pours 20cm thickness C15 concrete as slip casting workbench.
2) stake position is marked clear, synchronous grouting hole with red self-spraying paint on the concrete for hardened completion by arrangement of boring holes
Position arranges that synchronous grouting arrangement of boring holes is illustrated as shown in Figure 7 according to 1m spacing.
3) purpose of drilling construction drilling is that Grouting Pipe is smoothly placed in predetermined position, and aperture is opened by crawler type self-walking driller
Hole, hole depth require to be drilled into bottom plate bottom absolute altitude or less 8m, lift drilling machine after drilling to designed elevation.Band water drilling is needed in boring procedure
Into the measurement and correction that perpendicularity deviation≤1 ° should carry out hole gradient in drilling process in hole are bored with guaranteeing borehole perpendicularity
It reports project management department site administrator to check and accept after the completion of hole, next procedure is entered after acceptance(check) and is constructed.
4) Grouting Pipe places hole location and places dual pipe, slip casting pipe diameter 42mm after acceptance(check), and pipeline is used after placing
Cotton and plastic cloth will be wound at the top of Grouting Pipe, are reduced the gap of Grouting Pipe and drilling, prevented running pulp spillage.Ensure slurries has
Effect is injected, and to check sealing rubber ring in pipeline placement.Pipe extractor is installed after the completion of placement.
5) slurry configurations
1) slurry material is by 42.5 type ordinary portland cement of P.O, and 42Be ° of waterglass, additive (phosphoric acid and sulfuric acid) forms.
Design parameter is referring to table 3.
3 back cover grouting parameter table of table
1. A liquid (cement slurry) preparation first cleans out residual agglomeration in agitator before mixing slurry, then add water in bucket, then will
Cement pours into, and be 1m height according to field measurement the first agitator size diameter is 0.75m, available capacity 0.5m3, mixing
6 bags of cement, mixing 1m need to be added in one barrel of cement slurry3Slurries need to launch 12 bags of cement.Second of agitator having a size of diameter 0.8m,
Height is 0.8m, available capacity 0.33m3, 4 bags of cement, mixing 1m need to be added in one barrel of cement slurry of mixing3Slurries need to launch 12 bags
Cement.The cement slurry that mixing is completed requires the ratio of mud to reach 1.3~1.35:1, and slurry specific gravity is 1.41~1.42.
Raw material start blender stirring 10~20 minutes after agitator is added, and then unscrew agitator bottom valve, so
Strainer (aperture 0.5mm) is pumped through by slush pump afterwards, is flowed into slurries bucket after filtering, it is spare when mud jacking.
2. B liquid (waterglass), which is prepared, is diluted to the high 0.9m diameter 0.55m of 35Be ° of field measurement agitator for waterglass magma
Available capacity 0.2m3, dilution proportion is 1:1 (volume ratio), and one barrel of waterglass slurries of mixing need to use 0.1m3Water adds 0.1m3Water glass
Glass.
3. C liquid (additive) prepares additive and uses phosphoric acid or sulfuric acid, the high 0.9m diameter 0.55m of field measurement agitator has
Imitate capacity 0.2m3, dilution proportion is 9:1 (volume ratio), and one barrel of additive slurries of mixing need to use 180L water to add 20L sour.
2) slip casting is carried out by the way of two kinds of slurries mixed injections when slip casting
1. chemical pulp proportion is B liquid+C liquid, match as 1:1, gelling time is 3~10s；
2. dual slurry proportion is A liquid+B liquid, match as 1:1, gelling time is 30~90s.
6) slip casting
1) prepare first to check before formal slip casting that starting grouting pump after grouting system each section piping connection is normal is pressed before slip casting
Water test checks that grouting system connection has ne-leakage and each expression condition of grouting pump, it is ensured that pipeline is unimpeded, each instrument work
Make normal.Grouting pressure is not greater than 3.0Mpa, tests normal rear progress mortar depositing construction.
2) grouting parameter grouting pressure is 1~3Mpa, is not greater than 3Mpa.Slurry flow is 20~40L/min, must not be big
In 40L/min.
7) when mortar depositing construction mortar depositing construction by the way of alternately slip casting, while 4~8 holes of note, and hole location two sides are coped with
Answer, accomplish to synchronize same position slip casting simultaneously as far as possible, start slip casting when first inject 50~80L of chemical pulp, be then injected into dual slurry 50~
80L, and so on, circulation construction.
Strict control grouting amount and grouting pressure during slip casting, balanced synchronization is accomplished in guarantee, and is observed by flowmeter
Grouting pressure checks the increase with grouting amount, pressure changing.Pressure is used to control during slip casting, grouting pressure reaches
When 2.0Mpa, after shotcrete pipe up mentions 0.2~0.5 meter, continue slip casting, and so on, reciprocal construction is until be promoted to design mark
It is high.
8) sealing of hole sealing of hole is blocked using the thick cement slurry of 0.8:1, and is then smoothed out.
(3) slip casting ending standard
1) slip casting ending standard: in the latter stage of mortar depositing construction, pump pressure is gradually risen, and when grouting amount is less than 20L/min, pressure gauge is read
Number is stablized to be terminated greater than 15min slip casting continual and steady after 2.5Mpa.
If 2) stop slip casting after first gradually reducing grouting pressure when during slip casting there is a situation where largely returning slurry,
And slip casting is carried out to other holes, secondary grouting is carried out after return again to the hole location after the completion of remaining hole location slip casting.
3) report site administrator's inspection after the completion of single hole slip casting, after the completion of confirming through site administrator to the hole location into
Row blocks.
Two fluid grouting construction technology process as shown in Figure 8, arrange as shown in Figure 9 by grouting system in back cover construction.
The above content is the detailed description to specific embodiment, cannot act as the limitation to claims.
Claims (8)
1. a kind of HPPG back cover construction method, including the following steps:
A) according to the depth of design foundation pit, a deeper back cover construction depth is determined；
B) determine that induration design diameter D is not less than 600 millimeters at back cover construction depth；
C) arranged distribution of the induration in back cover construction depth plane is determined, formation is mutually twisted substantially close between each other
Arrange six sides or quincunx array；
D) bottom is punched according to determining induration arranged distribution, until back cover construction depth；
E) at back cover construction depth, using compressed air and high pressure water mud, layer carries out whirl spraying over the ground, forms diameter and is not less than
The cement slurry of D and the mixed soil slurry of soil slurry；
F) it allows mixed soil slurry to be frozen into soil cement induration, is highly not less than 100 centimetres, compression strength is not less than 1.0MPa.
2. HPPG back cover construction method as described in claim 1, which is characterized in that in step e), while carrying out pressure-air
Whirl spraying.
3. HPPG back cover construction method as claimed in claim 2, which is characterized in that in step e), cement paste pressure is not small
In 0.2 MPa, 1.60~1.80 tons/m3 of slurry specific gravity, compressed air pressure is not less than 0.5 MPa, and high-pressure water pressure is not less than
30 MPa。
4. HPPG back cover construction method as described in claim 1, which is characterized in that in step e), slurry specific gravity 1.60~
1.80, slurry pressure is not less than 20 MPa, and compressed air pressure is not less than 0.7 MPa.
5. HPPG back cover construction method according to any one of claims 1-4, which is characterized in that in step e), whirl spraying revolving speed
Not less than 20 turns r/min.
6. HPPG back cover construction method according to any one of claims 1-4, which is characterized in that in step e), adjacent three
The center of circle of a induration constitutes the vertex of an equilateral triangle, and equilateral triangle side length is 0.7-0.8D.
7. HPPG back cover construction method as claimed in claim 6, which is characterized in that in step e), D is equal to 800 millimeters, positive three
A length of 600 millimeters of polygonal limit.
8. HPPG back cover construction method according to any one of claims 1-4, which is characterized in that slip casting ending standard: work as note
Less than 20 liters/min, pressure gauge reading is stablized to be terminated slurry amount greater than continual and steady 15min after 2.5 Mpa, step e).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910100642.1A CN109881696B (en) | 2019-01-31 | 2019-01-31 | HPPG (high Performance Poly propylene glycol) bottom sealing construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910100642.1A CN109881696B (en) | 2019-01-31 | 2019-01-31 | HPPG (high Performance Poly propylene glycol) bottom sealing construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109881696A true CN109881696A (en) | 2019-06-14 |
| CN109881696B CN109881696B (en) | 2021-09-17 |
Family
ID=66927761
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910100642.1A Active CN109881696B (en) | 2019-01-31 | 2019-01-31 | HPPG (high Performance Poly propylene glycol) bottom sealing construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109881696B (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110359471A (en) * | 2019-08-16 | 2019-10-22 | 安徽建筑大学 | Subaqueous tunnel highly permeable sandy soil layer impermeabilisation destroys structure and construction method |
| CN112081125A (en) * | 2020-10-09 | 2020-12-15 | 北京中岩大地科技股份有限公司 | Bottom sealing structure and construction technology of foundation pit in submerged sand and pebble stratum |
| CN113026778A (en) * | 2021-03-12 | 2021-06-25 | 北京中岩大地科技股份有限公司 | Submersible sandy gravel stratum foundation pit bottom sealing structure and construction method |
| CN114108639A (en) * | 2021-11-17 | 2022-03-01 | 上海市机械施工集团有限公司 | Construction method for foundation pit bottom sealing |
| CN115233755A (en) * | 2021-04-24 | 2022-10-25 | 北京恒祥宏业基础加固技术有限公司 | Pile cap foundation settlement and pit seepage prevention treatment method and structure |
| CN117003527A (en) * | 2023-08-02 | 2023-11-07 | 中铁一局集团有限公司 | Concrete for grouting and sealing bottom under strong flowing working condition in broken foundation pit and construction method |
| CN118459191A (en) * | 2024-05-09 | 2024-08-09 | 北京国际建设集团有限公司 | Bottom sealing cement paste, wall protection slurry and method for porous ultra-deep large-diameter high-pressure rotary spraying |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105155544A (en) * | 2015-08-04 | 2015-12-16 | 中铁建大桥工程局集团第五工程有限公司 | Grouting construction method for radius-controllable deep holes |
-
2019
- 2019-01-31 CN CN201910100642.1A patent/CN109881696B/en active Active
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105155544A (en) * | 2015-08-04 | 2015-12-16 | 中铁建大桥工程局集团第五工程有限公司 | Grouting construction method for radius-controllable deep holes |
Non-Patent Citations (4)
| Title |
|---|
| 侯丙辉: ""地基加固的复合注浆施工论述"", 《科技与企业》 * |
| 柴聚奎等: ""WSS工法注浆在城际铁路隧道中的应用"", 《铁路技术创新》 * |
| 王武辉等: ""双重管无收缩WSS注浆工法在地铁施工中的应用"", 《科技创新与应用》 * |
| 马炳辰等: """高喷"注浆技术在地下集水池封底工程中的应用"", 《中州煤炭》 * |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110359471A (en) * | 2019-08-16 | 2019-10-22 | 安徽建筑大学 | Subaqueous tunnel highly permeable sandy soil layer impermeabilisation destroys structure and construction method |
| CN110359471B (en) * | 2019-08-16 | 2024-04-26 | 安徽建筑大学 | Anti-seepage damage structure of strong water-permeable sandy soil layer of underwater tunnel and construction method |
| CN112081125A (en) * | 2020-10-09 | 2020-12-15 | 北京中岩大地科技股份有限公司 | Bottom sealing structure and construction technology of foundation pit in submerged sand and pebble stratum |
| CN113026778A (en) * | 2021-03-12 | 2021-06-25 | 北京中岩大地科技股份有限公司 | Submersible sandy gravel stratum foundation pit bottom sealing structure and construction method |
| CN115233755A (en) * | 2021-04-24 | 2022-10-25 | 北京恒祥宏业基础加固技术有限公司 | Pile cap foundation settlement and pit seepage prevention treatment method and structure |
| CN114108639A (en) * | 2021-11-17 | 2022-03-01 | 上海市机械施工集团有限公司 | Construction method for foundation pit bottom sealing |
| CN117003527A (en) * | 2023-08-02 | 2023-11-07 | 中铁一局集团有限公司 | Concrete for grouting and sealing bottom under strong flowing working condition in broken foundation pit and construction method |
| CN117003527B (en) * | 2023-08-02 | 2025-03-14 | 中铁一局集团有限公司 | Concrete for grouting and sealing bottom under strong flowing working condition in broken foundation pit and construction method |
| CN118459191A (en) * | 2024-05-09 | 2024-08-09 | 北京国际建设集团有限公司 | Bottom sealing cement paste, wall protection slurry and method for porous ultra-deep large-diameter high-pressure rotary spraying |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109881696B (en) | 2021-09-17 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110230309B (en) | Karst area bridge karst cave pile foundation construction method | |
| CN109881696A (en) | A kind of HPPG back cover construction method | |
| CN101806059B (en) | Drilling, grouting and sand-throwing process of ground surface of mined-out region under highway | |
| CN104929114A (en) | High pressure jet grouting pile waterproof curtain construction device and method | |
| CN106759297A (en) | A kind of construction method of support pile and three pipe high-pressure rotary jet grouting pile deep basal pits | |
| CN108240234A (en) | A kind of Along Railway underlies coal mine gob Grouting method | |
| CN104846810A (en) | Self-circulating posterior grouting bored pile construction method | |
| CN101525881B (en) | Structure of karst strata pile holes protecting wall and method for constructing pile holes | |
| CN111119940B (en) | Grouting construction treatment method | |
| CN204753574U (en) | High pressure jet grouting pile stagnant water curtain construction equipment | |
| CN101560764B (en) | Method for calking exploratory hole by intermittent high-pressure rotary jet grouting | |
| CN114808990A (en) | High-pressure pre-filling karst cave pile foundation construction method | |
| CN108119143A (en) | A kind of vertical shaft working surface cement soluble glass paste combines grouting method with chemical grout double-round curtain | |
| CN112796296A (en) | High-pressure rotary spraying combined PVC sleeve retaining wall earth surface reinforcing construction method | |
| CN109098175A (en) | A kind of tri-axes deep mixing pile construction method | |
| CN110924967A (en) | Fine control construction method for shield proximity sensitive building in water-rich sandy gravel stratum | |
| CN102337732A (en) | Seawall construction method with top pipes penetrating through block stone | |
| CN102011591A (en) | Grouting process for working surface of deep well | |
| CN107339108A (en) | The layer of sand location subway pipe shed construction method of underground water enrichment | |
| CN108952727B (en) | A method of grouting and water plugging in vertically fractured strata with large dip angle | |
| CN107035389B (en) | A kind of construction method for grouting reinforcement and earth's surface construction method | |
| CN217841648U (en) | A grouting reinforcement system for tunnels passing through existing shield formations based on WSS construction method | |
| CN105862872B (en) | A kind of deep footing groove enclosing structure joint seal construction method | |
| CN106223329A (en) | A kind of construction method of full-sleeve rotary churning pile | |
| CN106192987B (en) | It is a kind of to be crushed the construction method that geology is reinforced to stake periphery |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |