CN110387884A - The construction method gushed for ultra-deep foundation pit protrusion-dispelling - Google Patents
The construction method gushed for ultra-deep foundation pit protrusion-dispelling Download PDFInfo
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- CN110387884A CN110387884A CN201910526968.0A CN201910526968A CN110387884A CN 110387884 A CN110387884 A CN 110387884A CN 201910526968 A CN201910526968 A CN 201910526968A CN 110387884 A CN110387884 A CN 110387884A
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/10—Restraining of underground water by lowering level of ground water
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
Abstract
The present invention relates to a kind of construction method gushed for ultra-deep foundation pit protrusion-dispelling, bottom of foundation ditch to be excavated includes: that diaphram wall is arranged around the region to excavation pit close to artesian aquifer, the construction method；Water proof reinforcing layer is poured in the bottom position of diaphram wall using MJS, and the week edge of the water proof reinforcing layer fits with diaphram wall；Decompression reinforcing layer is poured using the hole bottom position of foundation pit MJS to be excavated above water proof reinforcing layer, and the week edge of the decompression reinforcing layer fits with diaphram wall；Excavation pit and correspondence install support construction.Present invention efficiently solves having artesian water to dash forward the problem of gushing hidden danger when ultra-deep foundation pit excavation, and influence when constructing to surrounding enviroment is small, not will cause the sedimentation of neighboring buildings, can guarantee construction quality and construction efficiency.
Description
Technical field
The present invention relates to the realm of building construction, refer in particular to a kind of construction method gushed for ultra-deep foundation pit protrusion-dispelling.
Background technique
With the fast development in city, to meet human lives' needs, more and more urban underground space resources are added
To develop and utilize, especially construction is carried out in each big city to Underground Rail Transit in high gear, however works as and need to excavate
When ultra-deep foundation pit and surrounding have requirement of settlement control high building, artesian water precipitation, subsidence pressure circle spray reinforcement etc. can not be carried out
May cause the severely deformed process operation of foundation pit surrounding environment, however foundation pit maximum cutting depth reached artesian aquifer with
Under, the safety coefficient that bottom of foundation ditch protrusion-dispelling is gushed under the premise of not taking pressure-bearing water management is very low, can not excavate, there are biggish
Security risk influences to construct.
Summary of the invention
It is an object of the invention to overcome the deficiencies of existing technologies, a kind of construction party gushed for ultra-deep foundation pit protrusion-dispelling is provided
Method solves the problems, such as have artesian water is prominent to gush hidden danger when ultra-deep foundation pit excavation, and influence when constructing to surrounding enviroment is small,
It not will cause the sedimentation of neighboring buildings, can guarantee construction quality and construction efficiency.
Realizing the technical solution of above-mentioned purpose is:
The present invention provides a kind of construction methods gushed for ultra-deep foundation pit protrusion-dispelling, and bottom of foundation ditch to be excavated is close to pressure-bearing
Water layer, the construction method include the following steps:
S11., diaphram wall is set around the region to excavation pit；
S12. water proof reinforcing layer, and all edges of the water proof reinforcing layer are poured in the bottom position of diaphram wall using MJS
It fits with diaphram wall；
S13. decompression reinforcing layer is poured using the hole bottom position of foundation pit MJS to be excavated above water proof reinforcing layer, and should
The week edge of decompression reinforcing layer fits with diaphram wall；
S14. excavation pit and correspondence install support construction.
The present invention uses the construction method gushed for ultra-deep foundation pit protrusion-dispelling to construct ultra-deep foundation pit, by wait excavate
Diaphram wall is arranged in region, and then the position and diaphram wall bottom of close bottom of foundation ditch between diaphram wall
Decompression reinforcing layer and water barrier reinforcing layer is respectively set in position, and the supporting force for enabling decompression reinforcing layer to offset artesian water increases
Gravity prevents artesian water is prominent from gushing, and water barrier reinforcing layer can form water seal curtain formation second in diaphram wall bottom to be prevented again
Shield, the water that water proof reinforcing layer can be controlled and be depressured between reinforcing layer, and then excavation pit, to avoid pressure-bearing in digging process
Water is prominent to be gushed, to peripheral ring when efficiently solving the problems, such as have artesian water is prominent to gush hidden danger when ultra-deep foundation pit excavates, and constructing
The influence in border is small, not will cause the sedimentation of neighboring buildings, can guarantee construction quality and construction efficiency.
The construction method that the present invention is gushed for ultra-deep foundation pit protrusion-dispelling further improvement lies in that, when pouring water proof reinforcing layer,
Further include:
The bottom of water proof reinforcing layer is poured to the bottom of diaphram wall position below, and the water proof reinforcing layer is lower than
State the bottom of diaphram wall in the part support residence of diaphram wall.
The construction method that the present invention is gushed for ultra-deep foundation pit protrusion-dispelling further improvement lies in that, utilize MJS to form water barrier
Before reinforcing layer, further includes:
The bottom mark of water barrier reinforcing layer is calculated according to the elevation location of set depth and artesian aquifer to excavation pit
Height, calculation formula are as follows:
∑ h γ s >=Fs γ wH, wherein
H is thickness (m) of the foundation pit bottom to layer soil each between artesian aquifer top surface,
γ s is average severe (kN/m of the foundation pit bottom to layer soil each between artesian aquifer top surface3),
H is the artesian head height (m) of artesian aquifer top surface or more,
γ w is the severe (kN/m of water3), take 10kN/m3,
Fs is foundation pit safety coefficient of piping, takes 1.00.
The construction method that the present invention is gushed for ultra-deep foundation pit protrusion-dispelling further improvement lies in that, calculate water barrier reinforcing layer
When elevation of bottom, further includes:
Be arranged decompression reinforcing layer with a thickness of 3m, be arranged water barrier reinforcing layer with a thickness of 10m.
The construction method that the present invention is gushed for ultra-deep foundation pit protrusion-dispelling further improvement lies in that, calculate water barrier reinforcing layer
When elevation of bottom, further includes:
The water jacking force of artesian aquifer is calculated,
Pw=(- H3+H4) * γ w*Fs=(- H3+H4) * 10.0*1.0；
Bottom of foundation ditch is calculated to the earth pressure between artesian aquifer top surface,
Ps=∑ hi×γsi=(- H2+H1) * γ s1+(H2-H3)*γs2；
Wherein H1 is bottom of foundation ditch absolute altitude,
H2 is the elevation of bottom for being depressured reinforcing layer,
H3 is the elevation of bottom of water barrier reinforcing layer,
H4 is artesian aquifer initial water level absolute altitude,
γ s1 is the severe for being depressured reinforcing layer,
γ s2 is the severe of soil layer.
The construction method that the present invention is gushed for ultra-deep foundation pit protrusion-dispelling further improvement lies in that, bottom of foundation ditch to artesian aquifer
γ s in pressure gauge formula between top surface1Take 20kN/m3, γ s2Take 19.4kN/m3；
Ps=3*20+ (H2-H3) * 19.4 is obtained after expansion；
Obtain the value range of H3, using * 19.4 >=(- H3+H4) * 10.0*1.0 of 3*20+ (H2-H3) to determine water barrier
The elevation of bottom of reinforcing layer.
The construction method that the present invention is gushed for ultra-deep foundation pit protrusion-dispelling further improvement lies in that, before excavation pit, further includes:
The dewatering well led between decompression reinforcing layer and water barrier reinforcing layer is set, extracts decompression reinforcing layer using dewatering well
With the artesian water between water barrier reinforcing layer, and observe decompression reinforcing layer and water barrier reinforcing layer between artesian water water level variation
Situation, to examine the water proof effect of decompression reinforcing layer and water barrier reinforcing layer.
The construction method that the present invention is gushed for ultra-deep foundation pit protrusion-dispelling further improvement lies in that, support construction is installed to foundation pit
When, further includes:
Install inner support successively inside foundation pit with the cutting depth of foundation pit to reinforce the two sidewalls of foundation pit.
The construction method that the present invention is gushed for ultra-deep foundation pit protrusion-dispelling further improvement lies in that, which is comprehensive high pressure
Jet groutinl method.
Detailed description of the invention
Fig. 1 is the flow chart for the construction method that the present invention is gushed for ultra-deep foundation pit protrusion-dispelling.
Fig. 2 is the reinforcing schematic diagram that the present invention is used for foundation pit in the construction method that ultra-deep foundation pit protrusion-dispelling is gushed.
Fig. 3 is the signal that the present invention is used for that artesian aquifer in the construction method that ultra-deep foundation pit protrusion-dispelling is gushed to correspond to foundation pit position
Figure.
Specific embodiment
The present invention will be further explained below with reference to the attached drawings and specific examples.
Refering to fig. 1, the present invention provides a kind of construction methods gushed for ultra-deep foundation pit protrusion-dispelling, by region to be excavated
Diaphram wall is set, and then close to the position of bottom of foundation ditch and the position of diaphram wall bottom between diaphram wall
Decompression reinforcing layer and water barrier reinforcing layer is respectively set, the supporting force for enabling decompression reinforcing layer to offset artesian water increases gravity
Prevent artesian water is prominent from gushing, water barrier reinforcing layer can form water seal curtain formation second in diaphram wall bottom and protect again, energy
The water for enough controlling water proof reinforcing layer and being depressured between reinforcing layer, and then excavation pit, it is prominent to avoid artesian water in digging process
It gushes, to surrounding enviroment when efficiently solving the problems, such as have artesian water is prominent to gush hidden danger when ultra-deep foundation pit excavates, and constructing
It influences small, not will cause the sedimentation of neighboring buildings, can guarantee construction quality and construction efficiency.With reference to the accompanying drawing to the present invention
The construction method gushed for ultra-deep foundation pit protrusion-dispelling is illustrated.
Refering to fig. 1, Fig. 1 is the flow chart for the construction method that the present invention is gushed for ultra-deep foundation pit protrusion-dispelling.Below with reference to Fig. 1,
The construction method gushed to the present invention for ultra-deep foundation pit protrusion-dispelling is illustrated.
As shown in Figure 1, Figure 2 and Figure 3, the present invention is used for the construction method that ultra-deep foundation pit protrusion-dispelling is gushed, foundation pit 11 to be excavated
Bottom includes the following steps: close to artesian aquifer 21, the construction method
It executes step S11. and diaphram wall 112 is set around the region to excavation pit 11；Then step S12 is executed
It executes step S12. and pours water proof reinforcing layer 13, and the water proof in the bottom position of diaphram wall 112 using MJS
The week edge of reinforcing layer 13 fits with diaphram wall 112；Then step S13 is executed
It executes step S13. and pours to be depressured using hole bottom position of the MJS above water proof reinforcing layer 13 to excavation pit 11 and add
Gu layer 12, and the week edge of the decompression reinforcing layer 12 fits with diaphram wall 112；Then step S14 is executed
It executes step S14. excavation pit 11 and correspondence installs support construction.
Wherein water proof reinforcing layer 13 can block the bottom of diaphram wall 112, prevent artesian water from entering water proof reinforcing
Space between layer 13 and diaphram wall 112, the content and pressure that can preferably control artesian water in the space prevent from holding
Pressure dilutional hyponatremia pours between diaphram wall 112, and then pours decompression reinforcing layer 12, the decompression in 11 bottom of foundation pit to be excavated
Reinforcing layer 13 increases the pressure above artesian water to make up the pressure of the soil dug out after foundation pit 11 excavates, can push down artesian water
Prevent prominent gush of artesian water from breaking through 11 bottom of foundation pit；Soil layer between water proof reinforcing layer 13 and decompression reinforcing layer 12, due to four
Going along with sb. to guard him for all diaphram walls 112 and water proof reinforcing layer 13 and decompression reinforcing layer 12, has obstructed this and has been located at 13 He of water proof reinforcing layer
The connection being depressured between the soil layer and artesian aquifer between reinforcing layer 12, avoids the underground water in artesian aquifer from contributing to this and is located at
In water proof reinforcing layer 13 and decompression reinforcing layer 12, to ensure that this is located between water proof reinforcing layer 13 and decompression reinforcing layer 12
Water content in soil layer is certain, smaller to the pressure of decompression reinforcing layer 12, it is achieved that passing through water proof reinforcing layer 13 and drop
The linkage effect for pressing reinforcing layer 12, more accurately controls the pressure of artesian water, it is ensured that 11 bottom of foundation pit, which will not dash forward, gushes, and can guarantee
The stability of main structure.
Specifically, when pouring water proof reinforcing layer 13, further includes: pouring the bottom of water proof reinforcing layer 13 to diaphram wall
112 positions below, and the water proof reinforcing layer 13 lives the bottom of diaphram wall 112 lower than the part support of diaphram wall 112
Portion, can block the bottom of diaphram wall 112, largely prevent artesian water inflow decompression reinforcing layer 13 and water proof from adding
Gu between layer 12.
Preferably, the MJS is comprehensive jet grouting, influence of this method to surrounding body structure is smaller, energy
Enough it effectively prevent surface subsidence.
As a better embodiment of the invention, before forming water barrier reinforcing layer 13 using MJS, further includes:
Water barrier reinforcing layer 13 is calculated according to the elevation location of set depth and artesian aquifer 21 to excavation pit 11
Elevation of bottom, calculation formula are as follows:
∑ h γ s >=Fs γ wH, wherein
H is thickness (m) of the foundation pit bottom to layer soil each between artesian aquifer top surface,
γ s is average severe (kN/m of the foundation pit bottom to layer soil each between artesian aquifer top surface3),
H is the artesian head height (m) of artesian aquifer top surface or more,
γ w is the severe (kN/m of water3), take 10kN/m3,
Fs is foundation pit safety coefficient of piping, takes 1.00.
Preferably, when calculating the elevation of bottom of water barrier reinforcing layer 13, further includes:
Be arranged decompression reinforcing layer with a thickness of 3m, be arranged water barrier reinforcing layer with a thickness of 10m.
Further, when calculating the elevation of bottom of water barrier reinforcing layer 13, further includes:
The water jacking force of artesian aquifer 21 is calculated,
Pw=(- H3+H4) * γ w*Fs=(- H3+H4) * 10.0*1.0；
11 bottom of foundation pit is calculated to the earth pressure between 21 top surface of artesian aquifer,
Ps=∑ hi×γsi=(- H2+H1) * γ s1+(H2-H3)*γs2；
Wherein H1 is bottom of foundation ditch absolute altitude,
H2 is the elevation of bottom for being depressured reinforcing layer,
H3 is the elevation of bottom of water barrier reinforcing layer,
H4 is artesian aquifer initial water level absolute altitude,
γ s1 is the severe for being depressured reinforcing layer,
γ s2 is the severe of soil layer.
Specifically, bottom of foundation ditch γ s into the pressure gauge formula between artesian aquifer top surface1Take 20kN/m3, γ s2It takes
19.4kN/m3, (- H2+H1) is decompression reinforcing layer with a thickness of 3m；
Ps=3*20+ (H2-H3) * 19.4 is obtained after expansion；
Using * 19.4 >=(- H3+H4) * 10.0*1.0 of 3*20+ (H2-H3),
Wherein H2=H1+3 is given data, and H4 is also given data, and the value range of H3 can be obtained by inequality,
Choose suitable numerical value so that it is determined that water barrier reinforcing layer elevation of bottom.
Further, before excavation pit 11, further includes:
The dewatering well led between decompression reinforcing layer 12 and water barrier reinforcing layer 13 is set, decompression is extracted using dewatering well and adds
Gu the artesian water between layer 12 and water barrier reinforcing layer 13, and observe pressure-bearing between decompression reinforcing layer 12 and water barrier reinforcing layer 13
The situation of change of water water level is further ensured that and applies to examine the water proof effect of decompression reinforcing layer 12 and water barrier reinforcing layer 13
The safety of work, also can guarantee not there is sedimentation to threaten neighboring buildings.
Further, when installing support construction to foundation pit 11, further includes:
Install the inner support 111 of multiple tracks level successively inside foundation pit 11 with the cutting depth of foundation pit 11 to reinforce foundation pit 11
Two sidewalls, prevent inside foundation pit 11 collapse neighboring buildings are impacted.
A specific embodiment of the invention is as follows:
By taking the well of removing obstacles of rail traffic station two sides as an example, foundation pit to be onstructed is well of removing obstacles, since the foundation pit periphery is built
It builds as station, therefore the requirement to surface subsidence is high, subsidence range is not preferably greater than 2mm, it is not greater than 5mm, construction area
Artesian aquifer top surface absolute altitude is -23.92~-26.31m, and excavation of foundation pit is most as deep as 23.6m very close to artesian aquifer, according to existing
Place matter exploration data and water survey feedback, and pressure water drawdown, which need to reach the side 13.6m, can meet the security needs of excavation of foundation pit, this
Requirement of engineering excavates four foundation pits；
The elevation of bottom of water barrier reinforcing layer, the thickness of water barrier reinforcing layer are calculated according to ∑ h γ s >=Fs γ wH
10m is taken, the thickness for being depressured reinforcing layer takes 3m, and when calculating needs while considering the first artesian aquifer 211, second in artesian aquifer 21
The influence of artesian water in artesian aquifer 212 and insulating course 213；
For the second artesian aquifer 212, water pressure is Pw=(- H3+H4) * 10.0*1.0, wherein the actual value of H4 be-
1.50m, therefore Pw=(- H3-1.50) * 10.0*1.0, soil pressure are Ps=∑ hi×γsi=3*20+ (H2-H3) * 19.4, root
Factually border H1, H2=H1+3, and field ground absolute altitude is 3.79m, is computed the depth for obtaining H3 and actual setting, such as following table
It is shown, unit rice:
For the first artesian aquifer 211, the absolute altitude of the first artesian aquifer 211 is -24.58m, water pressure Pw=
(24.58-1.50) × 10.0 × 1.0=230.80kPa is respectively according to upper table data soil pressure
1#:Ps=∑ hi×γsi=3*20+ (24.58-22.047) * 19.4=109.14kPa,
2#:Ps=∑ hi×γsi=3*20+ (24.58-22.363) * 19.4=103.01kPa,
3#:Ps=∑ hi×γsi=3*20+ (24.58-22.271) * 19.4=104.79kPa,
4#:Ps=∑ hi×γsi=3*20+ (24.58-22.096) * 19.4=108.19kPa,
It is computed the water level depth for showing that artesian aquifer needs to decline, as shown in the table:
According to above-mentioned data, the top surface absolute altitude for determining the artesian water in artesian aquifer reaches flat when being -36m to -37m
Weigh point, and since field ground absolute altitude is+3.79m, the bottom depth of water barrier reinforcing layer need to reach 40.384m to 41.016m, i.e.,
2-3m or so below diaphragm wall located underground；
Since the bottom of diaphram wall 112 is located at the top of 212 bottom of the second artesian aquifer therefore cannot separate completely
Artesian aquifer 21, water barrier reinforcing layer 13 envelope the bottom of diaphram wall 112 to block the bottom of diaphram wall 112,
So that artesian water will not permeate from the lower section of diaphram wall 112, according to calculating data, the top of water barrier reinforcing layer 13
It is set to the position 4m above 112 bottom of diaphram wall, the bottom of water barrier reinforcing layer 13 is set to 112 bottom of diaphram wall
The position 1-4m below portion, decompression reinforcing layer 12 are poured since the bottom of foundation pit 11 to be excavated to 11 bottom part down 3m of foundation pit
Position, decompression reinforcing layer 12 and water barrier reinforcing layer 13 is injected into using Φ 2000mmMJS engineering method；
Decompression reinforcing layer 12 and water barrier reinforcing layer 13 formed interlayer within the scope of set dewatering well carry out artesian water every
Water compliance test result respectively lays a bite dewatering well in two angle points of each foundation pit 11, verifies water barrier reinforcing layer by pump-out
Water proof effect；
The height of the artesian water water surface, water-level observation time interval are drawn water and observed using suction pump are as follows: 1 ', 5 ',
10 ', 15 ', 20 ', 25 ', 30 ', 40 ', 50 ', 60 ', 90 ', 120 ', it is later primary every 30min observation, until every after 480 '
60min observation is primary, until every 2h observation is primary after 1200 ', until stopping pumping after stable level, observation restores water after stopping
Position, the same bailing test of time interval can carry out water-level high precision, highdensity detection using automation water level Acquisition Instrument, if
Front and back is twice, the changes in flow rate of observation is when being more than ± 5%, should adjust in time；
The excavation pit 11 after the artesian water water surface reaches design requirement, and inner support 111 is set inside foundation pit 11, it prevents
The stability of surrounding buildings is collapsed and then influenced inside foundation pit 11.
The present invention has been described in detail with reference to the accompanying drawings, those skilled in the art can be according to upper
It states and bright many variations example is made to the present invention.Thus, certain details in embodiment should not constitute limitation of the invention, this
Invention will be using the range that the appended claims define as protection scope of the present invention.
Claims (9)
1. a kind of construction method gushed for ultra-deep foundation pit protrusion-dispelling, which is characterized in that bottom of foundation ditch to be excavated is close to artesian water
Layer, the construction method include the following steps:
S11. diaphram wall is set around the region of the foundation pit to be excavated；
S12. water proof reinforcing layer, and the week of the water proof reinforcing layer are poured in the bottom position of the diaphram wall using MJS
Edge fits with the diaphram wall；
S13. using MJS, the hole bottom position of the foundation pit to be excavated pours decompression reinforcing layer above the water proof reinforcing layer,
And the week edge of the decompression reinforcing layer fits with the diaphram wall；
S14. it excavates the foundation pit and correspondence installs support construction.
2. the construction method gushed as described in claim 1 for ultra-deep foundation pit protrusion-dispelling, which is characterized in that pour the water proof and add
Gu when layer, further includes:
The bottom of the water proof reinforcing layer is poured to the bottom of diaphram wall position below, and the water proof is reinforced
Layer states the bottom of diaphram wall lower than the part support residence of the diaphram wall.
3. the construction method gushed as claimed in claim 2 for ultra-deep foundation pit protrusion-dispelling, which is characterized in that form institute using MJS
Before stating water barrier reinforcing layer, further includes:
The water barrier reinforcing layer is calculated according to the elevation location of the set depth to excavation pit and the artesian aquifer
Elevation of bottom, calculation formula is as follows:
∑ h γ s >=Fs γ wH, wherein
H is thickness (m) of the foundation pit bottom to layer soil each between artesian aquifer top surface；
γ s is average severe (kN/m of the foundation pit bottom to layer soil each between artesian aquifer top surface3)；
H is the artesian head height (m) of artesian aquifer top surface or more；
γ w is the severe (kN/m of water3), take 10kN/m3；
Fs is foundation pit safety coefficient of piping, takes 1.00.
4. the construction method gushed as claimed in claim 3 for ultra-deep foundation pit protrusion-dispelling, which is characterized in that calculate the water barrier
When the elevation of bottom of reinforcing layer, further includes:
Be arranged the decompression reinforcing layer with a thickness of 3m, be arranged the water barrier reinforcing layer with a thickness of 10m.
5. the construction method gushed as claimed in claim 4 for ultra-deep foundation pit protrusion-dispelling, which is characterized in that calculate the water barrier
When the elevation of bottom of reinforcing layer, further includes:
The water jacking force of the artesian aquifer is calculated,
Pw=(- H3+H4) * γ w*Fs=(- H3+H4) * 10.0*1.0；
The bottom of foundation ditch is calculated to the earth pressure between the artesian aquifer top surface,
Ps=∑ hi×γsi=(- H2+H1) * γ s1+(H2-H3)*γs2；
Wherein H1 is bottom of foundation ditch absolute altitude, and H2 is the elevation of bottom for being depressured reinforcing layer, and H3 is the elevation of bottom of water barrier reinforcing layer,
H4 is artesian aquifer initial water level absolute altitude, γ s1For the severe for being depressured reinforcing layer, γ s2For the severe of soil layer.
6. the construction method gushed as claimed in claim 5 for ultra-deep foundation pit protrusion-dispelling, which is characterized in that the bottom of foundation ditch is extremely
γ s in pressure gauge formula between the artesian aquifer top surface1Take 20kN/m3, γ s2Take 19.4kN/m3；
Ps=3*20+ (H2-H3) * 19.4 is obtained after expansion；
Obtain the value range of H3, using * 19.4 >=(- H3+H4) * 10.0*1.0 of 3*20+ (H2-H3) with the determination water barrier
The elevation of bottom of reinforcing layer.
7. the construction method gushed as described in claim 1 for ultra-deep foundation pit protrusion-dispelling, which is characterized in that excavate the foundation pit
Before, further includes:
The dewatering well led between the decompression reinforcing layer and the water barrier reinforcing layer is set, extracts the drop using dewatering well
The artesian water between reinforcing layer and the water barrier reinforcing layer is pressed, and observes the decompression reinforcing layer and the water barrier reinforcing layer
Between artesian water water level situation of change, thus examine it is described decompression reinforcing layer and the water barrier reinforcing layer water proof effect.
8. the construction method gushed as described in claim 1 for ultra-deep foundation pit protrusion-dispelling, which is characterized in that installed to the foundation pit
When support construction, further includes:
Install inner support successively inside the foundation pit with the cutting depth of the foundation pit to reinforce the two sidewalls of the foundation pit.
9. the construction method gushed as described in claim 1 for ultra-deep foundation pit protrusion-dispelling, which is characterized in that the MJS is Quan Fang
Position jet grouting.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112554216A (en) * | 2020-11-08 | 2021-03-26 | 上海市隧道工程轨道交通设计研究院 | Construction method for carrying out horizontal partition treatment on confined water in foundation pit engineering |
| CN112609707A (en) * | 2020-12-09 | 2021-04-06 | 中铁二十局集团第六工程有限公司 | Foundation pit leakage water treatment method |
| CN112813985A (en) * | 2021-01-04 | 2021-05-18 | 上海市机械施工集团有限公司 | Shallow gas protection method for foundation pit |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114703921A (en) * | 2020-09-11 | 2022-07-05 | 北京住总集团有限责任公司 | Construction method for preventing surge based on temporary bottom sealing structure |
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| CN112832278A (en) * | 2020-12-30 | 2021-05-25 | 中铁二十局集团第一工程有限公司 | Foundation pit, water-resisting structure and construction method thereof |
| CN112813985A (en) * | 2021-01-04 | 2021-05-18 | 上海市机械施工集团有限公司 | Shallow gas protection method for foundation pit |
| CN113235612A (en) * | 2021-05-17 | 2021-08-10 | 中铁二十四局集团有限公司 | Deep foundation pit supporting construction method for soft soil foundation high-pressure-bearing water environment adjacent to high-speed rail |
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Effective date of registration: 20221109 Address after: No. 1099, No. 5, Wan Ping Nan Road, Xuhui District, Shanghai Patentee after: SHANGHAI TUNNEL ENGINEERING Co.,Ltd. Patentee after: SHANGHAI TUNNEL ENGINEERING & RAIL TRANSIT DESIGN AND Research Institute Address before: No. 1099, No. 5, Wan Ping Nan Road, Xuhui District, Shanghai Patentee before: SHANGHAI TUNNEL ENGINEERING Co.,Ltd. |