CN108517893A - A kind of big cross section push pipe suitable under the conditions of shallow earthing wears river construction method - Google Patents
A kind of big cross section push pipe suitable under the conditions of shallow earthing wears river construction method Download PDFInfo
- Publication number
- CN108517893A CN108517893A CN201810264537.7A CN201810264537A CN108517893A CN 108517893 A CN108517893 A CN 108517893A CN 201810264537 A CN201810264537 A CN 201810264537A CN 108517893 A CN108517893 A CN 108517893A
- Authority
- CN
- China
- Prior art keywords
- floating plate
- phase
- cofferdam
- river
- pipe
- 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
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/063—Tunnels submerged into, or built in, open water
- E02D29/067—Floating tunnels; Submerged bridge-like tunnels, i.e. tunnels supported by piers or the like above the water-bed
Abstract
The present invention relates to trenchless engineering method and technology fields, specifically a kind of big cross section push pipe suitable under the conditions of shallow earthing wears river construction method, an active well is respectively built in quasi- river both sides of passing through, respectively as starting well and received well, and it is taken up in order of priority setting Temporary Cofferdam at starting well and received well position, and anti-floating plate is set in Temporary Cofferdam, remove the Temporary Cofferdam again after anti-floating plate is provided with, the range for the Temporary Cofferdam being arranged afterwards and the range for the Temporary Cofferdam being first arranged mutually overlap.The present invention compared with the existing technology, the advantage is that：It is passed through in river along push pipe axis construction anti-floating plate and anti-floating pile quasi- by several times using cofferdam, not only increase the safety of engineering, also reduce project cost, avoid the influence to push pipe normal construction, river can be passed through under the shallow overburden that general push pipe is difficult to carry out, very big benefit is brought for pipe-jacking project.
Description
[technical field]
The present invention relates to trenchless engineering method and technology fields, specifically a kind of suitable for big under the conditions of shallow earthing
Section push pipe wears river construction method.
[background technology]
When big cross section pipe-jacking project wears river under at present, top minimum thickness of earth covering H is to meet safety and anti-floating needs
Typically no less than 1.5 times of caliber.When pipe jacking tunnel section is larger, built environment has specifically limited, and practical thickness of earth covering can not
When meeting, if improper due to excavating the control of cabin supporting pressure in pipeline Crossing by Pipe Pushing Construction, front excavation face unstability is caused, is easy out
Existing riverbed is penetratingly formed funnel and causes push pipe head or tube coupling the infiltration even risk of active well Sand.In addition, river
Earthing is shallower to easily lead to during jacking construction that soil pressure is unbalanced up and down, and when jacking construction may cause push-bench and tube coupling to produce
The raw trend to float, it is difficult to control push pipe direction, there are the possibility of differential settlement after the completion of construction.
To avoid problem above, existing solution from including：1, deepen active well, increase thickness of earth covering；2, using adding
Add the improvement of the methods of cement, chemical grout to reinforce the through section soil body, improves mechanical property；3, freezed using pipe curtain, underwater template
Casting concrete float Structure etc..The construction cost that these methods not only greatly increase, and construction quality is difficult to ensure, is improved
The difficulty of jacking construction.
Therefore, it is necessary to design a kind of novel big cross section push pipe being suitable under the conditions of shallow earthing to wear river construction method.
[invention content]
It is an object of the invention to solve the deficiencies in the prior art, a kind of big cross section suitable under the conditions of shallow earthing is provided
Push pipe wears river construction method, be conducive to improve difficulty of construction when building tunnel under shallow earthing riverbed using pipe-jacking technology, at
Sheet and quality.
To achieve the goals above, a kind of big cross section push pipe suitable under the conditions of shallow earthing of design wears river construction method,
An active well is respectively built in quasi- river both sides of passing through, respectively as starting well and received well, and in starting well and receives well location
Setting Temporary Cofferdam is taken up in order of priority at the place of setting, and anti-floating plate is arranged in Temporary Cofferdam, and institute is removed again after anti-floating plate is provided with
The Temporary Cofferdam stated, the range for the Temporary Cofferdam being arranged afterwards and the range for the Temporary Cofferdam being first arranged mutually overlap.
The method comprises the following specific steps that：
Step 1: an active well of respectively constructing on the quasi- axis for passing through river both sides push pipe, one of them is starting well,
Another is received well.
Step 2: I phase Temporary Cofferdam of constructing since the side riverbank of neighbouring starting well.
Step 3: after the completion of I phase Temporary Cofferdam, using suction pump to gradually being drawn water in cofferdam, drawing water, it is laggard to complete
Row dredging.
Step 4: in the construction uplift pile of proposed pipe jacking tunnel outer contour both sides, it is extra to be clipped after the completion of uplift pile
Pile crown simultaneously exposes lengthways main steel bar.
Step 5: I phase anti-floating plate is bound on design position, it is by lengthways main steel bar that I phase anti-floating plate and uplift pile is preliminary
Formwork casting concrete after fixation, anti-floating plate is connected with uplift pile integral, can be returned after concrete reaches design strength
It bankets to original bed absolute altitude.
Step 6: I phase Temporary Cofferdam is removed, and from II phase Temporary Cofferdam of river other side construction, and made for II phase enclose temporarily
The range on weir and the range of I phase Temporary Cofferdam mutually overlap, it is ensured that I phase anti-floating plate exposes in II phase Temporary Cofferdam.
Step 7: repeat the above steps three-step 5 to carry out the construction of II phase anti-floating plate, and by II phase anti-floating plate and
I phase anti-floating plate pours as entirety, and II phase anti-floating plate removes II phase Temporary Cofferdam after constructing, and restores river.
Step 8: proceeding by jacking construction from starting well, gradually tunneled to received well, until proposed pipe jacking tunnel passes through
It is logical.
Step 9: by tunnel outer wall grouting methol around after the perforation of proposed pipe jacking tunnel, the soil body on the outside of tunnel
It is formed by curing a closed entirety, to form tunnel perimeter cement mortar stabilization zone, improves tunnel water proofing ability, and reduce the later stage
The soil body settles.
In the earthing for intending retaining certain depth above at jacking pipeline ceiling location when the step three further includes dredging.
The step three further includes pouring plain concrete cushion layer in river bed to ensure the flatness of anti-floating plate after dredging.
The step six further includes：It is built in the range of II phase Temporary Cofferdam and the range phase lap-joint of I phase Temporary Cofferdam
If earth cofferdam, the construction of cement buttress is correspondingly carried out on I phase anti-floating plate and II phase anti-floating plate and on cement buttress first
Steel-pipe pile is installed, in steel-pipe pile upper weld channel steel after installation is complete, and by the steel-pipe pile and II phase anti-floating plate on I phase anti-floating plate
On steel-pipe pile lateral connection be whole, bamboo curtain splint piece and geotextiles are then laid on the inside of two rows of steel-pipe piles, and carry out cofferdam and fill out
Soil finally fills rubble bulkhead in the upstream face offside of earth cofferdam.
The width B of the I phase anti-floating plate and II phase anti-floating plate is selected as the following formula：
In formula：The proposed pipe jacking tunnel height of h=；
The proposed pipe jacking tunnel width of b=；
h3=anti-floating board bottom portion is to tunnel top height；
The Temporary Cofferdam is constituted using double-row steel pipe stake, is mutually welded with channel steel on the outside of double-row steel pipe stake, double-row steel pipe
Stake inside uses steel wire rope to drawing, and the fill compaction inside double-row steel pipe stake.
The present invention compared with the existing technology, the advantage is that：
1, excavated volume is small：It is constructed using no-dig technique rectangular top pipe, it is only necessary to respectively build a job in quasi- river both sides of passing through
Well is avoided and is excavated along the line to being destroyed caused by river and river levee excavation, and reinforce section also need to only be excavated to proposed tunnel in cofferdam
Above road, cutting depth is smaller.
2, structure is reliable：Used anti-floating plate-uplift pile system ruggedized construction and float Structure as riverbed simultaneously,
Simple structure, reasonable stress.
3, quality controllable：It is constructed using half range riverbed, Temporary Cofferdam alternating construction drainage creates the condition of dry work,
Concrete placed under water is avoided, the concrete pouring quality of anti-floating plate is preferable.
4, cost-effective：Cofferdam method construction is relatively simple, after the completion recyclable part steel construction；It can be reduced using anti-floating plate
To other reinforcement measures in riverbed, while reducing the influence to jacking construction.
The present invention is passed through in river quasi- along push pipe axis construction anti-floating plate and anti-floating pile by several times using cofferdam, can effectively be prevented
Front supporting insufficient pressure causes " roof fall " to cause the destruction in riverbed and bottom of river channel thickness of earth covering deficiency when only push pipe passes through
Push pipe " raise up " phenomenon, not only increase the safety of engineering, also reduce project cost, avoid to push pipe normal construction
Influence, river can be passed through under the shallow overburden that general push pipe is difficult to carry out, bring very big benefit for pipe-jacking project.
[description of the drawings]
Fig. 1 is pipe jacking tunnel vertical section schematic diagram of the present invention.
Fig. 2 is the present invention I phase cofferdam and I phase anti-floating plate construction floor map.
Fig. 3 is the present invention I phase cofferdam and II phase cofferdam lap-joint earth cofferdam construction floor map.
Fig. 4 is that I phase cofferdam of the invention is converted to II phase cofferdam construction floor map.
Fig. 5 is the present invention II phase cofferdam and II phase anti-floating plate construction floor map.
Fig. 6 is earth cofferdam vertical section schematic diagram of the present invention.
Fig. 7 is anti-floating plate of the present invention and anti-floating pile schematic cross-sectional view.
Fig. 8 is schematic cross-sectional view after the completion of pipe jacking tunnel of the present invention.
In figure：1. starting well；2. received well；3. proposed pipe jacking tunnel；4. anti-floating plate；5. uplift pile；6. I phase cofferdam；7.Ⅰ
Phase anti-floating plate；8. rubble bulkhead；9. earth cofferdam；9-1. banketing；9-2. steel-pipe pile；9-3. channel steel；9-4. cement buttresses；9-5. bamboo
Curtain sheet and geotextiles；10. II phase cofferdam；11. II phase anti-floating plate；12. tunnel perimeter cement mortar stabilization zone.
[specific implementation mode]
The invention will be further described below in conjunction with the accompanying drawings, and the principle of this method is very for the people of this profession
Clearly.It should be appreciated that the specific embodiments described herein are merely illustrative of the present invention, it is not intended to limit the present invention.
As shown in Figure 1, the big cross section push pipe under the conditions of shallow earthing that the present invention designs is worn the construction method of river, it is shallow
Thickness of earth covering is the minimum thickness to riverbed bottom at the top of proposed pipe jacking tunnel.The construction method includes the following steps：
1, it respectively constructs on push pipe axis an active well in quasi- river both sides of passing through, one of them is that starting well one is
Received well.
2, as shown in Fig. 2, I phase Temporary Cofferdam of constructing since the side riverbank of neighbouring starting well, Temporary Cofferdam is rectangle,
Side connects with river levee, and the other side is goed deep into river, and double-row steel pipe stake, outer diameter of steel pipes 27.3cm can be used in cofferdam, and stake outside is adopted
It is welded with 20a channel steels and steel-pipe pile, using steel wire rope to drawing in stake, in the method for internal fill compaction.
3, I phase Temporary Cofferdam is completed, using suction pump to gradually being drawn water in cofferdam, progress dredging after the completion of drawing water,
Until being less than designed elevation, and it is h that need to retain certain depth above quasi- jacking pipeline top plate1Earthing, general h1>=0.5m,
Dredging back river bottom pour mold builds plain concrete cushion layer and ensures anti-floating plate flatness.
4, plain concrete cushion layer reaches and constructs uplift pile in proposed pipe jacking tunnel outer contour both sides after design strength, resistance to plucking
Stake should go deep into river bed supporting course, clip extra pile crown after the completion of uplift pile and expose longitudinal reinforcement, exposed length, which should meet, to be poured
There are enough withdrawal resistances that will not be extracted from anti-floating plate when building anti-floating plate.
5, I phase anti-floating slab muscle, and formwork casting concrete are bound on design position, and anti-floating plate is connected with uplift pile
It is integral, and in place setting in away from construction joint is retained at I phase Temporary Cofferdam 1m, construction joint should reserve reinforcing bar and connect with construction in later period
It is connected together, carries out reinforcing bar binding after dabbing processing should be carried out to concrete is completed when construction in later period, concrete reaches intensity
After can backfill to original bed absolute altitude, to the filled slope h of original bed bottom at the top of anti-floating plate1It is not preferably less than 1m, after preventing
Ship casts anchor, temporarily adjacent to the destruction of the factors such as engineering construction confrontation kickboard in river when phase runs.
6, as in Figure 3-5, I phase Temporary Cofferdam is removed, continues II phase Temporary Cofferdam of constructing from the river other side, two sections are enclosed
Weir range should be overlapped mutually, and lap-joint is constructed using earth cofferdam, while ensuring that I phase anti-floating plate exposes in II phase Temporary Cofferdam.
7, as shown in fig. 6, earth cofferdam includes：It bankets, steel-pipe pile, channel steel, cement buttress, bamboo curtain splint piece and geotextiles.First
Precalculated position construction and installs steel-pipe pile at cement buttress on it on I phase anti-floating plate, in steel-pipe pile upper weld channel steel, by steel
Pile pile is laterally linked as entirety, is then laid with bamboo curtain splint piece and geotextiles on the inside of successively two rows of steel-pipe piles, completes cofferdam and bankets, most
Afterwards rubble bulkhead is filled in earth cofferdam future upstream face offside.
8,3~5 are repeated the above steps as shown in Figure 5 until the construction of II phase anti-floating plate finishes, and when construction should be by II phase anti-floating
Plate and I phase anti-floating plate pour as entirety, until all construction finishes anti-floating plate in river, remove II phase Temporary Cofferdam and fortifield village
River is restored on weir, should cut out channel steel first when removing earth cofferdam, then extract steel-pipe pile, pulling out the stake holes left should return in time
It fills out, finally excavates and banket, restore to original bed absolute altitude.
9, jacking construction is proceeded by from starting well 1, is gradually tunneled to received well, until proposed pipe jacking tunnel penetrates through, be
Surface pressure is excavated in preferable control, preferably selects slurry-water balance type push bench process, and driving is appropriate to the occasion to properly increase the pressure excavated in storehouse, subtracts
Small unearthed rate prevents push-bench from, because supporting insufficient pressure is collapsed into excavation cabin, forming hole to the soil body between anti-floating plate.
10, as shown in Figure 8 after proposed pipe jacking tunnel perforation by outer wall surrounding grouting methol, the soil body on the outside of tunnel is consolidated
Change and form a closed entirety, form tunnel perimeter cement mortar stabilization zone, improve tunnel water proofing ability, it is heavy to reduce the later stage soil body
Drop, shown cement mortar should control the ratio of mud and add the additives such as retarder and water-reducing agent, improve the concrete castability of cement, avoided
Early hardening.
The anti-floating plate width B as shown in Figure 7 is preferably selected as the following formula：
In formula：The proposed pipe jacking tunnel height of h=；
The proposed pipe jacking tunnel width of b=；
h3=anti-floating board bottom portion is to tunnel top height；
Claims (8)
1. a kind of big cross section push pipe suitable under the conditions of shallow earthing wears river construction method, it is characterised in that pass through river two quasi-
An active well is respectively built in side, respectively as starting well and received well, and is taken up in order of priority and sets at starting well and received well position
Temporary Cofferdam is set, and anti-floating plate is set in Temporary Cofferdam, removes the Temporary Cofferdam again after anti-floating plate is provided with, after
The range of the Temporary Cofferdam of setting and the range for the Temporary Cofferdam being first arranged mutually overlap.
2. the big cross section push pipe under the conditions of being suitable for shallow earthing as described in claim 1 wears river construction method, it is characterised in that
The method comprises the following specific steps that：
Step 1: an active well of respectively constructing on the quasi- axis for passing through river both sides push pipe, one of them is starting well, another
A is received well；
Step 2: I phase Temporary Cofferdam of constructing since the side riverbank of neighbouring starting well；
Step 3: after the completion of I phase Temporary Cofferdam, using suction pump to gradually being drawn water in cofferdam, carried out after the completion of drawing water clear
It becomes silted up；
Step 4: in the construction uplift pile of proposed pipe jacking tunnel outer contour both sides, extra pile crown is clipped after the completion of uplift pile
And expose lengthways main steel bar；
Step 5: I phase anti-floating plate is bound on design position, it is by lengthways main steel bar that I phase anti-floating plate and uplift pile is tentatively fixed
Formwork casting concrete afterwards, anti-floating plate is connected with uplift pile it is integral, can backfill after concrete reaches design strength
To original bed absolute altitude；
Step 6: I phase Temporary Cofferdam is removed, and from II phase Temporary Cofferdam of river other side construction, and make II phase Temporary Cofferdam
Range and the range of I phase Temporary Cofferdam mutually overlap, it is ensured that I phase anti-floating plate exposes in II phase Temporary Cofferdam；
Step 7: repeat the above steps three-step 5 to carry out the construction of II phase anti-floating plate, and by II phase anti-floating plate and I phase
Anti-floating plate pours as entirety, and II phase anti-floating plate removes II phase Temporary Cofferdam after constructing, and restores river；
Step 8: proceeding by jacking construction from starting well, gradually tunneled to received well, until proposed pipe jacking tunnel penetrates through.
3. the big cross section push pipe under the conditions of being suitable for shallow earthing as claimed in claim 2 wears river construction method, it is characterised in that
The method further includes：
Step 9: by tunnel outer wall grouting methol around after the perforation of proposed pipe jacking tunnel, the soil body cures on the outside of tunnel
A closed entirety is formed, to form tunnel perimeter cement mortar stabilization zone, improves tunnel water proofing ability, and reduce the later stage soil body
Sedimentation.
4. the big cross section push pipe under the conditions of being suitable for shallow earthing as claimed in claim 2 wears river construction method, it is characterised in that
In the earthing for intending retaining certain depth above at jacking pipeline ceiling location when the step three further includes dredging.
5. the big cross section push pipe under the conditions of being suitable for shallow earthing as claimed in claim 2 wears river construction method, it is characterised in that
The step three further includes pouring plain concrete cushion layer in river bed to ensure the flatness of anti-floating plate after dredging.
6. the big cross section push pipe under the conditions of being suitable for shallow earthing as claimed in claim 2 wears river construction method, it is characterised in that
The step six further includes：Earth cofferdam is built in the range of II phase Temporary Cofferdam and the range phase lap-joint of I phase Temporary Cofferdam,
The construction of cement buttress is correspondingly carried out on I phase anti-floating plate and II phase anti-floating plate and steel pipe is installed on cement buttress first
Stake, in steel-pipe pile upper weld channel steel after installation is complete, and by the steel pipe on the steel-pipe pile and II phase anti-floating plate on I phase anti-floating plate
Stake lateral connection is whole, bamboo curtain splint piece and geotextiles is then laid on the inside of two rows of steel-pipe piles, and carry out cofferdam and banket, finally existed
The upstream face offside of earth cofferdam fills rubble bulkhead.
7. the big cross section push pipe under the conditions of being suitable for shallow earthing as claimed in claim 1 or 2 wears river construction method, feature exists
It is selected as the following formula in the width B of the I phase anti-floating plate and II phase anti-floating plate：
In formula：The proposed pipe jacking tunnel height of h=；
The proposed pipe jacking tunnel width of b=；
h3=anti-floating board bottom portion is to tunnel top height；
=soil body internal friction angle.
8. the big cross section push pipe under the conditions of being suitable for shallow earthing as claimed in claim 1 or 2 wears river construction method, feature exists
It is constituted using double-row steel pipe stake in the Temporary Cofferdam, is mutually welded with channel steel on the outside of double-row steel pipe stake, on the inside of double-row steel pipe stake
Using steel wire rope to drawing, and the fill compaction inside double-row steel pipe stake.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810264537.7A CN108517893A (en) | 2018-03-28 | 2018-03-28 | A kind of big cross section push pipe suitable under the conditions of shallow earthing wears river construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810264537.7A CN108517893A (en) | 2018-03-28 | 2018-03-28 | A kind of big cross section push pipe suitable under the conditions of shallow earthing wears river construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108517893A true CN108517893A (en) | 2018-09-11 |
Family
ID=63430650
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810264537.7A Pending CN108517893A (en) | 2018-03-28 | 2018-03-28 | A kind of big cross section push pipe suitable under the conditions of shallow earthing wears river construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108517893A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110359540A (en) * | 2019-08-02 | 2019-10-22 | 中铁建设集团北京工程有限公司 | A kind of shallow earthing Large Diameter Pipeline high water level wears the artificial jacking construction engineering method of existing road |
| CN113863968A (en) * | 2021-11-29 | 2021-12-31 | 中国铁路设计集团有限公司 | Anti-floating construction method for pipe jacking method assembly type subway station |
| CN114032934A (en) * | 2021-11-23 | 2022-02-11 | 中铁七局集团有限公司 | Safe riverway cofferdam and construction method thereof |
| CN110359540B (en) * | 2019-08-02 | 2024-04-19 | 中铁建设集团北京工程有限公司 | Manual pipe jacking construction method for shallow-covered large-pipe-diameter high-water-level existing road |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3733520A1 (en) * | 1987-10-03 | 1989-04-13 | Kordes & Partner Beratende Ing | Safety dam for the drivage of underwater tunnels in compressed air |
| CN102409688A (en) * | 2011-08-16 | 2012-04-11 | 中建三局建设工程股份有限公司 | Construction method of steel plate pile cofferdam |
| CN202644551U (en) * | 2012-05-24 | 2013-01-02 | 浙江省第一水电建设集团股份有限公司 | Steel pipe pile cofferdam structure |
| CN103243725A (en) * | 2013-04-26 | 2013-08-14 | 中铁隧道集团有限公司 | Offshore foundation pit cofferdam construction technology |
| CN104533434A (en) * | 2014-12-28 | 2015-04-22 | 上海隧道工程股份有限公司 | Construction method of rectangular ultra-shallow covered soil tunnel |
| CN105003270A (en) * | 2015-07-30 | 2015-10-28 | 中铁第四勘察设计院集团有限公司 | Underwater tunnel construction method suitable for ultra-shallow earthing conditions |
-
2018
- 2018-03-28 CN CN201810264537.7A patent/CN108517893A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3733520A1 (en) * | 1987-10-03 | 1989-04-13 | Kordes & Partner Beratende Ing | Safety dam for the drivage of underwater tunnels in compressed air |
| CN102409688A (en) * | 2011-08-16 | 2012-04-11 | 中建三局建设工程股份有限公司 | Construction method of steel plate pile cofferdam |
| CN202644551U (en) * | 2012-05-24 | 2013-01-02 | 浙江省第一水电建设集团股份有限公司 | Steel pipe pile cofferdam structure |
| CN103243725A (en) * | 2013-04-26 | 2013-08-14 | 中铁隧道集团有限公司 | Offshore foundation pit cofferdam construction technology |
| CN104533434A (en) * | 2014-12-28 | 2015-04-22 | 上海隧道工程股份有限公司 | Construction method of rectangular ultra-shallow covered soil tunnel |
| CN105003270A (en) * | 2015-07-30 | 2015-10-28 | 中铁第四勘察设计院集团有限公司 | Underwater tunnel construction method suitable for ultra-shallow earthing conditions |
Non-Patent Citations (1)
| Title |
|---|
| 宋艺: "地铁区间隧道浅覆土下穿水库方案设计", 《铁道标准设计》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110359540A (en) * | 2019-08-02 | 2019-10-22 | 中铁建设集团北京工程有限公司 | A kind of shallow earthing Large Diameter Pipeline high water level wears the artificial jacking construction engineering method of existing road |
| CN110359540B (en) * | 2019-08-02 | 2024-04-19 | 中铁建设集团北京工程有限公司 | Manual pipe jacking construction method for shallow-covered large-pipe-diameter high-water-level existing road |
| CN114032934A (en) * | 2021-11-23 | 2022-02-11 | 中铁七局集团有限公司 | Safe riverway cofferdam and construction method thereof |
| CN113863968A (en) * | 2021-11-29 | 2021-12-31 | 中国铁路设计集团有限公司 | Anti-floating construction method for pipe jacking method assembly type subway station |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101503882B (en) | Construction method for underground continuous wall with conjoined reinforcing cage by topdown construction method | |
| CN207512745U (en) | A kind of caisson device and its foundation pit structure | |
| CN106351230B (en) | Soft clay area basement construction method for supporting | |
| CN104895093B (en) | A kind of half coercion underground continuous wall and its construction method | |
| CN110778328B (en) | Loess tunnel entrance section construction method for passing through landslide body | |
| CN111119128B (en) | Danger-removing, reinforcing and seepage-proofing method for natural rock-fill dam of barrier lake | |
| CN111560962A (en) | Backfill area foundation pit supporting structure and construction method thereof | |
| CN104452829A (en) | Piled raft foundation anti-floating structure and construction method | |
| WO2023213117A1 (en) | Widening structure and construction method for existing subgrade embankment wall section near river | |
| CN104631440A (en) | Stiffening core lengthening foundation pit support structure for existing large-diameter bored concrete pile and construction method | |
| CN108517893A (en) | A kind of big cross section push pipe suitable under the conditions of shallow earthing wears river construction method | |
| CN114575355A (en) | Soil protection and descent construction method | |
| CN205296209U (en) | Prestressed anchorage cable assembled stake siding wall protective structure | |
| CN104480945B (en) | A kind of foundation ditch reversed construction method | |
| CN104499489B (en) | Foundation pit construction method | |
| CN105484270B (en) | Reinforcement protection construction method of high steep old rubble retaining wall adjacent to deep foundation pit | |
| CN105113513B (en) | Anti-seepage foundation pit supporting structure and construction method | |
| CN108316237B (en) | Revetment retaining wall | |
| CN110258600A (en) | A kind of vertical cofferdam construction engineering method suitable for deep water waters | |
| CN105350547A (en) | Method applicable to inter-pile soil support of slope protection pile | |
| CN106498951B (en) | A kind of shaft excavation construction method | |
| CN109653223A (en) | River anti-floating weighting board construction method | |
| CN110792440B (en) | Construction method of water-rich loess tunnel penetrating through loess towards valley | |
| CN115110959A (en) | Restraint measure of pipe curtain and construction process thereof | |
| CN209339104U (en) | The perpendicular rib crib dam of elasticity |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20180911 |
|
| RJ01 | Rejection of invention patent application after publication |