CN205954632U - Pipeline crosses supporting construction of foundation ditch department in rich water sand layer - Google Patents
Pipeline crosses supporting construction of foundation ditch department in rich water sand layer Download PDFInfo
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- CN205954632U CN205954632U CN201620907434.4U CN201620907434U CN205954632U CN 205954632 U CN205954632 U CN 205954632U CN 201620907434 U CN201620907434 U CN 201620907434U CN 205954632 U CN205954632 U CN 205954632U
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- foundation ditch
- pipeline
- supporting construction
- sand layer
- water
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Abstract
The utility model discloses a pipeline crosses supporting construction of foundation ditch department in rich water sand layer, including set up foundation pit retaining structure pipeline breach department spout stake, steel bow member, shotcrete soon, the steel bow member is firm with the H shaped steel welding of end SMW worker method stake, adopts the splice bar to connect between each layer steel bow member, then lays reinforcing bar net piece, reinforcing bar net piece carries out spot welding with the steel bow member to be connected, the structural construction shotcrete formation supporting construction of steel bow member, splice bar, reinforcing bar net piece constitution. The utility model provides an excavation problem under the foundation ditch unclosed condition under the condition of rich water sand layer.
Description
Technical field
This utility model is related to pipeline in a kind of water-rich sand layer and crosses supporting construction at foundation ditch, belongs to building construction technology neck
Domain.
Background technology
Nanchang City's red paddy tunnel engineering, positioned between Nanchang City, Jiangxi Province Nanchang bridge and August I Bridge (away from Nanchang bridge
About 1.4km, away from August I Bridge about 2.3km), connect Hong Gu beach new district and eastern bank old town.Tunnel starting point is located at main road in Fenghe
With Joyous Garden road crossing east side, circuit from West to East along below Joyous Garden road lay, main road in lower Chuan Hongguzhong main road, Ganjiang River, and
Pass through Ganjiang River so that straight line is linear, eastern bank connects riverine middle main road, Zhongshan Road West, Chaoyang Road respectively with underground interchange form.Then
Road main line total length 2650m, engineering presses city thoroughfare, the design of two-way six-lane standard, designed driving speed main line 50km/h, circle
Road 30km/h.
This tunnel NK0+625～NK0+665 section building enclosure adopts SMW engineering method stake, is located at tunnel main line pump house, is at this
Tunnel secretly buries the opening paragraph of section.Foundation ditch depth capacity is 12.5m, arranges twice bracing members from top to bottom, supports longitudinal 3.5m
Spacing.Foundation ditch maximum span 25.5m, positioned at main line and pump house junction, has 8 200mm forceful electric power pipelines to cross foundation ditch, pipe herein
Line bottom elevation, in subsurface 6.5m, crosses the side wall of tunnel main line and pump house.When carrying out this section of SMW engineering method pile driving construction, due to
Pipeline crosses both sides building enclosure, and building enclosure disconnects 3.5m at pipeline and cannot construct.It is thick during in this section of foundation ditch, bottom is all
Sand, both sides are the rainfall and sewage pipes of reconstruction, and periphery is high-end residential cell, and surface water enriches, and exists and gush after excavation of foundation pit 2m
Water, gush sand phenomenon, be tentatively found to be raw sewage pipe and there are leakage scenarios.
Utility model content
In order to solve building enclosure unclosed in the case of, Sand problem in Excavation Process, this utility model
Provide pipeline in a kind of water-rich sand layer and cross supporting construction at foundation ditch, in the unclosed place in pipeline both sides construction high-pressure rotary jet grouting pile
Mode is reinforced, and foundation ditch stage excavation simultaneously adopts I25b I-steel bow member+bar-mat reinforcement+concrete spraying support, solves richness
Excavation Problems under the conditions of foundation ditch is unclosed under the conditions of water sand layer.
Excavation of foundation pit on earth after, move because live pipeline cannot change, agent structure side wall cannot normally apply.We adopt
With the mode of reserved 1.5m × 1.5m hole, first pour the side wall concrete beyond pipeline hole, finally treat that pipeline all changes and move
And after the completion of cutting, carry out concreting at pipeline.
This utility model is using following technical proposals come realizing.In a kind of water-rich sand layer, pipeline crosses supporting knot at foundation ditch
Structure, including being arranged on the rotary churning pile of foundation pit enclosure structure pipeline indentation, there, steel arch-shelf, gunite concrete, steel arch-shelf and termination SMW
Engineering method stake H profile steel welding firm, between each layer steel arch-shelf adopt dowel connect, then lay reinforced mesh, reinforced mesh with
Steel arch-shelf carries out spot welding connection, and in steel arch-shelf, dowel, the structure of reinforced mesh composition, construction gunite concrete forms supporting knot
Structure.
Further preferably, described rotary churning pile and pipeline two outer edge distance, not less than 20cm, drop in rotary churning pile periphery setting
Well.
Further preferably, also include grouting pipe；Sharp cone distal is made in grouting pipe front end, every 15cm blossom type on tube wall
Jewel hole, a diameter of 6mm of eyelet, tail length is not less than 50cm as the only slurry section do not holed, and grouting pipe is welded with steel arch-shelf
Firm.
Further preferably, headroom 10cm between described steel arch-shelf length is more than the H profile steel of SMW engineering method stake, dowel spacing
50cm；The mesh spacing 15cm*15cm of reinforced mesh.
Technique effect of the present utility model：Reinforced in the mode of the unclosed place in pipeline both sides construction high-pressure rotary jet grouting pile,
Foundation ditch stage excavation simultaneously adopts I25b I-steel bow member+bar-mat reinforcement+concrete spraying support, solves base under the conditions of water-rich sand layer
Excavation Problems under the conditions of hole is unclosed.This utility model solves foundation ditch and cannot be migrated by pipeline to be affected, and building enclosure cannot
Closing, foundation ditch Sand is serious, the difficult problem that agent structure cannot normally apply.
Brief description
Fig. 1 is foundation ditch and pipeline plan-position figure；
Fig. 2 is foundation ditch inner structure and pipeline cross section figure；
Fig. 3 is that rotary churning pile reinforces plane graph；
Fig. 4 is building enclosure indentation, there supporting elevation；
Fig. 5 is reserved cavern figure at side wall pipeline.
In figure：1.SMW engineering method stake, 2. forceful electric power pipeline, 3. structure roof, 4. structure side wall, 5. structure base slab, 6. churning
Stake, 7. dewatering well, 8. steel arch-shelf, 9. dowel, 10. reinforced mesh, 11.H shaped steel, 12. steel plate for sealing water.
Specific embodiment
With reference to specific embodiment, this utility model is elaborated.
With reference to Fig. 3 and Fig. 3, in a kind of water-rich sand layer, pipeline crosses supporting construction at foundation ditch, including being arranged on foundation pit enclosure
The H of the rotary churning pile (6) of structural pipeline indentation, there, steel arch-shelf (8), gunite concrete, steel arch-shelf (8) and termination SMW engineering method stake (1)
Shaped steel (11) welding is firm, adopts dowel (9) to connect, then laying reinforced mesh (10), bar-mat reinforcement between each layer steel arch-shelf (8)
Piece (10) carries out spot welding with steel arch-shelf (8) and is connected, and the structure that steel arch-shelf (8), dowel (9), reinforced mesh (10) form is applied
Work gunite concrete forms supporting construction.Also include grouting pipe；Sharp cone distal is made in grouting pipe front end, every 15cm on tube wall
Blossom type jewel hole, a diameter of 6mm of eyelet, tail length is not less than 50cm as only slurry section, grouting pipe and the steel arch do not holed
Frame (8) welding is firm.
Below form of construction work and concrete structure are elaborated.
In a kind of water-rich sand layer, pipeline crosses the construction method at foundation ditch, and step is as follows：
Step one：Carry out earth's surface jet grouting pile construction, building enclosure indentation, there is reinforced；
Step 2：Foundation ditch stage excavation and supporting, are excavated to pipeline bottom；
Step 3：It is excavated near pipeline, foundation ditch behind carries out grouting with small pipe.
Step 4：Carry out forceful electric power pipeline and hang protection, be then excavated to bottom of foundation ditch.
Step 5：Carry out bed course and structure base slab construction；
Step 6：Reserve cavern at side wall pipeline, carry out side wall and concrete roof pours；
Step 7：Pipeline cuts, and carries out hole waterproof, reinforcing bar and concrete and applies.
Elaborate referring to Fig. 1-5 pair of this utility model.
First, earth's surface rotary churning pile is reinforced
See figures.1.and.2, set three pipe high-pressure rotary jet grouting piles (6) in foundation pit enclosure structure forceful electric power pipeline indentation, there and reinforce, rotation
Spraying stake (6) specification isCement mixing content 25%, bottom enters middle decomposed rock 0.5m, and stake top is ground elevation.Rotary churning pile
(6) reinforce it is considered to rotary churning pile (6) construction precision and forceful electric power pipeline (2) deviation, rotary churning pile (6) from both sides toward forceful electric power pipeline (2) place
With forceful electric power pipeline (2) two outer edge distance not less than 20cm.For strengthening stagnant water effect, rotary churning pile (6), using multiple pressure spray process, often sprays
Decline 3m after penetrating 6m, so repeatedly constantly carry out.Put pressure spray process adopting near forceful electric power pipeline (2) place one row's rotary churning pile (6), with
Improve the consolidation effect at forceful electric power pipeline (2) place.Meanwhile, in rotary churning pile (6) periphery setting dewatering well (7), reduce the underground of periphery
Water level, reduces the water pressure of Excavation Process.
2nd, earth excavation and supporting
With reference to Fig. 4, foundation ditch adopts hand fit's digging machine relay to excavate, every layer of cutting depth 50cm.Adopt at rotary churning pile
Excavated with artificial pneumatic pick, remainder can digging machine carry out, using the long-armed digging machine of little digging machine+18m by direct for dregs entrucking.Manually will
Earth excavation out after, immediately install I25 I-steel bow member (8), the H profile steel more than SMW engineering method stake (1) for steel arch-shelf (8) length
(11) headroom 10cm between, steel arch-shelf (8) is firm with H profile steel (11) welding of termination SMW engineering method stake (1).Upper and lower layer steel arch-shelf
(8) adopt betweenDowel (9) connects, dowel (9) spacing 50cm.Then layReinforced mesh (10), mesh spacing
15cm*15cm, ground machines in advance, and reinforced mesh (10) should carry out spot welding with steel arch-shelf (8) and be connected.Apply after installation
Work 30cm thickness C20 gunite concrete, sprayed from bottom to top, after the completion of remove unnecessary Gunning material.
3rd, radial grouting in foundation ditch
When near earth excavation to forceful electric power pipeline (2), before gunite concrete, interval 1.5m installs slip casting ductule.
Ductule adoptsHot rolled seamless steel tube, wall thickness 3.5mm, sharp cone distal is made in front end, and tube wall bores every 15cm blossom type
Eye, a diameter of 6mm of eyelet, tail length is not less than 50cm as the only slurry section do not holed, firm with steel arch-shelf welding.Installation is adopted
With rock drill boring, ductule, compared with designing big more than the 20mm of conduit caliber, is then headed into the hole back of the body soil body by aperture.Using grouting pump
Grouting methol, deposit in first flush pipe before slip casting.Note 1: 1 cement mortar or dual slurry, grouting pressure is 0.5～1.0Mpa.
4th, forceful electric power pipeline hangs protection
Excavation of foundation pit, to forceful electric power pipeline bottom, suspends immediately and excavates, and forceful electric power pipeline (2) is carried out hanging protection.Due to strong
Electric line (2) place building enclosure disconnects, and designs first for bracing members it is impossible to hang bracing members.We are sharp through calculating
With the straddle truck of 10t across foundation ditch, as the girder hanging forceful electric power pipeline (2), will be strong using special suspender belt and 18mm steel wire rope
Electric line suspention is got up, and can carry out the following earth excavation of forceful electric power pipeline (2).
5th, bed course and structure base slab construction
After the completion of forceful electric power pipeline (2) protection, continue to excavate on earth according to the method that 0.5m is layered supporting, pour 15cm thick
C20 concrete cushion, paving sends out splash guard and casting concrete protective layer；Carry out agent structure baseplate reinforcing bar after the completion of bed course to tie up
Bundle, model sheetinstallat and concreting, reach dismounting bracing members after intensity requirement after base plate, carry out structure side wall reinforcing bar binding.
6th, side wall and top board construction
With reference to Fig. 5, because 8 forceful electric power pipelines (2) cross structure both sides side wall, under conditions of pipeline cannot move and change, I
Sidewall section reserve 1.5m × 1.5m hole as after-pouring band.Splash guard and reinforcing bar here disconnect, in girth seam
Part installs steel plate for sealing water (12), carries out hole model sheetinstallat, reserved 200mm steel pipe, as follow-up pouring hole, then pours side
Wall concrete and concrete roof.
7th, reserving hole concreting
After the completion of pipeline moves and changes, forceful electric power pipeline (2) in side wall is cut off, basal plane mortar levelling is laid side wall and prevented
Water plate.Remaining reinforcing bar is installed by reserved joint, at steel plate for sealing water (12) place, rainwater expansion sealing strip is installed, carries out hole mould
Plate is installed, and pours hole inner concrete.
This utility model core is that solution foundation ditch cannot be migrated by pipeline to be affected, and building enclosure cannot be closed, and foundation ditch gushes
Swelling sand is serious, the difficult problem that agent structure cannot normally apply.Although it is of the present utility model by reference to Description of Drawings above
Embodiment, it will be recognized to those skilled in the art that in the case of without departing from this utility model scope and spirit, Ke Yigen
According to practical situation, this utility model is made with various different modifications and variations.It will therefore be appreciated that the above embodiments are not
Limit, but the illustration of various aspects.
Claims (7)
1. in a kind of water-rich sand layer pipeline cross supporting construction at foundation ditch it is characterised in that：Including being arranged on foundation pit enclosure structure
The rotary churning pile of pipeline indentation, there, steel arch-shelf, gunite concrete, steel arch-shelf is firm with the H profile steel welding of termination SMW engineering method stake, respectively
Connected using dowel between layer steel arch-shelf, then lay reinforced mesh, reinforced mesh carries out spot welding with steel arch-shelf and is connected, steel arch
In frame, dowel, the structure of reinforced mesh composition, construction gunite concrete forms supporting construction.
2. in water-rich sand layer according to claim 1 pipeline cross supporting construction at foundation ditch it is characterised in that：Described churning
Stake and pipeline two outer edge distance, not less than 20cm, arrange dewatering well in rotary churning pile periphery.
3. in water-rich sand layer according to claim 1 pipeline cross supporting construction at foundation ditch it is characterised in that：Also include noting
Slurry conduit, it is firm that grouting pipe and steel arch-shelf weld.
4. in water-rich sand layer according to claim 3 pipeline cross supporting construction at foundation ditch it is characterised in that：Grouting pipe
Sharp cone distal is made in front end, every 15cm blossom type jewel hole on tube wall, a diameter of 6mm of eyelet, and tail length is not less than 50cm conduct
The only slurry section do not holed.
5. in water-rich sand layer according to claim 1 pipeline cross supporting construction at foundation ditch it is characterised in that：Described steel arch
Frame length more than the H profile steel of SMW engineering method stake between headroom 10cm.
6. in water-rich sand layer according to claim 1 pipeline cross supporting construction at foundation ditch it is characterised in that：Described connection
Muscle spacing 50cm.
7. in water-rich sand layer according to claim 1 pipeline cross supporting construction at foundation ditch it is characterised in that：Described reinforcing bar
The mesh spacing 15cm*15cm of mesh sheet.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620907434.4U CN205954632U (en) | 2016-08-18 | 2016-08-18 | Pipeline crosses supporting construction of foundation ditch department in rich water sand layer |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620907434.4U CN205954632U (en) | 2016-08-18 | 2016-08-18 | Pipeline crosses supporting construction of foundation ditch department in rich water sand layer |
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| Publication Number | Publication Date |
|---|---|
| CN205954632U true CN205954632U (en) | 2017-02-15 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620907434.4U Expired - Fee Related CN205954632U (en) | 2016-08-18 | 2016-08-18 | Pipeline crosses supporting construction of foundation ditch department in rich water sand layer |
Country Status (1)
| Country | Link |
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| CN (1) | CN205954632U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110453687A (en) * | 2019-07-31 | 2019-11-15 | 南京林业大学 | A kind of Metro station excavation excavates the protection structure and construction method of pipeline |
| CN111648373A (en) * | 2020-05-15 | 2020-09-11 | 中铁六局集团有限公司 | Excavation supporting construction process for water-rich deep foundation pit fender pile gap |
-
2016
- 2016-08-18 CN CN201620907434.4U patent/CN205954632U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110453687A (en) * | 2019-07-31 | 2019-11-15 | 南京林业大学 | A kind of Metro station excavation excavates the protection structure and construction method of pipeline |
| CN110453687B (en) * | 2019-07-31 | 2024-03-19 | 南京林业大学 | Protection structure of subway station foundation pit excavation pipeline and construction method |
| CN111648373A (en) * | 2020-05-15 | 2020-09-11 | 中铁六局集团有限公司 | Excavation supporting construction process for water-rich deep foundation pit fender pile gap |
| CN111648373B (en) * | 2020-05-15 | 2021-11-09 | 中铁六局集团有限公司 | Excavation supporting construction process for water-rich deep foundation pit fender pile gap |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20170215 Termination date: 20180818 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |