CN107165173A - A kind of foundation pit supporting system and its construction method - Google Patents
A kind of foundation pit supporting system and its construction method Download PDFInfo
- Publication number
- CN107165173A CN107165173A CN201710585673.1A CN201710585673A CN107165173A CN 107165173 A CN107165173 A CN 107165173A CN 201710585673 A CN201710585673 A CN 201710585673A CN 107165173 A CN107165173 A CN 107165173A
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- Prior art keywords
- pile
- prestressed pipe
- anchor pole
- ground cover
- foundation pit
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- 238000010276 construction Methods 0.000 title claims abstract description 43
- 239000004568 cement Substances 0.000 claims abstract description 59
- 239000002689 soil Substances 0.000 claims abstract description 45
- 239000003351 stiffener Substances 0.000 claims abstract description 28
- 238000002156 mixing Methods 0.000 claims abstract description 23
- 238000013461 design Methods 0.000 claims description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 13
- 238000007569 slipcasting Methods 0.000 claims description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 238000009412 basement excavation Methods 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- 238000005553 drilling Methods 0.000 claims description 6
- 239000013049 sediment Substances 0.000 claims description 5
- 238000004140 cleaning Methods 0.000 claims description 4
- 239000003673 groundwater Substances 0.000 claims description 4
- 238000000034 method Methods 0.000 claims description 4
- 238000001556 precipitation Methods 0.000 claims description 4
- 238000003756 stirring Methods 0.000 claims description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 239000004927 clay Substances 0.000 claims 1
- 210000003205 muscle Anatomy 0.000 claims 1
- 239000007787 solid Substances 0.000 claims 1
- 238000005516 engineering process Methods 0.000 description 4
- 239000011150 reinforced concrete Substances 0.000 description 4
- 239000002002 slurry Substances 0.000 description 3
- 239000004567 concrete Substances 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000008021 deposition Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 238000004880 explosion Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 125000006850 spacer group Chemical group 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
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
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- 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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/58—Prestressed concrete piles
Abstract
The invention discloses a kind of foundation pit supporting system, including pile for prestressed pipe cement soil wall, prestressing force balance anchor pole, ground cover and ribbed stiffener；The pile for prestressed pipe cement soil wall includes pile for prestressed pipe and triaxial cement mixing pile, and the pile for prestressed pipe is inserted in triaxial cement mixing pile；Connection is consolidated between the pile for prestressed pipe cement soil wall and ground cover；The ribbed stiffener is arranged on the boundary corner of pile for prestressed pipe cement soil wall and ground cover；The end anchorage of the prestressing force balance anchor pole is in hard soil layer, and its other end, which is worn, to be fixed on ground cover；The invention also discloses a kind of construction method of foundation pit supporting system；The present invention is simple in construction, easy to operate, safe and reliable, with low cost, and especially suitable construction space is narrow, urban central zone pattern foundation pit supporting structures close to existing buildings or structures, and practicality is very strong.
Description
Technical field
The invention belongs to the pattern foundation pit supporting structure field in Geotechnical Engineering, and in particular to a kind of foundation pit supporting system and its construction party
Method, more particularly to a kind of narrow place foundation pit supporting system and its construction method.
Background technology
With Chinese Urbanization level improve, the underground space extensively efficiently using be used as solution urban population, resource, environment
Three big crises and the important channel for implementing urban sustainable development.Due to the limitation of town site, surrounding enviroment it is tight
High property and base pit engineering complexity and uncertainty involved during excavating and going along with sb. to guard him the problem of, base pit engineering is still
One extremely challenging, excessive risk, highly difficult problem.
In building foundation pit supporting design, flexible support and rigid protection common are.Flexible support includes plate brad supporting, hanged
The board-like supporting of arm, rigid protection is generally by enclosure wall, water seal curtain, horizontal inner support system (or anchor rod system) and support
Vertical supporting system is constituted.The species of enclosure wall is more, including diaphram wall, perfusion campshed enclosure wall, shaped steel soil cement are stirred
Mix wall, steel sheet pile enclosure wall and reinforced concrete sheet pile enclosure wall etc.；Traditional enclosure wall is typically perpendicular to the ground, and construction is compared
Convenient but so suffered soil pressure is maximum, and bored concrete pile belongs to non-prestressed present walling pile, and this pile quality is not allowed easily-controllable
System, bearing capacity of pile are low, it is not easy to give full play to the intensity of stake itself；
The inner support of enclosure wall combination inner support system can use bracing members or reinforced concrete support, in foundation ditch area not
When big, its Technical Economy is preferable, but when foundation ditch area reaches certain scale, due to that need to set and remove substantial amounts of interim branch
Support, thus it is economical poor, while main structure construction inconvenience in foundation ditch is easily caused using inner support, and to branch during dismounting
The destruction of shield, the construction site in general city is narrow, and foundation ditch is nearer away from existing buildings or structures, therefore can not in pattern foundation pit supporting structure
Traditional wide-angle tilt anchor pole is set, and sets wide-angle tilt anchor pole to can easily exceed construction red line；In addition, supporter
Secondary deformation can occur for enclosure wall when system removes, and tearing support explosion open and tearing the broken concrete discarded after support open can all produce to environment
Adverse effect.
The content of the invention
The technical problem to be solved in the present invention is：A kind of foundation pit supporting system and its construction method are provided, it is above-mentioned to solve
The problem of in background technology.
The technical scheme that the present invention solves technical problem is as follows：
A kind of foundation pit supporting system of the present invention, is characterized in：Including pile for prestressed pipe cement soil wall, prestressing force balance anchor
Bar, ground cover and ribbed stiffener；The pile for prestressed pipe cement soil wall includes pile for prestressed pipe and triaxial cement mixing pile, should
Pile for prestressed pipe is inserted in triaxial cement mixing pile；The company of consolidation between the pile for prestressed pipe cement soil wall and ground cover
Connect；The ribbed stiffener is arranged on the boundary corner of pile for prestressed pipe cement soil wall and ground cover；The prestressing force balance anchor
The end anchorage of bar is in hard soil layer, and its other end, which is worn, to be fixed on ground cover.
Further, described pile for prestressed pipe cement soil wall is faces upward inclined, and it faces upward oblique angle ≯ 15 °.
Further, described ribbed stiffener is reinforced concrete structure.
Further, described ribbed stiffener is arranged on below ground cover or more than ground cover.
Further, the range of tilt angles of described prestressing force balance anchor pole is ≯ 45 °.
Further, described prestressing force balance anchor pole steel strand wires or churning anchor tube are substituted.
Another technical scheme that the present invention solves technical problem is as follows：
The present invention plants the construction method of foundation pit supporting system, it is characterised in that：Comprise the following steps：
A. well-points dewatering；Precipitation is carried out to the well point of foundation ditch in earth excavation the last fortnight or so the time, underground water potential drop is treated
Earth excavation is as little as carried out after construction requirement；
B. surveying setting-out；The coordinate basis point provided according to designing unit, setting-out and height are carried out according to design drawing
Journey pilot measurement works, and carries out permanent mark and temporary sign；
C. guide groove is excavated；Excavate guide groove and reach construction requirement；
D. triaxial cement mixing pile machine is constructed in place；Carried out by the way of tri-axial deep stirring pile machine is by one hole of socket
The construction of triaxial cement mixing pile, and make inclination according to the angle requirement in design drawing；
E. pile for prestressed pipe is inserted；After triaxial cement mixing pile construction is finished, by pile for prestressed pipe before cement initial set
Insertion, the pile for prestressed pipe should keep identical angle of inclination with triaxial cement mixing pile, be collectively forming pile for prestressed pipe water
Soil wall；
F., ribbed stiffener is set；After the construction of pile for prestressed pipe cement soil wall terminates, according to design requirement, ribbed stiffener is poured；
G. ground cover is poured；After the completion of ribbed stiffener construction, ground cover is poured, the reinforcing bar of the ground cover should be anchored
It is connected in pile for prestressed pipe cement soil wall, and with ribbed stiffener.
H. the hole position of prestressing force balance anchor pole is determined；Using total powerstation setting-out go out prestressing force balance anchor pole hole position, and
It is marked and numbers on ground cover.
I. pore-forming and borehole cleaning；Using the drilling row drilling of pore-forming anchor pole and after pore-forming reaches design requirement, using water under high pressure
Empty, sediment in evacuation aperture, untill the more clean water without a large amount of sediments is returned out in aperture；
J. slip casting；The prestressing force made balance anchor pole is transferred to pore-forming, it is ensured that prestressing force balances anchor pole in hole
Between two parties, it must not keep to the side, then prestressing force balance anchor boom end is transferred to away from bottom hole about 0.5m or so, noted with grouting pump
Slurry, after the completion of slip casting, using high-strength bolt or OVM anchorages, balances anchor pole upper end by prestressing force and is fixed on ground cover.
Further, level of ground water is reduced to 0.5m~0.8m below foundation ditch in described step a.
Further, in the step c width of guide groove according to the thickness exactness of pile for prestressed pipe cement soil wall, its depth
For 1m.
What the length of heretofore described ground cover can be asked with formula H/2tan (45+ φ/2), H is that foundation ditch is deep in formula
Degree, φ is soil body weighting internal friction angle in foundation ditch.
Relative to prior art, enclosure wall of the present invention be pile for prestressed pipe soil cement composite wall, pile for prestressed pipe have compared with
High tension, compression strength, and after being combined with cement mixing method, horizontal shear strength is also greatly improved, so undoubtedly gram
The shortcoming of pile for prestressed pipe has been taken, its advantage has been played, and after building enclosure facing upward tiltedly suitably, soil pressure can be significantly reduced
Power, further reduces the shear stress that pile for prestressed pipe is subject to, and improves overall security；In addition, the present invention goes along with sb. to guard him wall construction, it is beneficial to
The rapid construction in scene, the outer row's mud amount in scene is substantially less than normal, is conducive to constructing in urban district；The prestressing force balance that the present invention is set
Anchor pole angle can be adjusted according to actual conditions, it may be necessary to be vertically arranged, and save space.Initial fastening force causes pre-
Stress equilibrium anchor pole tension, enclosure wall is by towards the moment of flexure on the outside of foundation ditch, tension on the inside of the foundation ditch of enclosure wall, this and enclosure wall
The moment of flexure that the soil mass of foundation pit being subject to is produced can improve enclosure wall stress so that the strength of materials of enclosure wall with partial equilibrium
It can play to a high degree.This support system belongs to overall application of the prestressing force in pattern foundation pit supporting structure, and system stress is clear and definite, cost warp
It is Ji, easy construction, safe and reliable.
Foundation pit supporting system of the present invention is suitable for narrow field construction, but is not limited only to narrow place, can also
Pattern foundation pit supporting structure for other places.
Brief description of the drawings
Fig. 1 is the structural representation of foundation pit supporting system facade of the present invention；
Fig. 2 is the structural representation of foundation pit supporting system plane of the present invention；
In figure：1. triaxial cement mixing pile, 2. pile for prestressed pipe, 3. ground covers, 4. prestressing force balance anchor pole, 5. are led
Groove, 6. pile for prestressed pipe cement soil walls, 7. ribbed stiffeners.
Embodiment
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is carried out clear, complete
Site preparation is described, it is clear that described embodiment is only a part of embodiment of the invention, rather than whole embodiments.It is based on
Embodiment in the present invention, it is every other that those of ordinary skill in the art are obtained under the premise of creative work is not made
Embodiment, belongs to the scope of protection of the invention.
Embodiment 1：
As depicted in figs. 1 and 2, a kind of foundation pit supporting system of the invention, including pile for prestressed pipe cement soil wall 6, prestressing force
Balance anchor pole 4, ground cover 3 and ribbed stiffener 7；The pile for prestressed pipe cement soil wall 6 includes the axle cement of pile for prestressed pipe 2 and three
Native mixing pile 1, the pile for prestressed pipe 2 is inserted in triaxial cement mixing pile 1；The pile for prestressed pipe cement soil wall 6 and ground
Connection is consolidated between cover plate 3；The ribbed stiffener 7 is arranged on the boundary corner of pile for prestressed pipe cement soil wall 6 and ground cover 3
Place；The end anchorage of the prestressing force balance anchor pole 4 is in hard soil layer, and its other end, which is worn, to be fixed on ground cover 3.
Pile for prestressed pipe cement soil wall 6 described in the present embodiment is faces upward inclined, and it faces upward oblique angle ≯ 15 °, i.e., it faces upward oblique angle not
More than 15 degree, its specific dip angle base area the factor such as size, geological conditions and surrounding environment determine.
Ribbed stiffener 7 described in the present embodiment is reinforced concrete structure, the ribbed stiffener 7 can be arranged on ground cover 3 with
Under, ground cover more than 3 can also be arranged on.Here ribbed stiffener 7 can be arranged on ground cover below 3 according to actual conditions
Or ground cover more than 3.
Prestressing force described in the present embodiment balances angle of inclination ≯ 45 ° of anchor pole 4, i.e. its angle of inclination is not more than 45 degree,
Generally, the angle of inclination is smaller, in especially narrow field construction, and prestressing force balance anchor pole 4 if necessary can be with
It is vertically arranged with foundation ditch ground.
Prestressing force balance anchor pole 4 described in the present embodiment can be substituted with steel strand wires or churning anchor tube, with steel strand wires or rotation
Spray anchor tube can reach the equal effect of prestressing force balance anchor pole 4.
As shown in figure 1, the length of ground cover described in the present embodiment could be arranged to formula H/2tan (45+ φ/2) institute
Evaluation, H is foundation depth in formula, and φ is soil body weighting internal friction angle in foundation ditch, with the formula income value with for floor lid
The length of plate 3 can cause the coverage to foundation pit supporting system of the outer additional load of ground cover 3, and control is in foundation ditch height
Less than half.
Embodiment 2：
A kind of construction method of foundation pit supporting system of the present invention, before construction, ensures the three supplies and one leveling in place, i.e. water first
Logical, electric logical, Lu Tong and levelling of the land, it is ensured that electricity consumption, water safety.The construction technology of the foundation pit supporting system is followed successively by：Well point
Precipitation, surveying setting-out, excavation guide groove 5, triaxial cement mixing pile machine construct, insert pile for prestressed pipe 2, pour ground cover in place
Plate 3, the hole position of prestressing force balance anchor pole 4 are determined, pore-forming simultaneously borehole cleaning, slip casting, are comprised the following steps that：
A. well-points dewatering；Precipitation is carried out to the well point of foundation ditch in earth excavation the last fortnight or so the time, underground water potential drop is treated
Earth excavation is as little as carried out after construction requirement, level of ground water is typically reduced to 0.5m~0.8m below foundation ditch；
B. surveying setting-out；The coordinate basis point provided according to designing unit, setting-out and height are carried out according to design drawing
Journey pilot measurement works, and carries out permanent mark and temporary sign；
C. guide groove 5 is excavated；Excavate guide groove 5 and reach construction requirement, the width of the guide groove 5 is according to pile for prestressed pipe soil cement
The thickness exactness of wall (6), its depth is 1m, and the important role of the guide groove 5 had both played a part of tentatively being oriented to, and is storage again
The need for arch slurry；
D. triaxial cement mixing pile machine is constructed in place；Carried out by the way of tri-axial deep stirring pile machine is by one hole of socket
The construction of triaxial cement mixing pile 1, i.e., after first constructing first pass (being commonly called as " significantly ") along the stirring of the hole of barricade direction interval one, tightly
Then " significantly " construction spacer holes bit position in a hole continues to construct for socket, and makes and inclining according to the angle requirement in design drawing
Tiltedly；
E. pile for prestressed pipe 2 is inserted；After the construction of triaxial cement mixing pile 1 is finished, by pile for prestressed pipe 2 in cement initial set
Preceding insertion, the pile for prestressed pipe 2 should keep identical angle of inclination with triaxial cement mixing pile 1, be collectively forming prestressed pipe
Stake cement soil wall 6；
F., ribbed stiffener 7 is set；After the construction of pile for prestressed pipe cement soil wall 6 terminates, to reduce the load of corner,
According to design requirement, ribbed stiffener 7 is poured；
G. ground cover 3 is poured；After the completion of the construction of ribbed stiffener 7, ground cover 3 is poured, the reinforcing bar of the ground cover 3 should
It is anchored in pile for prestressed pipe cement soil wall 6, and is connected with ribbed stiffener 7 so that ground cover 3 and pile for prestressed pipe cement soil wall
6 consolidation connections, while can transmit moment of flexure in building enclosure stress, and are acted on enclosure wall；
H. the hole position of prestressing force balance anchor pole 4 is determined；The hole position that prestressing force balances anchor pole 4 is gone out using total powerstation setting-out, and
It is marked and numbers on ground cover 3；
I. pore-forming and borehole cleaning；Using the drilling row drilling of pore-forming anchor pole, bore diameter, position, depth etc. should meet design will
Ask, and after pore-forming reaches projected depth, emptied using water under high pressure, exclude inner hole deposition
Slag, untill the more clean water without a large amount of sediments is returned out in aperture；
J. slip casting；The prestressing force made balance anchor pole 4 is transferred to pore-forming, it is ensured that prestressing force balances anchor pole 4 in hole
In it is placed in the middle, must not keep to the side, prestressing force then is balanced into the end of anchor pole 4 transfers to away from bottom hole about 0.5m or so, this is pre- for general warranty
Then the end of stress equilibrium anchor pole 4 carries out slip casting away from bottom hole 0.4m~0.6m with grouting pump, after the completion of slip casting, using height
Strength bolt or OVM anchorages, balance the upper end of anchor pole 4 by prestressing force and are fixed on ground cover 3, treat that slurry intensity reaches design requirement
When, tensioning operation can be carried out to prestressing force balance anchor pole 4.
Although an embodiment of the present invention has been shown and described, for the ordinary skill in the art, can be with
A variety of changes, modification can be carried out to these embodiments, replace without departing from the principles and spirit of the present invention by understanding
And modification, the scope of the present invention is defined by the appended.
Part is not described in detail by the present invention, is the known technology of those skilled in the art of the present technique.
Claims (9)
1. a kind of foundation pit supporting system, it is characterised in that：Including pile for prestressed pipe cement soil wall (6), prestressing force balance anchor pole
(4), ground cover (3) and ribbed stiffener (7)；The pile for prestressed pipe cement soil wall (6) includes pile for prestressed pipe (2) and three axle water
Soil mixing pile (1), the pile for prestressed pipe (2) is inserted in triaxial cement mixing pile (1)；The pile for prestressed pipe cement soil wall
(6) consolidate and be connected between ground cover (3)；The ribbed stiffener (7) is arranged on pile for prestressed pipe cement soil wall (6) and ground cover
The boundary corner of plate (3)；The end anchorage of the prestressing force balance anchor pole (4) is in hard soil layer, and its other end wears solid
Due on ground cover (3).
2. a kind of foundation pit supporting system according to claim 1, it is characterised in that：Described pile for prestressed pipe cement soil wall
(6) to face upward inclined, it faces upward oblique angle ≯ 15 °.
3. a kind of foundation pit supporting system according to claim 1, it is characterised in that：Described ribbed stiffener (7) is mixed for reinforcing bar
Xtah Crude Clay structure.
4. a kind of foundation pit supporting system according to claim 1, it is characterised in that：Described ribbed stiffener (7) is arranged on ground
Surface cover (3) is below or more than ground cover (3).
5. a kind of foundation pit supporting system according to claim 1, it is characterised in that：Described prestressing force balance anchor pole (4)
Angle of inclination ≯ 45 °.
6. a kind of foundation pit supporting system according to claim 1, it is characterised in that：Described prestressing force balance anchor pole (4)
Substituted with steel strand wires or churning anchor tube.
7. a kind of construction method of foundation pit supporting system, it is characterised in that：Comprise the following steps：
A. well-points dewatering；Precipitation is carried out to the well point of foundation ditch in earth excavation the last fortnight or so the time, treats that level of ground water is reduced to
Earth excavation is carried out after construction requirement；
B. surveying setting-out；The coordinate basis point provided according to designing unit, carries out setting-out according to design drawing and elevation draws
Work is surveyed, and carries out permanent mark and temporary sign；
C. guide groove (5) is excavated；Excavate guide groove (5) and reach construction requirement；
D. triaxial cement mixing pile machine is constructed in place；Three axles are carried out by the way of tri-axial deep stirring pile machine is by one hole of socket
The construction of cement mixing method (1), and make inclination according to the angle requirement in design drawing；
E. pile for prestressed pipe (2) is inserted；After triaxial cement mixing pile (1) construction is finished, by pile for prestressed pipe (2) at the beginning of cement
Inserted before solidifying, the pile for prestressed pipe (2) should keep identical angle of inclination with triaxial cement mixing pile (1), be collectively forming pre-
Stress pile tube cement soil wall (6)；
F., ribbed stiffener (7) is set；After pile for prestressed pipe cement soil wall (6) construction terminates, according to design requirement, ribbed stiffener is poured
(7)；
G. ground cover (3) is poured；After the completion of ribbed stiffener (7) construction, ground cover (3) is poured, the steel of the ground cover (3)
Muscle should be anchored in pile for prestressed pipe cement soil wall (6), and is connected with ribbed stiffener (7).
H. the hole position of prestressing force balance anchor pole (4) is determined；Go out the hole position of prestressing force balance anchor pole (4) using total powerstation setting-out, and
It is marked and numbers on ground cover (3).
I. pore-forming and borehole cleaning；Using the drilling row drilling of pore-forming anchor pole and after pore-forming reaches design requirement, emptied using water under high pressure,
Sediment in evacuation aperture, untill the more clean water without a large amount of sediments is returned out in aperture；
J. slip casting；By in the prestressing force made balance anchor pole (4) decentralization to pore-forming, it is ensured that prestressing force balance anchor pole (4) is in hole
In it is placed in the middle, must not keep to the side, then prestressing force balance anchor pole (4) end is transferred to away from bottom hole about 0.5m or so, entered with grouting pump
Row slip casting, after the completion of slip casting, using high-strength bolt or OVM anchorages, ground cover is fixed on by prestressing force balance anchor pole (4) upper end
(3) on.
8. a kind of construction method of foundation pit supporting system according to claim 7, it is characterised in that：In described step a
Level of ground water is reduced to 0.5m~0.8m below foundation ditch.
9. a kind of construction method of foundation pit supporting system according to claim 7, it is characterised in that：Led in the step c
The width of groove (5) is according to the thickness exactness of pile for prestressed pipe cement soil wall (6), and its depth is 1m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201710585673.1A CN107165173A (en) | 2017-07-18 | 2017-07-18 | A kind of foundation pit supporting system and its construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710585673.1A CN107165173A (en) | 2017-07-18 | 2017-07-18 | A kind of foundation pit supporting system and its construction method |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108643189A (en) * | 2018-04-10 | 2018-10-12 | 浙江坤德创新岩土工程有限公司 | Outer anchor head fixed structure, foundation pit support system and construction method |
| CN110468850A (en) * | 2019-08-29 | 2019-11-19 | 天津大学 | A kind of oblique cement mixing method foundation pit supporting system and method for protecting support |
| CN114319369A (en) * | 2020-11-15 | 2022-04-12 | 重庆广播电视大学重庆工商职业学院 | Dig lining integral type foundation ditch vertical supporting device |
| CN114658001A (en) * | 2022-03-15 | 2022-06-24 | 中建科技集团有限公司 | Quicksand soil foundation pit excavation supporting technology and supporting structure |
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