CN115045310A - Steel pipe pile cofferdam construction method - Google Patents
Steel pipe pile cofferdam construction method Download PDFInfo
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- CN115045310A CN115045310A CN202210880145.XA CN202210880145A CN115045310A CN 115045310 A CN115045310 A CN 115045310A CN 202210880145 A CN202210880145 A CN 202210880145A CN 115045310 A CN115045310 A CN 115045310A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 148
- 239000010959 steel Substances 0.000 title claims abstract description 148
- 238000010276 construction Methods 0.000 title claims abstract description 37
- 239000004576 sand Substances 0.000 claims abstract description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 22
- 239000004744 fabric Substances 0.000 claims abstract description 15
- 238000011049 filling Methods 0.000 claims description 12
- 229910000278 bentonite Inorganic materials 0.000 claims description 3
- 239000000440 bentonite Substances 0.000 claims description 3
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 238000010009 beating Methods 0.000 claims description 2
- 239000002002 slurry Substances 0.000 abstract description 6
- 238000002347 injection Methods 0.000 abstract description 5
- 239000007924 injection Substances 0.000 abstract description 5
- 238000000034 method Methods 0.000 description 5
- 238000003780 insertion Methods 0.000 description 3
- 230000037431 insertion Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000002955 isolation Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000010790 dilution Methods 0.000 description 1
- 239000012895 dilution Substances 0.000 description 1
- 238000001914 filtration Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 238000002789 length control Methods 0.000 description 1
- 238000011068 loading method Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 238000009827 uniform distribution Methods 0.000 description 1
- 238000011144 upstream manufacturing Methods 0.000 description 1
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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
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
-
- 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
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention relates to the technical field of cofferdam construction methods, and discloses a steel pipe pile cofferdam construction method, which comprises the following construction steps: A. arranging a guide frame; B. inserting and driving the steel pipe piles; C. correcting the deviation of the steel pipe pile; D. closing; E. pouring sand and concrete into the steel pipe pile; F. and (5) plugging and stopping water. According to the invention, the waterproof cloth bag is placed in the lock catch groove through the waterproof cloth bag, and the concrete is injected into the waterproof cloth bag by using the injection pipe, so that the concrete is prevented from being in direct contact with water, thus slurry is prevented from being dispersed underwater, the grouting is easier, multiple times of injection is not needed, the concrete can be well solidified in the lock opening by one-time injection, the labor intensity of operators is reduced, and the operation cost is reduced, thereby solving the problems that the concrete injected into the lock catch is easy to be dispersed underwater, the injection is difficult, and the water stop construction cost is high in the prior art.
Description
Technical Field
The invention relates to the technical field of cofferdam construction methods, in particular to a steel pipe pile cofferdam construction method.
Background
In the bridge foundation construction, a cofferdam with a proper structure type is selected to enclose and block according to the characteristics of a main project and the hydrological and geological conditions of the position of the foundation. The cofferdam is mainly classified into a steel sheet pile cofferdam, a lock catch steel pipe pile cofferdam construction method, a steel box cofferdam, a double-wall steel cofferdam and the like according to the structure.
At present, the construction method of the locking steel pipe pile cofferdam is used mostly, has the characteristics of high strength, good waterproof performance, easy installation and the like, can form cofferdams with various shapes according to requirements, can be used repeatedly, and has wide application.
The construction method of the lock catch steel pipe pile cofferdam is suitable for riverbeds with riverbed covering layers containing a large amount of floating gravel or underwater obstacles, and other types of steel cofferdams are difficult to sink; in the prior art, when the water stopping operation is performed on the locking opening, a grouting pipe is usually directly led into the locking opening, the grouting pipe is led to the bottom of the locking opening, then concrete is poured into the grouting pipe, and the grouting pipe is gradually lifted up, so that the locking opening is filled with the concrete.
Although the construction method can better play a role of water stopping, the following problems still exist: because the fore shaft is with the river intercommunication, the river has certain velocity of flow, and the concrete is easily broken up under water, fills comparatively difficultly, need select the river velocity of flow when slower, fills many times and just can fill successfully, and the stagnant water operation is comparatively consuming time, and stagnant water operating efficiency is lower, and the concrete is extravagant more, and construction cost is great.
Disclosure of Invention
The invention aims to provide a steel pipe pile cofferdam construction method to solve the problems that concrete poured in a lock catch is easily dispersed underwater, pouring is difficult and water stop construction cost is high in the prior art.
In order to achieve the purpose, the invention provides the following technical scheme:
a steel pipe pile cofferdam construction method comprises the following construction steps:
A. arranging a guide frame;
B. inserting and driving the steel pipe piles;
C. correcting the deviation of the steel pipe pile;
D. closing;
E. pouring sand and concrete into the steel pipe pile;
F. plugging and stopping water: and (3) putting the waterproof cloth bag into the locking port, guiding a grouting pipe into the waterproof cloth bag, pouring concrete into the grouting pipe when the grouting pipe reaches the bottom of the waterproof cloth bag, and gradually lifting the grouting pipe.
The technical principle of the invention is as follows:
the invention discloses a water stopping method of a locking steel pipe pile, which is a key for the success of a cofferdam.
The beneficial effects of the invention are as follows:
1. compared with the prior art, the waterproof cloth bag is placed in the lock catch groove through the waterproof cloth bag, the concrete is injected into the waterproof cloth bag through the injection pipe, and the concrete is prevented from being directly contacted with water, so that the grout is prevented from being dispersed underwater, the grouting is easier, the concrete can be well solidified in the lock catch through one-time grouting without multiple times of grouting, the labor intensity of operators is reduced, and the operation cost is reduced.
2. Through the setting of waterproof sack, the concrete solidifies the back, can make and form the isolation layer between concrete and the fore shaft, makes things convenient for the later stage to pull out the steel-pipe pile, only need destroy the income material bag can, labour saving and time saving more.
Further, the waterproof cloth bag is a sailcloth bag.
The uniform distribution of sack surface has the filtration pore, can conveniently when slip casting, with gas outgoing, also can prevent that a large amount of river from directly entering into in the pan feeding bag, avoids the concrete to cross rare, prevents that the serious problem of receipts water from appearing in later stage concrete setting.
Further, the concrete comprises the following components in parts by weight: 350 parts of bentonite: 200 parts of cement: 40 parts of an expanding agent: 1000 parts of water.
The concrete with the components has lower strength and higher fluidity, can fill the ground lock groove quickly and better, and has the main purposes of stopping water, low strength requirement and cost reduction.
Further, A, a guide frame is arranged: the guide frame is arranged into two layers, the horizontal length of the guide frame is controlled to be 12m, and the width of the guide frame is larger than the diameter of the steel pipe pile by 2 cm.
Through setting up the guide frame, the plane position after can the accurate control steel-pipe pile drives into, through the setting of two-layer guide frame, make spacing more accurate, guide frame horizontal length control is at 12m, make steel-pipe pile horizontal position more accurate, the guide frame width is greater than steel-pipe pile diameter 2cm, make things convenient for the steel-pipe pile can insert the guide frame smoothly, to the better of steel-pipe column horizontal position restriction, prevent that steel-pipe column horizontal deviation is too big.
And further B, inserting and driving the steel pipe piles: firstly, inserting and driving two steel pipe piles at the head and the tail by using a guide frame, inserting and driving a second steel pipe pile until the second steel pipe pile is exposed for 4m, then inserting and driving a third steel pipe pile, inserting and driving the third steel pipe pile until the third steel pipe pile is flush with the second steel pipe pile, stopping inserting and driving the third steel pipe pile, inserting and driving the rest part of the second steel pipe pile in place, inserting and driving a fourth steel pipe pile, inserting and driving until the third steel pipe pile is flush with the third steel pipe pile, stopping inserting and driving the rest part of the third steel pipe pile, and circularly constructing in the way.
And the next steel pipe pile is inserted and driven by taking the previous steel pipe pile as a reference, so that the position of the steel pipe pile is more accurate.
Further, C, correcting the deviation of the steel pipe pile: the first steel pipe pile is driven slowly, driving is suspended when the first steel pipe pile is driven to half of the designed depth, then whether the perpendicularity of a pile body is smaller than 0.5% L or not is checked, and if the perpendicularity meets the requirement, the sinker of the vibration hammer is continuously opened; otherwise, pulling out and redressing; other steel pipe piles only need to be subjected to one-time inspection every 15-20 inserted and driven, and the perpendicularity of the pile body is guaranteed to be within 1% L.
The perpendicularity of the whole steel pipe pile is influenced by the perpendicularity of the first steel pipe pile after sinking, so that the first steel pipe pile needs to be slowly driven into the pile, the perpendicularity is checked, the steel pipe pile is prevented from generating overlarge deflection, and the problem of rework is avoided.
Further, D, closing: the steel-pipe pile is inserted in proper order by cofferdam upper reaches and is beaten, close to the low reaches and close, when inserting and beating to last 4 ~ 5 steel-pipe piles, with the steel-pipe pile fortune to the job site of suitable size ensure the roughness, when every one is beaten into, need use the total powerstation to control the straightness that hangs down of steel-pipe pile.
Selecting a steel pipe pile with a proper size to ensure smooth closure; when one pile is driven, a total station is needed to control the verticality of the steel pipe pile, and the purpose of ensuring that the lock catches on the two sides of the steel pipe pile cofferdam are parallel to each other when the steel pipe pile cofferdam is closed is achieved.
And further E, pouring sand and concrete into the steel pipe pile: installing a guide pipe in the steel pipe pile, pouring sand into the guide pipe, and gradually lifting the guide pipe until the steel pipe pile is filled with the sand; and after sand filling is finished, inserting the guide pipe into the bottom of the sand, and performing underwater concrete filling, wherein the height of concrete in the steel pipe pile is 3 m.
And the sand filling method is used for sand filling construction, sand and concrete are filled into the steel pipe pile, so that the strength of the steel pipe pile is improved, and the steel pipe pile is more stable.
Drawings
Fig. 1 is a schematic connection diagram of two lock catch steel pipe piles in a steel pipe pile cofferdam construction method according to a first embodiment of the invention;
FIG. 2 is an enlarged schematic view at A in FIG. 1;
FIG. 3 is a schematic view of a guide frame with a limiting plate mounted thereon according to an embodiment of the present invention;
fig. 4 is a right side view of the stopper plate of fig. 3.
Detailed Description
The following is further detailed by way of specific embodiments:
reference numerals in the drawings of the specification include: the steel pipe pile comprises a steel pipe pile 1, a T-shaped lock catch 11, a C-shaped lock catch 12, a canvas bag 13, concrete 14, a first rubber pad 16, I-shaped steel 21, a limiting plate 4, a connecting block 41, a screw rod 42, a driving sleeve 43 and a groove 44.
Example one, see fig. 1-4 in particular:
a steel pipe pile cofferdam construction method comprises the following construction steps:
A. setting a guide frame:
in order to accurately control the plane position of the steel pipe pile 1 after being driven, the guide frame is arranged into an upper layer and a lower layer, the guide frame is made of I-shaped steel 21 with enough rigidity, the horizontal length of the guide frame is not too large and is controlled to be about 10m, the horizontal length of the guide frame is controlled to be 12m in the embodiment, the width of the guide frame is preferably larger than the diameter of the steel pipe pile 1 by 2cm for facilitating the smooth insertion of the steel pipe pile 1 into the guide frame, namely each side is enlarged by 1cm, and the support pile and the guide frame are welded firmly;
when the steel pipe pile 1 is installed, the guide frame comprises two I-shaped steels 21, the two I-shaped steels 21 are welded on a trestle support pile, a limiting plate 4 is connected between the two I-shaped steels 21 in a sliding mode, two symmetrical grooves 44 are formed in the limiting plate 4 and buckled on wing plates on the inner sides of the two I-shaped steels 21 through the two grooves 44, a fixing mechanism used for fixing the limiting plate 4 on the guide frame is connected to the limiting plate 4 and comprises two connecting blocks 41 welded on the limiting plate 4, threaded holes are formed in the connecting blocks 41, lead screws 42 are connected in the threaded holes in a threaded mode, the same driving sleeve 43 is connected between the two lead screws in a threaded mode, the driving sleeve 43 is rotated, and the two lead screws 42 rotate and can be tightly propped between the two I-shaped steels 21 so that the limiting plate 4 can be positioned;
B. inserting and driving the steel pipe pile:
firstly, two-point hoisting is adopted for loading and unloading the steel pipe pile 1, single hoisting is adopted for hoisting in a hoisting mode, and a lock opening is protected to prevent the lock opening from deforming;
selecting a vibration hammer and corresponding hoisting equipment which meet the insertion and striking force of the geological stratum pipe pile in the construction area according to the design geological and on-site investigation conditions, wherein the piling equipment meets the insertion and striking and pulling-out of the steel pipe pile 1; because the riverbed is the strongly weathered silty mudstone, when the steel pipe pile 1 is difficult to directly insert and drive to the designed position, the steel pipe pile needs to be cut and backfilled with pebbles;
inserting and driving two head and tail steel pipe piles 1 by using a guide frame, inserting and driving a second steel pipe pile 1 until the second steel pipe pile 1 is exposed for 4m, then inserting and driving a third steel pipe pile 1, inserting and driving the third steel pipe pile 1 until the third steel pipe pile 1 is flush with the second steel pipe pile 1, stopping inserting and driving the third steel pipe pile 1, inserting and driving the rest part of the second steel pipe pile 1 in place, inserting and driving a fourth steel pipe pile 1, inserting and driving until the third steel pipe pile 1 is flush with the third steel pipe pile 1, stopping inserting and driving the rest part of the third steel pipe pile 1, and circularly constructing in the way;
C. correcting the deviation of the steel pipe pile:
firstly, the verticality of the whole steel pipe pile 1 is influenced by the verticality of the sunk first steel pipe pile 1, the first steel pipe pile 1 is driven slowly, the driving is suspended when the first steel pipe pile 1 is driven to a half of the designed depth, then whether the verticality of a pile body is less than 0.5 percent L or not is checked, and if the verticality meets the requirement, the vibration hammer is opened continuously; otherwise, pulling out and redressing;
secondly, the other steel pipe piles 1 generally do not have large deviation, and only 15-20 steel pipe piles are inserted and driven to carry out one-time inspection, so that the perpendicularity of the pile body of the steel pipe pile 1 is ensured to be within 1% L;
D. closing:
firstly, the lock catch steel pipe piles 1 are sequentially inserted and beaten from the upstream of the cofferdam and are closed to the downstream.
And secondly, when the last 4-5 piles are driven in an inserting mode and the closure is not performed, the steel pipe pile 1 with the proper size is conveyed to a construction site to ensure the flatness and ensure the smooth closure.
In order to ensure that the lock catches on the two sides of the steel pipe pile 1 cofferdam are parallel to each other during closure, the closure difficulty can not be reduced by using special-shaped piles for closure, the perpendicularity of the steel pipe pile 1 needs to be ensured when the steel pipe pile 1 is inserted and driven, a total station is needed to control the perpendicularity of the steel pipe pile 1 when one steel pipe pile 1 is driven, if the steel pipe pile 1 has certain deflection, the steel pipe pile 1 is corrected one by one, and the closure failure is prevented;
E. and (3) pouring sand and concrete into the steel pipe pile:
in order to accelerate the construction progress, after a plurality of steel pipe piles 1 with the unit length of 12m of the guide frame are inserted and driven, the sand filling and concrete pouring 14 construction in the steel pipe piles 1 is immediately and synchronously carried out;
firstly, sand filling construction is carried out by adopting a 14-method underwater concrete pouring method, a guide pipe is arranged in the steel pipe pile 1, a large hopper is arranged at the top of the guide pipe, sand is poured into the large hopper by using a digging machine and is smoothly conveyed to the bottom of the guide pipe until the elevation of the top of the sand meets the requirement;
secondly, after sand filling is finished, filling underwater concrete 14 by using a large hopper and a guide pipe, wherein the concrete 14 is marked as underwater C30 concrete 14, and the height of the concrete 14 in the steel pipe pile 1 is 3 m;
F. plugging and stopping water:
the hasp of hasp steel-pipe pile 1 is the CT hasp, and the CT hasp includes C shape hasp 12 and T shape hasp 11, and C shape hasp 12 and T shape hasp 11 weld respectively in the both sides of hasp steel-pipe pile 1 symmetry, and two tip bonds of C shape hasp 12 have first rubber pad 16, and two minor face sections of T shape hasp 11 stretch into C shape hasp 12 inslot, and two first rubber pads 16 are supported with the long face section of T shape hasp 11.
Firstly, before stopping water, the inside of the fore shaft is washed, so that the inside of the fore shaft is smooth, and the wall body does not contain mud;
secondly, special slurry mixing equipment is adopted to mix the slurry, the construction quality of the slurry is strictly controlled, and the problem that the water is seriously collected or the slurry is difficult to fill due to over-dilution is avoided;
thirdly, the concrete 14 is required to be filled with the locking notch to stop water successfully, the strength requirement is not high, the low-strength high-fluidity concrete 14 can be adopted, and the concrete 14 comprises the following components in parts by weight: 350 parts of bentonite, 200 parts of cement, 40 parts of an expanding agent and 1000 parts of water;
putting the canvas bag into the locking port, wherein the specification of the canvas bag is slightly larger than the diameter of the locking port and slightly longer than the length of the locking port, introducing a grouting pipe into the canvas bag, the grouting pipe reaches the bottom of the waterproof cloth bag, pouring concrete 14 into the grouting pipe, and gradually lifting the grouting pipe;
checking the full condition of the sailcloth bag in time, and performing the filling in time to prevent the sailcloth bag from being hardened by the slurry and influencing the filling quality.
The method comprises the steps that a crane is used for hanging a sailcloth bag 13 into a lock opening, the diameter of the sailcloth bag 13 is slightly larger than the shape diameter of the lock opening, the length of the sailcloth bag 13 is slightly longer than the length of the lock opening, the sailcloth bag 13 and a grouting pipe are inserted into the lock opening together, twisting is prevented during installation, after the sailcloth bag 13 and the grouting pipe reach the bottom of a steel pipe pile 1, concrete 14 begins to be poured, the grouting pipe lifts while grouting, after pouring is completed, the sailcloth bag 13 is filled with the concrete 14, the sailcloth bag 13 is attached to the lock opening everywhere, good ground water stopping effect is achieved, on the other hand, an isolation layer is formed through the sailcloth bag 13 and the lock opening, and the lock pile 1 can be conveniently pulled out in the later period.
The foregoing is merely an example of the present invention and common general knowledge of known specific structures and features of the embodiments is not described herein in any greater detail. It should be noted that, for those skilled in the art, without departing from the structure of the present invention, several changes and modifications can be made, which should also be regarded as the protection scope of the present invention, and these will not affect the effect of the implementation of the present invention and the practicability of the patent. The scope of the claims of the present application shall be determined by the contents of the claims, and the description of the embodiments and the like in the specification shall be used to explain the contents of the claims.
Claims (8)
1. A steel pipe pile cofferdam construction method is characterized by comprising the following construction steps:
A. arranging a guide frame;
B. inserting and driving the steel pipe piles;
C. correcting the deviation of the steel pipe pile;
D. closing;
E. pouring sand and concrete into the steel pipe pile;
F. plugging and stopping water: and (3) putting the waterproof cloth bag into the locking port, guiding a grouting pipe into the waterproof cloth bag, pouring concrete into the grouting pipe when the grouting pipe reaches the bottom of the waterproof cloth bag, and gradually lifting the grouting pipe.
2. The steel pipe pile cofferdam construction method of claim 1, wherein the waterproof cloth bag is a canvas bag.
3. The steel pipe pile cofferdam construction method of claim 2, wherein the concrete comprises the following components in parts by weight: 350 parts of bentonite: 200 parts of cement: 40 parts of an expanding agent: 1000 parts of water.
4. The steel pipe pile cofferdam construction method of claim 1, wherein A, setting a guide frame: the guide frame is arranged into two layers, the horizontal length of the guide frame is controlled to be 12m, and the width of the guide frame is larger than the diameter of the steel pipe pile by 2 cm.
5. The steel pipe pile cofferdam construction method of claim 1, wherein B, steel pipe pile driving: firstly, inserting and driving two steel pipe piles at the head and the tail by using a guide frame, inserting and driving a second steel pipe pile until the second steel pipe pile is exposed for 4m, then inserting and driving a third steel pipe pile, inserting and driving the third steel pipe pile until the third steel pipe pile is flush with the second steel pipe pile, stopping inserting and driving the third steel pipe pile, inserting and driving the rest part of the second steel pipe pile in place, inserting and driving a fourth steel pipe pile, inserting and driving until the third steel pipe pile is flush with the third steel pipe pile, stopping inserting and driving the rest part of the third steel pipe pile, and circularly constructing in the way.
6. The steel pipe pile cofferdam construction method of claim 1, wherein C, steel pipe pile deviation rectifying: the first steel pipe pile is driven slowly, driving is suspended when the first steel pipe pile is driven to half of the designed depth, then whether the perpendicularity of a pile body is smaller than 0.5% L or not is checked, and if the perpendicularity meets the requirement, the vibration hammer is continuously opened; otherwise, pulling out and redressing; other steel pipe piles only need to be subjected to one-time inspection every 15-20 inserted and driven, and the perpendicularity of the pile body is guaranteed to be within 1% L.
7. The steel pipe pile cofferdam construction method of claim 1, wherein D, closure: the steel-pipe pile is inserted in proper order by cofferdam upper reaches and is beaten, close to the low reaches and close, when inserting and beating to last 4 ~ 5 steel-pipe piles, with the steel-pipe pile fortune to the job site of suitable size ensure the roughness, when every one is beaten into, need use the total powerstation to control the straightness that hangs down of steel-pipe pile.
8. The steel pipe pile cofferdam construction method of claim 1, wherein E, sand and concrete are poured into the steel pipe pile: installing a guide pipe in the steel pipe pile, pouring sand into the guide pipe, and gradually lifting the guide pipe until the steel pipe pile is filled with the sand; and after sand filling is finished, inserting the guide pipe into the bottom of the sand, and performing underwater concrete filling, wherein the height of concrete in the steel pipe pile is 3 m.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115142448A (en) * | 2022-07-25 | 2022-10-04 | 中交一公局第八工程有限公司 | Steel-pipe pile cofferdam |
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| CN113653078A (en) * | 2021-09-03 | 2021-11-16 | 中国水利水电第六工程局有限公司 | Steel pipe pile cofferdam structure of reservoir area before dam and construction method thereof |
| CN114635426A (en) * | 2022-02-28 | 2022-06-17 | 陕西正诚路桥工程研究院有限公司 | Guiding device of lock catch steel pipe pile and construction method thereof |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115142448A (en) * | 2022-07-25 | 2022-10-04 | 中交一公局第八工程有限公司 | Steel-pipe pile cofferdam |
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