CN205371804U - Equipment that shallow buried depth push pipe control ground structure warp - Google Patents
Equipment that shallow buried depth push pipe control ground structure warp Download PDFInfo
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- CN205371804U CN205371804U CN201620133605.2U CN201620133605U CN205371804U CN 205371804 U CN205371804 U CN 205371804U CN 201620133605 U CN201620133605 U CN 201620133605U CN 205371804 U CN205371804 U CN 205371804U
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Abstract
The utility model relates to a pipe installation construction technical field, concretely relates to equipment that shallow buried depth push pipe control ground structure warp. The utility model provides an equipment that shallow buried depth push pipe control ground structure warp, including setting up the sleeper in open caisson wall front side, be equipped with on the sleeper and push up the pillow iron that pick one end is connected with a plurality of groups, the other end rigid coupling of top pick has an iron, the indisputable overhead in top is on cement pipe's lateral wall, the last injected hole that is equipped with of cement pipe. The utility model discloses can reduce excavation volume and backfill volume in the construction of shallow buried depth push pipe, obtain the economic benefits of certain degree, under the condition that does not influence normal traffic, accomplish the construction task, can also obtain certain social.
Description
Technical field
This utility model relates to pipe installation technical field of construction, is specifically related to shallow overburden push pipe and controls the equipment of earth construction deformation.
Background technology
In prior art, Chinese patent CN103938703A discloses a kind of pipe jacking construction method, comprise the following steps: step one, according to design pipe centerline, release excavation line position at selected construction location, according to the downward excacation well in excavation line position and received well；Wherein, described active well adopts square caisson structure, and square caisson structure headroom is of a size of long L × wide B, and clear depth is 3m～9m, and described active well surrounding side wall casting reinforced concrete, and concrete sealing bottom casting reinforced concrete base plate are laid in active well shaft bottom；Step 2, active well set movable type working platform, movable type working platform sets crane boom, crane boom dress electrical hoist, described movable type working platform and crane boom set up working shed；Step 3, bottom active well lay rubble, burying a tree, used in making timber for boats wood in rubble underground, on a tree, used in making timber for boats wood, level installs push pipe guide rail, and installs push pipe jacking device along push pipe guide rail direction, push pipe jacking device is provided with jack, and described active well side wall is arranged to the rear parados of support jack；Step 4, head is saved concrete duct it is placed on push pipe guide rail, and by push pipe jacking device jacking, excavation one deep 30～50 centimetres on the active well side wall being positioned at first joint concrete duct front end, the tunnel that section configuration is identical with first joint concrete duct, by push pipe jacking device, head saved concrete duct jacking tunnel, so repeat to excavate and jacking, head is saved the complete jacking tunnel of concrete duct；On push pipe guide rail, place next joint concrete duct after step 5, the concrete duct jacking of first joint again, and repeat to sap a gallery while jacking pipeline, by all concrete duct jackings；Step 6, all concrete ducts are connected and held out against by concrete bell-and-spigot pipe structure, arranging O-shaped rubber ring between socket and the bellmouth of concrete bell-and-spigot pipe structure, the hole held out against between the space and two pipes staying 10～20mm inside the mouth of pipe of rear two concrete ducts of arbitrary neighborhood is 10～15mm；Step 7, concrete duct carry out pipeline slip casting by the mud jacking hole that concrete duct is reserved after holding out against.This patent can not solve the earth construction deformation when construction and be controlled, and causes the problem that earth construction deflection is big.
Utility model content
In order to overcome defect of the prior art, this utility model provides shallow overburden push pipe to control the equipment of earth construction deformation, the computing formula of longitudinal soil deformation and soil horizontal displacement it is substantially free of at shallow overburden jacking construction, it is concentrated mainly on the monitoring to ground deformation, for moving at the jacking construction process mid-deep strata soil body, the field monitoring of soil pressure, pore water pressure, WATER LEVEL CHANGES and judge Standard Penetration Test and the static sounding of perturbing area soil mass property change at pipe-jacking project scene.
This utility model is achieved by the following technical solution: shallow overburden push pipe controls the equipment of earth construction deformation, including the sleeper being arranged on front side of open caisson wall, described sleeper is provided with the pillow ferrum being connected with pick one end, some groups of tops, the other end of described top pick is connected with top ferrum, described top ferrum overhead is on the sidewall of pipe of concrete, and described pipe of concrete is provided with injected hole.
Further, the thickness of described wall is 50cm, and outside dimension is 5m, is highly 3.5m.
Further, described top pick is 3 sets, and specification is 200T.
Further, the position that described pipe of concrete is arranged is from ground 1.5～3m.
Further, described pipe of concrete diameter is 1.4～3.6m.
Compared with prior art, superior effect is in that: reduces excavated volume and backfill amount in this utility model energy shallow overburden jacking construction, it is thus achieved that very big economic benefit, when not affecting traffic, completes construction task, obtain social benefit simultaneously.
Accompanying drawing explanation
Fig. 1 is the equipment sectional view that shallow overburden push pipe described in the utility model controls earth construction deformation；
Fig. 2 is the plane structure chart of Fig. 1；
Fig. 3 be this utility model according to subordinate list 1 at ground elevation malformation Contrast on effect schematic diagram.
Accompanying drawing labelling is as follows:
1-wall, 2-sleeper, 3-rests the head on ferrum, and 4-pushes up pick, and 5-pushes up ferrum, 6-pipe of concrete, 7-injected hole, 8-road surface, 9-receiving pit, 10-instrumentation tubes, the original landforms of 11-.
Detailed description of the invention
Below in conjunction with accompanying drawing, this utility model detailed description of the invention is described in further detail.
Embodiment 1
As shown in Figure 1-2, the shallow overburden push pipe that illustrating this utility model provides controls the equipment of earth construction deformation, including the sleeper 2 on front side of the wall 1 being arranged in open caisson, described sleeper 2 is provided with the pillow ferrum 3 being connected with some groups of top pick 4 one end, the other end of described top pick 4 is connected with top ferrum 5, described top ferrum 5 overhead is on the sidewall of pipe of concrete 6, and described pipe of concrete 6 is provided with injected hole 7, and the position that described pipe of concrete 6 is arranged is from ground 1.5～3m.The thickness of described wall 1 is 50cm, and outside dimension is 5m, is highly 3.5m.In the present embodiment, described top pick 4 is preferably 3 sets, and specification is 200T.Described pipe of concrete 6 diameter therein is 1.4～3.6m scope, it is preferable that 3.5m.After pipe of concrete 6 is in place, elevation at the bottom of the pipe of pipe of concrete 6 center and front-end and back-end is measured by workmen, confirm qualified after can jacking；Jack-in process diligent top, duty must dig timely slip casting, forbid owing digging, backbreak and the phenomenon such as slip casting occurs not in time；When jacking starts, slowly carry out, after waiting until that the connection of each contact component is closely sealed, then by normal move speed jacking；Work progress often to be measured and to correct, it has been found that rectify a deviation in time after deviation, and progressively and step by step to rectify a deviation.As shown in Figure 1, concrete open caisson wall 1 mainly provides holding power with sleeper 2, pillow ferrum 3, top pick 4 provides top power, top ferrum 5 increases the lifting surface area of pipe of concrete 6, carried out slip casting by injected hole 7 in time, in order to avoid soil deformation, cause that road surface 8 settles owing to machinery driving vibrations are excessive, it is likely to result in the malformation of below road surface, manually excavates it is advantageous to adopt.
Embodiment 2
In the present embodiment, a kind of equipment construction method using shallow overburden push pipe to control earth construction deformation that this utility model provides, comprise the following steps:
Step 1, lays excavation line according to design at original landforms 11, excavates downwards open caisson according to described excavation line setting position and set depth and receives hole 9；
Step 2, utilizes total top power computing formula (1) to carry out equipment choice,
P=n × G × L ... (1)；
In formula, P-always pushes up power (KN), G mono-unit length body deadweight (KN/m), L-jacking total length (m), n-soil property coefficient, in the present embodiment, n chooses 2, selection range: 1.5～2, enters calculating total top power P=25KN/m × 55m × 2=2750KN.
According to top power computing formula, jacking device is that 3 set 200T push up pick, wherein a set of standby, when jacking to later stage, when top power reaches more than 2000KN, adopts three set top pick jackings simultaneously.
Step 3, calculates the sectional area formula (2) of wall 1,
F >=P/ [σ] ... (2), in formula, P-calculates and always pushes up power (KN)；Permitted bearing capacity (the KN/m of [σ]-soil2)；Because of top
Pipe groundwater level is high, and clay soaks for a long time, and soil property is loose, estimates and selects lam [σ]=120KN/m2；
F >=P/ [σ]=2750KN/120KN/m2=34.1m2,
Determine according to sectional area formula (2) and choose reinforced concrete open caisson parados size, meeting construction requirement；
Step 4, use the top pick 4 that sleeper 2 is provided with by instrumentation tubes 10 jacking tunnel, behind the described complete jacking tunnel of instrumentation tubes 10, first segment pipe of concrete 6 is connected with instrumentation tubes 10, by pushing up pick 4 by the described complete jacking tunnel of first segment pipe of concrete 6, then second section pipe of concrete 6 and first segment pipe of concrete 6 is connected, jacking tunnel, repeating above-mentioned operation several times, by all pipe of concrete 6 jacking tunnels, receiving 9 positions, hole until arriving；
All pipe of concretes 6 are connected by concrete bell-and-spigot pipe structure and hold out against, carry out injected hole 7 to slip casting by step 5.When the described application point according to top power overlaps with the relative position of the point of resultant force of open caisson wall 1 passive earth pressure, the permission drag of open caisson wall calculates according to formula (3):
Ep=B/K (0.5yH2Kp+yHhKp+2CHKp) ... (3),
The permission drag (KN) of parados after Ep-in formula, the force density (KN/m of y-back soil3), take y=27；The height (m) of parados after H-, after h-, parados top is to ground level (m), parados width (m) after B-, the cohesive strength (Kpa) of C-back soil, and K-safety coefficient takes K=1.5；Kp-coefficient of passive earth pressure, in the present embodiment, Kp=4.5 is chosen according to settlement by soaking soil property, bring in formula (3), Ep=4/1.5 (0.5 × 27 × 3.5 × 3.5 × 4.5+15 × 3.5 × 0.5 × 4.5+2 × 3.5 × 18 × 4.5)=3811KN >=2750KN, meets this construction requirement according to above column count parados.Wherein, carrying out diligent top, duty is dug and grouting in time, controls push pipe elevation mileage axis and rectifies a deviation in time, described during jacking construction, carries out continuously and smoothly's jacking and does not interrupt in described push pipe process, in jack-in process, move speed keeps balance with unearthed speed.
This utility model after constructing, carry out construction before and after highway elevation detect, concrete numerical value referring to table 1,
Highway elevation synopsis 1 before and after construction
| Control point | Height before construction | Height after construction | Sedimentation height | Highway ftractures |
| 1 | 907.371 | 907.365 | 6 | Do not ftracture |
| 2 | 907.372 | 907.366 | 6 | Do not ftracture |
| 3 | 907.373 | 907.368 | 5 | Do not ftracture |
| 4 | 907.375 | 907.370 | 5 | Do not ftracture |
| 5 | 907.377 | 907.372 | 5 | Do not ftracture |
| 6 | 907.378 | 907.374 | 4 | Do not ftracture |
| 7 | 907.376 | 907.373 | 3 | Do not ftracture |
| 8 | 907.374 | 907.372 | 2 | Do not ftracture |
| 9 | 907.373 | 907.371 | 2 | Do not ftracture |
| 10 | 907.371 | 907.369 | 2 | Do not ftracture |
Shown in such Fig. 3, this utility model energy shallow overburden jacking construction reduces excavated volume and backfill amount, it is thus achieved that very big economic benefit, when not affecting traffic, complete construction task, obtain social benefit simultaneously.
This utility model is not limited to above-mentioned embodiment, and when without departing substantially from flesh and blood of the present utility model, any deformation that it may occur to persons skilled in the art that, improvement, replacement each fall within protection domain of the present utility model.
Claims (5)
1. shallow overburden push pipe controls the equipment of earth construction deformation, including the sleeper (2) being arranged on open caisson wall (1) front side, described sleeper (2) is provided with the pillow ferrum (3) being connected with some groups of top pick (4) one end, it is characterized in that, the other end of described top pick (4) is connected with top ferrum (5), described top ferrum (5) overhead is on the sidewall of pipe of concrete (6), and described pipe of concrete (6) is provided with injected hole (7).
2. shallow overburden push pipe controls the equipment of earth construction deformation according to claim 1, it is characterised in that the thickness of described wall (1) is 50cm, and outside dimension is 5m, is highly 3.5m.
3. shallow overburden push pipe controls the equipment of earth construction deformation according to claim 1, it is characterised in that described top pick (4) is 3 sets, and specification is 200T.
4. shallow overburden push pipe controls the equipment of earth construction deformation according to claim 1, it is characterised in that the position that described pipe of concrete (6) is arranged is for from ground 1.5～3m.
5. shallow overburden push pipe controls the equipment of earth construction deformation according to claim 1, it is characterised in that described pipe of concrete (6) diameter is 1.4～3.6m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620133605.2U CN205371804U (en) | 2016-02-22 | 2016-02-22 | Equipment that shallow buried depth push pipe control ground structure warp |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620133605.2U CN205371804U (en) | 2016-02-22 | 2016-02-22 | Equipment that shallow buried depth push pipe control ground structure warp |
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| Publication Number | Publication Date |
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| CN205371804U true CN205371804U (en) | 2016-07-06 |
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| CN201620133605.2U Active CN205371804U (en) | 2016-02-22 | 2016-02-22 | Equipment that shallow buried depth push pipe control ground structure warp |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105570534A (en) * | 2016-02-22 | 2016-05-11 | 中国水利水电第十一工程局有限公司 | Shallow-burial-depth pipe-jacking equipment capable of controlling ground structural deformation and construction method |
-
2016
- 2016-02-22 CN CN201620133605.2U patent/CN205371804U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105570534A (en) * | 2016-02-22 | 2016-05-11 | 中国水利水电第十一工程局有限公司 | Shallow-burial-depth pipe-jacking equipment capable of controlling ground structural deformation and construction method |
| CN105570534B (en) * | 2016-02-22 | 2019-07-12 | 中国水利水电第十一工程局有限公司 | Shallow overburden push pipe controls the equipment and construction method of ground structure deformation |
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