CN104790407B - A kind of method adjusting soil pressure impact - Google Patents
A kind of method adjusting soil pressure impact Download PDFInfo
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- CN104790407B CN104790407B CN201510190281.6A CN201510190281A CN104790407B CN 104790407 B CN104790407 B CN 104790407B CN 201510190281 A CN201510190281 A CN 201510190281A CN 104790407 B CN104790407 B CN 104790407B
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- soil pressure
- pressure impact
- method adjusting
- adjusting soil
- construction
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Abstract
The invention discloses a kind of method adjusting soil pressure impact, it is characterized in that sequentially including the following steps: (1) excavation ground, and backbreak；(2) part of backbreaking is backfilled；(3) monolithic construction construction；(4) backfill of banketing is constructed.This method can strengthen the advantageous effect that plate upper surface is produced by soil pressure, the adverse effect that plate upper surface is produced by the loads such as side load, the effectively problem of Cracking of plate upper surface in prevention monolithic construction work progress can be reduced simultaneously, and construction is simple, it is convenient to implement, and construction costs is low.
Description
Technical field
The present invention relates to water transport hydraulic engineering technical field, be more specifically the large-scale ship lock of the one on soft foundation, dock and
The monoblock type lock head of sluice and lock chamber structure.
Background technology
In the water transport hydraulic engineering technical fields such as ship lock, dock and sluice, monolithic construction is a kind of very important structure
Pattern.This structure is formed by base plate and abutment wall (pier) integrated connection, has good integrity, and barrier properties is strong, and subgrade reaction is divided
Cloth ratio is more uniform, to ground requirement for bearing capacity than the advantage such as relatively low, in some large-scale water transport hydraulic engineerings through frequently with.But
Engineering practice shows, table on crack, especially base plate often occurs during the monolithic construction construction of bottom plates on soft foundation
The crack of Middle face is most commonly seen.
To this end, there has been proposed many kinds of measures, as strengthened base plate sectional dimension, adding and join reinforcing bar, use reserved width seam construction party
Method construction (refers to " research of Method of Setting Up Construction Joint In Large Lock Foundation Plate " one of " civil engineering journal " the 1st phase in 1992
Literary composition and " Changsha Traffic College " the 2nd phase in 1996 " impact of Influcnce of Lock Floor By Different Construction Methods " literary composition), will
Conventional concrete replace with fiber concrete (refer to " Modern Transportation Technology " the 6th phase in 2009 " fiber concrete exists
Experimental study in the Third-Line Shiplock engineering of soap river, Suqian " literary composition), change conventional construction order, first carry out part soil body backfill,
Carry out the construction (referring to Chinese patent ZL201010606658 " method reducing side load influence ") of foundation ditch inner structure again,
Deformed bar is used (to refer to " Chongqing Jiaotong University's journal (natural science edition) " " at the bottom of docking lock chamber of the 5th phase in 2013
The linear layout study of board prestress muscle " literary composition), and portion arranges prominent rib in the soleplate, laying compensates cushion course, at base plate end
Portion arranges key-wall, squeezes into window shade sheet pile etc. (refer to " the docking ship of " water conservancy and hydropower technology " o. 11th in 2014 in ground
The Improving Measurements of gate floor stress and effect analysis thereof " one literary composition) etc. method.
Although above method effect is preferable, and also tend to the seamless process construction constructing fairly simple, but some method is simultaneously
There is also construction more complicated, affect the duration, or some shortcomings such as construction investment is big.Substantially, plate upper surface cracking is main
Be because the load action being unfavorable for plate upper surface stress that structure bears relatively big, as temperature load, side load, humidity load,
Ground resilience forces etc., the load action of the beneficially plate upper surface stress born is the least, mainly on abutment wall (pier)
Soil pressure, causes plate upper surface maximum tension stress to exceed the reason of concrete tensile strength.Therefore, design is a kind of easy to be easy
The new method of row, strengthens the effect being conducive to plate upper surface stress, mainly adjusts the impact of soil pressure, and then reaches to improve
Monolithic construction bottom slab stress purpose, with asking of solving that monolithic construction plate upper surface concrete in work progress easily ftractures
Inscribe the most necessary.
Summary of the invention
For the deficiency overcoming existing method to exist, improve monolithic construction bottom slab stress, the invention provides a kind of adjustment soil pressure
The method of power impact.
The present invention is by the following technical solutions: a kind of method adjusting soil pressure impact, implements according to the following steps:
(1) excavation ground, and backbreak；
(2) part of backbreaking is backfilled；
(3) monolithic construction construction；
(4) backfill of banketing is constructed.
Further, described excavation is for along putting domatic excavation.
Preferably, domatic being positioned at outside the plane of fracture that abutment wall (pier) backfills soil afterwards is put described in.
Further, finger of backbreaking described in is excavated to below foundation plane.
Preferably, the soil body of monolithic construction bottom is retained.
Further, the soil body using supporting to support monolithic construction bottom (comprises by the soil body of monolithic construction bottom originally
Body is as a kind of support form).
Preferably, the vertical supporting monolithic construction bottom soil body along monolithic construction base plate both ends of the surface is used.
Preferably, described vertical is sheet pile.
Further, calculate supporting and stretch into the length of below foundation plane.
Preferably, the length of sheet pile is calculated.
Further, wall (pier) soil pressure afterwards is calculated to the action effect of base plate and the degree of depth of backbreaking.
Preferably, use Finite Element Method to calculate supporting and stretch into the length (preferably, calculate the length of sheet pile) of foundation plane, with
And calculate wall (pier) soil pressure afterwards to the action effect of base plate and the degree of depth of backbreaking.
Constructing for monolithic construction, foundation ditch is the most only excavated to foundation plane, and in the present invention, backbreaks foundation ditch in the past,
The height banketed after which increasing wall (pier), and then increase the soil pressure after abutment wall (pier), sheet pile also can reduce simultaneously
The impact of side load, and subgrade reaction distribution will be made the most uniform this process of ground, these are all conducive to plate upper surface
Stress, and implement simple, easy construction, construction investment is little.
Accompanying drawing explanation
Fig. 1 is the construction schematic diagram using a kind of method adjusting soil pressure impact that the present invention relates to.
Wherein: 1, put domatic；2, ground；3, foundation plane；4, sheet pile；5, the plane of fracture；6, monolithic construction；7、
Banket.
Detailed description of the invention
In order to make the present invention design, realize technological means, main creation characteristic is readily apparent from, further below in conjunction with Fig. 1
Illustrate a kind of method adjusting soil pressure impact that the present invention relates to.
Shown in Figure 1, embodiment is to use the large-scale ship lock dock type lock chamber structure construction schematic diagram of this method.This method
Carry out the most as follows:
(1) put domatic 1 excavation ground 2 beyond the plane of fracture 5 along being positioned at, and be excavated to foundation plane less than 3, use simultaneously
The soil body of sheet pile 4 supporting monolithic construction 6 bottom；
(2) the excavation part of foundation plane less than 3 is backfilled；
(3) monolithic construction 6 is constructed；
(4) 7 backfills of banketing are constructed.
Technology design and the principal character of the present invention have more than been shown and described, and the technical staff of the industry should be able to understand this
Bright content also can be implemented according to this.It is that above-described embodiment and description describe simply to illustrate that the basic ideas of the present invention are with basic
Implement step, can not limit the scope of the invention with this.Without departing from the spirit and scope of the present invention, this
Bright also having various changes and modifications, these changes and improvements both fall within scope of the claimed invention, and application claims is protected
Scope of protecting is defined by appending claims and equivalent thereof.
Claims (10)
1. the method adjusting soil pressure impact, is characterized in that implementing according to the following steps:
(1) excavation ground, and backbreak；
(2) part of backbreaking is backfilled；
(3) to the monolithic construction construction being made up of base plate and lock wall；
(4) backfill of banketing is constructed.
A kind of method adjusting soil pressure impact the most according to claim 1, it is characterised in that: along putting domatic backbreaking to building
Below basal plane.
A kind of method adjusting soil pressure impact the most according to claim 2, it is characterised in that: backbreak to below foundation plane
Part backfills.
A kind of method adjusting soil pressure impact the most according to claim 3, it is characterised in that: calculate soil pressure after lock wall
Action effect and the degree of depth of backbreaking to base plate.
A kind of method adjusting soil pressure impact the most according to claim 2, it is characterised in that: to monolithic construction bottom
The soil body retains.
A kind of method adjusting soil pressure impact the most according to claim 5, it is characterised in that: use vertical supporting whole
The body formula structure bottom soil body.
A kind of method adjusting soil pressure impact the most according to claim 6, it is characterised in that: described vertical is sheet pile.
A kind of method adjusting soil pressure impact the most according to claim 7, it is characterised in that: computing board pile length.
A kind of method adjusting soil pressure impact the most according to claim 8, it is characterised in that: backbreak to below foundation plane
Part backfills.
A kind of method adjusting soil pressure impact the most according to claim 9, it is characterised in that: calculate soil pressure after lock wall
Power is to the action effect of base plate and the degree of depth of backbreaking.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510190281.6A CN104790407B (en) | 2015-04-21 | 2015-04-21 | A kind of method adjusting soil pressure impact |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510190281.6A CN104790407B (en) | 2015-04-21 | 2015-04-21 | A kind of method adjusting soil pressure impact |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104790407A CN104790407A (en) | 2015-07-22 |
| CN104790407B true CN104790407B (en) | 2016-09-14 |
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ID=53555562
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510190281.6A Expired - Fee Related CN104790407B (en) | 2015-04-21 | 2015-04-21 | A kind of method adjusting soil pressure impact |
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| CN (1) | CN104790407B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106480865B (en) * | 2016-10-31 | 2018-10-16 | 长沙理工大学 | A kind of built-up boat brake structure |
| CN113591358B (en) * | 2021-08-13 | 2023-09-29 | 中国水利水电科学研究院 | Dynamic adjustment method for pouring temperature and allowable maximum temperature of mass concrete |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003129489A (en) * | 2001-10-19 | 2003-05-08 | Penta Ocean Constr Co Ltd | Manufacture method for long caisson |
| CN1873106A (en) * | 2006-06-21 | 2006-12-06 | 李铌 | Buoyancy force type lock gate |
| CN101225664A (en) * | 2007-01-18 | 2008-07-23 | 中船第九设计研究院 | Caisson dock structure and construction method therefor |
| CN202559326U (en) * | 2012-04-25 | 2012-11-28 | 安徽省交通勘察设计院 | High side pier highly-filled soil ship lock chamber U-shaped prestressed cable dock type structure system |
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2015
- 2015-04-21 CN CN201510190281.6A patent/CN104790407B/en not_active Expired - Fee Related
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| CN104790407A (en) | 2015-07-22 |
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| SE01 | Entry into force of request for substantive examination | ||
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| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160914 Termination date: 20180421 |