CN104790407B - A kind of method adjusting soil pressure impact - Google Patents

A kind of method adjusting soil pressure impact Download PDF

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Publication number
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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CN
China
Prior art keywords
soil pressure
pressure impact
method adjusting
adjusting soil
construction
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Expired - Fee Related
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CN201510190281.6A
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Chinese (zh)
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CN104790407A (en
Inventor
曹周红
刘晓平
黄伦超
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Changsha University of Science and Technology
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Changsha University of Science and Technology
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Priority to CN201510190281.6A priority Critical patent/CN104790407B/en
Publication of CN104790407A publication Critical patent/CN104790407A/en
Application granted granted Critical
Publication of CN104790407B publication Critical patent/CN104790407B/en
Expired - Fee Related legal-status Critical Current
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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

A kind of method adjusting soil pressure impact
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.
CN201510190281.6A 2015-04-21 2015-04-21 A kind of method adjusting soil pressure impact Expired - Fee Related CN104790407B (en)

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

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CN104790407A CN104790407A (en) 2015-07-22
CN104790407B true CN104790407B (en) 2016-09-14

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Families Citing this family (2)

* Cited by examiner, † Cited by third party
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)

* Cited by examiner, † Cited by third party
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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Granted publication date: 20160914

Termination date: 20180421