CN203080470U - Pile-bearing platform-barricade combined supporting and retaining structure - Google Patents
Pile-bearing platform-barricade combined supporting and retaining structure Download PDFInfo
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- CN203080470U CN203080470U CN 201320080062 CN201320080062U CN203080470U CN 203080470 U CN203080470 U CN 203080470U CN 201320080062 CN201320080062 CN 201320080062 CN 201320080062 U CN201320080062 U CN 201320080062U CN 203080470 U CN203080470 U CN 203080470U
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- retaining wall
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Abstract
The utility model discloses a pile-bearing platform-barricade combined supporting and retaining structure which comprises a reinforced concrete bearing platform, reinforced concrete pile foundations arranged below the reinforced concrete bearing platform in an arraying way, and a rigid retaining wall placed on the upper surface of the reinforced concrete bearing platform, wherein longitudinal carrying bars in the reinforced concrete pile foundations are connected with carrying bars in the reinforced concrete bearing platform, and an anti-sliding structure used for preventing the rigid retaining wall from sliding relative to the reinforced concrete bearing platform under the action of a soil body behind the wall is arranged between the upper surface of the reinforced concrete bearing platform and the lower surface of the rigid retaining wall. The pile-bearing platform-barricade combined supporting and retaining structure can be used for treating thick-layer and ultra-thick-layer landslides, and also has the advantages of simple construction process and high construction progress; and the construction quality is easy to control.
Description
Technical field
The utility model belongs to the retaining structure technical field, is specifically related to a kind of retaining structure that comprises stake, cushion cap and barricade.
Background technology
In regional hydraulic engineering such as mountain area, storehouse bank, riverbank, traffic engineering, civil engineering construction, usually run into engineerings such as high slope, landslide and high embankment.In order to ensure engineering safety, must adopt supporting construction to reinforce punishment.Common supporting construction type is more, as antislide pile, retaining wall, stake board wall, anchor ingot plate, framework lattice, anchor cable, anchor pole and steel mesh reinforcement etc., will be example with antislide pile and retaining wall below, and the existing retaining structure punishment landslide mode of utilizing is analyzed.
Antislide pile is the pile that passes sliding mass and deeply slide bed, in order to a sliding force of retaining gliding mass, plays stable side slope, is a kind of main supporting construction that antiskid is handled that is used for.Antislide pile is to utilize antislide pile to insert the thrust that the good ground below the slide plane comes the balance sliding mass to the drag (anchored force) of antislide pile to the stabilization of sliding mass, increases its stability.When sliding mass glides, be subjected to the impedance of antislide pile, make gliding mass reach stable state.For shallow-layer and medium-bedded landslide, the superiority of antislide pile is conspicuous, and antislide pile is normally reliable to the treatment effect on landslide.But, for thick-layer and giant heavy laver land slide, because sliding mass thickness is big, the free segment length of antislide pile is big, make the entire length of antislide pile long, cross-sectional area is bigger, not only the difficulty of construction of antislide pile is big, less economical, and antislide pile is also not necessarily reliable to the impedance effect on landslide.
Retaining wall is meant that supporting bankets or the hillside soil body, and prevents to banket or the supporting construction of soil deformation unstability.According to the rigidity size, retaining wall can be divided into rigid retaining wall and flexible retaining wall two classes.Common rigid retaining wall comprises three kinds of gravity retaining wall, cantilever sheet pile wall and counterfort retaining walls, will be that example is analyzed retaining wall below with the gravity retaining wall.Gravity retaining wall is to keep retaining wall stable under the sliding mass effect with the retaining wall self gravitation, and gravity retaining wall can build up with barnacle or concrete, generally is unworthy of reinforcing bar or only is equipped with a spot of reinforcing bar in subrange.The wall height is below 6m, and the stratum is stable, the location of entail dangers to adjacent building safety not during earth and stone digging, and its economic benefit is obvious.The advantage of gravity retaining wall is to gather materials on the spot, easy construction, and good economical benefit, still, because gravity retaining wall is kept balance and stability by deadweight, its volume, weight are all big, and is therefore higher to the ground requirement for bearing capacity.Under soil pressure effect behind the wall, must have the enough resistances to overturning and the intensity of structure at retaining wall, should check retaining wall during design under load action, along the sliding stability of substrate, around the overturning stability of toe of wall rotation and the bearing capacity of ground.When adopting gravity retaining wall to handle the landslide, because body of wall must pass sliding mass and deeply sliding bed, therefore, it can only be used to handle shallow failure, and the bearing capacity of foundation soil of sliding bed also must meet the demands.
In sum, when handling the landslide, antislide pile has significant superiority when handling shallow-layer and medium-bedded landslide, might not be reliable and be used to handle the effect of thick-layer and giant heavy laver land slide; Retaining wall only can be used to handle the shallow failure that sliding bed bearing capacity of foundation soil meets the demands.In other engineering such as high slope, high embankment engineering, antislide pile and retaining wall also all have limitation separately.
Summary of the invention
In view of this, the purpose of this utility model is to provide a kind of stake-cushion cap-barricade combination retaining structure, this stake-cushion cap-barricade combination retaining structure not only can be used for reinforcing administers thick-layer and giant heavy laver land slide, but also has the advantage that construction technology is simple, construction quality is easy to control and construction speed is fast.
For achieving the above object, the utility model provides following technical scheme:
A kind of stake-cushion cap-barricade combination retaining structure, comprise the steel concrete cushion cap, the steel bar concrete pile of arranged in arrays below described steel concrete cushion cap and the rigid retaining wall that is placed on described steel concrete cushion cap upper surface, the longitudinal stress reinforcing bar that is arranged in the described steel bar concrete pile links to each other with steel bar stress in being arranged on described steel concrete cushion cap, is provided with between the upper surface of described steel concrete cushion cap and the soffit of rigid retaining wall to be used to prevent rigid retaining wall anti-slip structure with respect to the slip of steel concrete cushion cap under soil body effect behind the wall.
Further, described anti-slip structure comprise the last sawtooth on the upper surface that is arranged on described steel concrete cushion cap and be arranged on the soffit of described rigid retaining wall and with the described following sawtooth of going up engagement.
Further, describedly go up the inclined-plane and the vertical plane vertical that sawtooth comprises that the upper surface with respect to described steel concrete cushion cap is inclined to set with the upper surface of described steel concrete cushion cap.
Further, described steel bar concrete pile is set at least one row perpendicular to the direction that sliding mass slides.
Further, described rigid retaining wall is gravity retaining wall or cantilever sheet pile wall or counterfort retaining wall.
The beneficial effects of the utility model are:
Stake-cushion cap of the present utility model-barricade combination retaining structure is by being provided with steel bar concrete pile, in use steel bar concrete pile is extended downward good ground, can play the effect that existing antislide pile props up the retaining sliding mass, by on steel bar concrete pile, fixedly installing the steel concrete cushion cap, and at steel concrete cushion cap placement rigid retaining wall, be that tensile strength between steel concrete cushion cap and the rigid retaining wall is zero, by anti-slip structure is set between steel concrete cushion cap upper surface and rigid retaining wall soffit, can utilize rigid retaining wall to prop up the retaining sliding mass;
The steel bar concrete pile of stake-cushion cap of the present utility model-barricade combination retaining structure is compared with existing antislide pile, significantly reduced to act on the load of steel bar concrete pile, make the length and the sectional dimension of steel bar concrete pile all obviously reduce, can save construction costs, the difficulty of construction that reduces also to have reduced steel bar concrete pile of steel bar concrete pile length and sectional dimension, thus can improve the construction quality of engineering and shorten the construction period;
The rigid retaining wall of stake-cushion cap of the present utility model-barricade combination retaining structure is compared with existing rigid retaining wall, the restriction of having avoided geological conditions that rigid retaining wall is used, expanded the scope of application of rigid retaining wall, the construction of rigid retaining wall does not need to carry out the rigid retaining wall ground and handles, the rigid retaining wall construction technology is simple, the easier control of construction quality, construction speed is faster;
Stake-cushion cap of the present utility model-barricade combination retaining structure is by being used in combination steel bar concrete pile and rigid retaining wall, can utilize steel bar concrete pile impedance lower floor sliding mass, and utilize rigid retaining wall to prop up and block a layer sliding mass, stake-cushion cap promptly of the present utility model-barricade combination retaining structure can be used in and administers thick-layer and giant heavy laver land slide.
Description of drawings
In order to make the purpose of this utility model, technical scheme and beneficial effect clearer, the utility model provides following accompanying drawing to describe:
Fig. 1 is the structural representation of the utility model stake-cushion cap-barricade combination retaining structure embodiment.
The specific embodiment
Below in conjunction with accompanying drawing, preferred embodiment of the present utility model is described in detail.
As shown in Figure 1, make up the structural representation of retaining structure embodiment for the utility model stake-cushion cap-barricade.Stake-the cushion cap of present embodiment-barricade combination retaining structure, comprise steel concrete cushion cap 1, arranged in arrays below steel concrete cushion cap 1 steel bar concrete pile 2 and be placed on the rigid retaining wall 3 of steel concrete cushion cap 1 upper surface, the longitudinal stress reinforcing bar that is arranged in the steel bar concrete pile 2 links to each other with steel bar stress in being arranged on steel concrete cushion cap 1, and promptly steel bar concrete pile 2 and steel concrete cushion cap 1 are connected to one.Be provided with between the soffit of the upper surface of steel concrete cushion cap 1 and rigid retaining wall 3 and be used to prevent rigid retaining wall 3 anti-slip structure with respect to 1 slip of steel concrete cushion cap under soil body effect behind the wall.
Further, the anti-slip structure of present embodiment comprise the last sawtooth 4 on the upper surface that is arranged on steel concrete cushion cap 1 and be arranged on the soffit of rigid retaining wall 3 and with the following sawtooth 5 of last sawtooth 4 engagements, by between steel concrete cushion cap 1 and rigid retaining wall 3, adopting broached-tooth design, can be effectively rigid retaining wall 3 be applied and be used for behind the balance wall soil body the horizontal thrust effect of rigid retaining wall 3, and this horizontal thrust effect is converted to shearing force and the moment of flexure that acts on steel bar concrete pile 2, prevent that rigid retaining wall 3 from sliding with respect to steel concrete cushion cap 1 under soil body effect behind the wall.
Preferably, the last sawtooth 4 of present embodiment comprises the inclined-plane and the vertical plane vertical with the upper surface of steel concrete cushion cap 1 that the upper surface with respect to steel concrete cushion cap 1 is inclined to set, in like manner, the structure of following sawtooth 5 and last sawtooth 4 identical and with last sawtooth 4 engagements.Adopt the last sawtooth of this structure, not only can play the purpose that prevents that rigid retaining wall 3 from sliding with respect to steel concrete cushion cap 1 under soil body effect behind the wall, and be convenient to assembling between rigid retaining wall 3 and the steel concrete cushion cap 1, can be directly with rigid retaining wall 3 liftings or cast-in-placely sawtooth and following engagement can be finished to the steel concrete cushion cap 1 to assemble or build, in addition, adopt the last sawtooth of this structure also to have the advantage that can prevent that rigid retaining wall 3 from overturning with respect to steel concrete cushion cap 1 to a certain extent.
Certainly, anti-slip structure also can adopt existing other multiple modes to realize, is not repeated.
Further, steel bar concrete pile 2 is set at least one row perpendicular to the direction that sliding mass slides, the steel bar concrete pile 2 of present embodiment is set to two rows perpendicular to the direction that sliding mass slides, by steel bar concrete pile 2 is set at least one row, can strengthen shear resistance and bending resistance, and can firm support steel concrete cushion cap 1 and rigid retaining wall 3.
Further, rigid retaining wall 3 is gravity retaining wall or cantilever sheet pile wall or counterfort retaining wall, can select multi-form rigid retaining wall 3 for use according to conditions such as the functional requirement of engineering, geology landform, the rigid retaining wall 3 of present embodiment adopts gravity retaining walls, can satisfy instructions for use.
Stake-the cushion cap of present embodiment-barricade combination retaining structure is by being provided with steel bar concrete pile 2, in use steel bar concrete pile 2 is extended downward good ground, can play the effect that existing antislide pile props up the retaining sliding mass, by on steel bar concrete pile 2, fixedly installing steel concrete cushion cap 1, and at steel concrete cushion cap 1 placement rigid retaining wall 3, be that tensile strength between steel concrete cushion cap 1 and the rigid retaining wall 2 is zero, by anti-slip structure is set, can utilize 3 retainings of rigid retaining wall sliding mass between steel concrete cushion cap 1 upper surface and rigid retaining wall 3 soffits.
The steel bar concrete pile 2 of the stake-cushion cap of present embodiment-barricade combination retaining structure is compared with existing antislide pile, significantly reduced to act on the load of steel bar concrete pile 2, make the length and the sectional dimension of steel bar concrete pile 2 all obviously reduce, can save construction costs, the difficulty of construction that reduces also to have reduced steel bar concrete pile of steel bar concrete pile 2 length and sectional dimension, thus can improve the construction quality of engineering and shorten the construction period;
The rigid retaining wall 3 of the stake-cushion cap of present embodiment-barricade combination retaining structure is compared with existing rigid retaining wall, the restriction of having avoided geological conditions that rigid retaining wall 3 is used, expanded the scope of application of rigid retaining wall 3, the construction of rigid retaining wall 3 does not need to carry out the rigid retaining wall ground and handles, the rigid retaining wall construction technology is simple, the easier control of construction quality, construction speed is faster;
Stake-the cushion cap of present embodiment-barricade combination retaining structure is by being used in combination steel bar concrete pile 2 and rigid retaining wall 3, can utilize steel bar concrete pile 2 impedance lower floor sliding masses, and utilize 3 of rigid retaining walls to block a layer sliding mass, promptly this stake-cushion cap of present embodiment-barricade combination retaining structure can be used in and administers thick-layer and giant heavy laver land slide.
In engineering construction, also need the intensity of present embodiment stake-cushion cap-barricade combination retaining structure is calculated, the force analysis of the steel bar concrete pile 2 of present embodiment, steel concrete cushion cap 1 and rigid retaining wall 3 is as follows:
1, the force analysis of steel bar concrete pile 2: act on horizontal applied force on the steel bar concrete pile 2 comprise the soil body before the horizontal thrust, stake of a back soil body horizontal drag, anchoring section stratum horizontal drag and put on the horizontal shear and the moment of flexure on stake top by steel concrete cushion cap 1; The vertical effect on the steel bar concrete pile 2 of acting on comprises the deadweight of the soil body (referring to the soil body that steel concrete cushion cap 1 end face is above here) after the deadweight, part wall of deadweight, the rigid retaining wall 3 of steel concrete cushion cap 1 and the vertical drag on stratum; The designing and calculating content of steel bar concrete pile 2 comprises the connected mode of the strength grade of the length of spacing, steel bar concrete pile 2 of the arrangement form of steel bar concrete pile 2 king-piles and position, steel bar concrete pile 2 and cross sectional dimensions, steel bar concrete pile 2 reinforcing bars and consumption, steel bar concrete pile 2 concrete strength grades and consumption, steel bar concrete pile 2 tops and steel concrete cushion cap 1 and bonding strength etc.; Wherein, the length of the spacing of the arrangement form of steel bar concrete pile 2 and position, steel bar concrete pile 2, steel bar concrete pile 2 etc. is calculated according to stratum structural condition, geographic and geomorphic conditions, hydrogeological conditions, geotechnical body physical and mechanical parameter, external load etc. and is determined; Basis such as the connected mode of the strength grade of the cross sectional dimensions of steel bar concrete pile 2, steel bar concrete pile 2 reinforcing bars and consumption, steel bar concrete pile 2 concrete strength grades and consumption, steel bar concrete pile 2 and steel concrete cushion cap 1 and bonding strength act on load size on the steel bar concrete pile 2 and structure and require etc. to calculate definite;
2, the force analysis of steel concrete cushion cap 1: the horizontal force that acts on the steel concrete cushion cap 1 comprises that rigid retaining wall 3 puts on the horizontal loading of steel concrete cushion cap 1 end face, the steel concrete cushion cap 1 rear soil body puts on the horizontal thrust of steel concrete cushion cap 1 side and the horizontal drag of steel concrete cushion cap 1 and steel bar concrete pile 2 junctions; The vertical effect on the steel concrete cushion cap 1 of acting on comprises the vertical drag of the deadweight of the soil body (referring to the soil body that steel concrete cushion cap 1 end face is above here) after the deadweight, part wall of rigid retaining wall 3 and steel concrete cushion cap 1 and steel bar concrete pile 2 junctions; The designing and calculating content of steel concrete cushion cap 1 comprises thickness, width, the longitudinal divisions length of steel concrete cushion cap 1, the strength grade of reinforcing bar and consumption, concrete strength grade and consumption, the connected mode and the bonding strength of steel concrete cushion cap 1 and steel bar concrete pile 2, geometric shape, size and the arrangement of reinforcement etc. of the last sawtooth 4 of steel concrete cushion cap 1 end face; The connected mode of the physical dimension of steel concrete cushion cap 1, the strength grade of reinforcing bar and consumption, concrete strength grade and consumption, steel concrete cushion cap 1 and steel bar concrete pile 2 and bonding strength etc. are subjected to curvedly to calculate, be subjected to die-cut calculating and cut to calculate to determine to steel concrete cushion cap 1 according to the suffered effect size of steel concrete cushion cap 1, the layout of steel bar concrete pile 2 etc.; Horizontal drag size was calculated definite at the bottom of geometric shape, size and the arrangements of reinforcement etc. of the last sawtooth 4 of steel concrete cushion cap 1 end face were stablized needed wall according to rigid retaining wall 3;
3, the force analysis of rigid retaining wall 3: act on the horizontal drag that horizontal force on the rigid retaining wall 3 comprises steel concrete cushion cap 1 end face at the bottom of the horizontal thrust of the soil body behind the wall and the wall; The vertical effect on the rigid retaining wall 3 of acting on comprises the vertical drag of steel concrete cushion cap 1 end face at the bottom of the deadweight of the soil body behind the part wall and the wall; The designing and calculating content of rigid retaining wall 3 comprises the intensity of following sawtooth of the walling strength of materials of the cross section physical dimension of type, rigid retaining wall 3 of rigid retaining wall 3 and section length, rigid retaining wall 3 and consumption, rigid retaining wall 3 bottom surfaces and physical dimension etc.; The type of rigid retaining wall 3 is according to gravity retaining wall, cantilever sheet pile wall and counterfort retaining wall pluses and minuses and applicable elements separately, and determines in conjunction with the functional requirement of engineering, geology orographic condition etc.; The walling strength of materials of the cross section physical dimension of rigid retaining wall 3 and section length, rigid retaining wall and consumption etc. carry out resistance to overturning and local stability according to the suffered effect size of rigid retaining wall 3, the physical dimension of steel concrete cushion cap 1 etc. to rigid retaining wall 3 and calculate and determine; The intensity of the following sawtooth 5 of rigid retaining wall 3 bottom surfaces and physical dimension etc. are calculated according to the size of the horizontal thrust of the soil body behind the wall and are determined, and the geometric shape and the size of sawtooth 5 must mesh with sawtooth on steel concrete cushion cap 1 end face 4 under rigid retaining wall 3 bottom surfaces.
Explanation is at last, above preferred embodiment is only unrestricted in order to the explanation the technical solution of the utility model, although the utility model is described in detail by above preferred embodiment, but those skilled in the art are to be understood that, can make various changes to it in the form and details, and not depart from the utility model claims institute restricted portion.
Claims (5)
1. stake-cushion cap-barricade makes up retaining structure, it is characterized in that: comprise the steel concrete cushion cap, the steel bar concrete pile of arranged in arrays below described steel concrete cushion cap and the rigid retaining wall that is placed on described steel concrete cushion cap upper surface, the longitudinal stress reinforcing bar that is arranged in the described steel bar concrete pile links to each other with steel bar stress in being arranged on described steel concrete cushion cap, is provided with between the upper surface of described steel concrete cushion cap and the soffit of rigid retaining wall to be used to prevent rigid retaining wall anti-slip structure with respect to the slip of steel concrete cushion cap under soil body effect behind the wall.
2. stake-cushion cap according to claim 1-barricade combination retaining structure is characterized in that: described anti-slip structure comprise the last sawtooth on the upper surface that is arranged on described steel concrete cushion cap and be arranged on the soffit of described rigid retaining wall and with described on the following sawtooth of engagement.
3. stake-cushion cap according to claim 2-barricade combination retaining structure is characterized in that: describedly go up the inclined-plane and the vertical plane vertical with the upper surface of described steel concrete cushion cap that sawtooth comprises that the upper surface with respect to described steel concrete cushion cap is inclined to set.
4. according to each described stake-cushion cap of claim 1-3-barricade combination retaining structure, it is characterized in that: described steel bar concrete pile is set at least one row perpendicular to the direction that sliding mass slides.
5. stake-cushion cap according to claim 4-barricade combination retaining structure, it is characterized in that: described rigid retaining wall is gravity retaining wall or cantilever sheet pile wall or counterfort retaining wall.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320080062 CN203080470U (en) | 2013-02-21 | 2013-02-21 | Pile-bearing platform-barricade combined supporting and retaining structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320080062 CN203080470U (en) | 2013-02-21 | 2013-02-21 | Pile-bearing platform-barricade combined supporting and retaining structure |
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| CN203080470U true CN203080470U (en) | 2013-07-24 |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105178251A (en) * | 2015-08-26 | 2015-12-23 | 台州建筑安装工程公司 | River levee brick and river levee protection wall |
| CN106049512A (en) * | 2016-06-21 | 2016-10-26 | 重庆交通大学 | Design and calculation method for double-row pile foundation-bearing platform-retaining wall combined supporting and retaining structure |
| CN106049529A (en) * | 2016-06-21 | 2016-10-26 | 重庆交通大学 | Design and calculation method for single-row pile foundation-bearing table-retaining wall combined supporting and retaining structure |
| CN106284408A (en) * | 2016-09-20 | 2017-01-04 | 广东舍卫工程技术咨询有限公司 | Pile reinforced soil retaining wall |
| CN107059774A (en) * | 2017-05-27 | 2017-08-18 | 中交第三航务工程勘察设计院有限公司 | A kind of assembled high-rise pile cap revetment structure and construction method |
| CN108487303A (en) * | 2018-04-02 | 2018-09-04 | 山东建筑大学 | A kind of Complex retaining wall and construction method of support pile and counterfort wall |
| CN108999142A (en) * | 2018-08-19 | 2018-12-14 | 天津大学 | The construction method of dome rectangular light-duty caisson and pile foundation combined type deep water breakwater |
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2013
- 2013-02-21 CN CN 201320080062 patent/CN203080470U/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105178251A (en) * | 2015-08-26 | 2015-12-23 | 台州建筑安装工程公司 | River levee brick and river levee protection wall |
| CN106049512A (en) * | 2016-06-21 | 2016-10-26 | 重庆交通大学 | Design and calculation method for double-row pile foundation-bearing platform-retaining wall combined supporting and retaining structure |
| CN106049529A (en) * | 2016-06-21 | 2016-10-26 | 重庆交通大学 | Design and calculation method for single-row pile foundation-bearing table-retaining wall combined supporting and retaining structure |
| CN106049529B (en) * | 2016-06-21 | 2018-01-19 | 重庆交通大学 | Single pile foundation support table barricade combines retaining structure design and calculation method |
| CN106049512B (en) * | 2016-06-21 | 2018-02-06 | 重庆交通大学 | Double pile foundation support table barricade combines retaining structure design and calculation method |
| CN106284408A (en) * | 2016-09-20 | 2017-01-04 | 广东舍卫工程技术咨询有限公司 | Pile reinforced soil retaining wall |
| CN107059774A (en) * | 2017-05-27 | 2017-08-18 | 中交第三航务工程勘察设计院有限公司 | A kind of assembled high-rise pile cap revetment structure and construction method |
| CN108487303A (en) * | 2018-04-02 | 2018-09-04 | 山东建筑大学 | A kind of Complex retaining wall and construction method of support pile and counterfort wall |
| CN108999142A (en) * | 2018-08-19 | 2018-12-14 | 天津大学 | The construction method of dome rectangular light-duty caisson and pile foundation combined type deep water breakwater |
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| CF01 | Termination of patent right due to non-payment of annual fee | ||
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Granted publication date: 20130724 Termination date: 20160221 |