CN100439634C - Horizontal force transfer method for underground building modification - Google Patents
Horizontal force transfer method for underground building modification Download PDFInfo
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- CN100439634C CN100439634C CNB2006100291572A CN200610029157A CN100439634C CN 100439634 C CN100439634 C CN 100439634C CN B2006100291572 A CNB2006100291572 A CN B2006100291572A CN 200610029157 A CN200610029157 A CN 200610029157A CN 100439634 C CN100439634 C CN 100439634C
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Abstract
Using former shared continuous wall, the invention sets up concrete support outside the continuous wall. Temporary steel support is setup between shared continuous wall and permanent continuous wall. Under principle of balanced stress it is concordant mutually and in strict precedence to form or dismantle steel supports in two foundation pits as well as build or dismantle two parts of structure. Being as key position, middle underground continuous wall is dismantled after permanent structure is formed completely. The invention guarantees stabilization of entire structure in construction stage, reduces influence on protection architecture, and possible distortion caused by construction. Moreover, using the existed structure, the invention lowers economic cost furthest.
Description
Technical field
The present invention relates to a kind of construction techniques, specifically a kind of horizontal force transfer method that is used for underground building modification.
Background technology
At present at the realm of building construction; often need transform existing building, the especially transformation of underground structure is owing to adjoin the protectiveness underground structure; in the underground building modification process, often need to consider adjacent building protection, prevent the existed building structural damage.As certain construction work, for cooperating new building thing structure, need transform the existing building structure, with its F3/B3 building structure by original underground two layers of building renovation Cheng Xin, comprise the formation with new construction of cutting of aging blocks plate body system, the final connection with other under ground portions of new building becomes one.But because the building structure that this palpus is transformed next-door neighbour protectiveness underground structure, be to adopt suitable way to the influence and the destruction of protectiveness underground structure than the design that is easier to draft, constructure scheme, in foundation ditch, add horizontal support for preventing in the transformation process.But the problem that produces is: how horizontal support is provided with, with the relation of existing building structure how.Behind the soil excavation, because of the unloading of the existing building structure next-door neighbour protectiveness underground structure one side soil body, distortion may increase, thereby has influence on the distortion, stressed of whole protectiveness underground structure, and the safety of protectiveness underground structure is had adverse effect.
Therefore, controlled deformation how? simultaneously, when new and old structure substitutes, how to keep the useful effect of horizontal support, will have influence on protectiveness underground structure and excavation pit simultaneously.All these is classified as how horizontal force is changed, the method problem of balance.
Summary of the invention
Technical problem to be solved by this invention provides a kind of horizontal force transfer method that is used for underground building modification, to satisfy the needs that underground fabric structure is transformed, and the influence that causes because of malformation that overcomes that prior art exists to the adjacent building structure.
The present invention is design like this: because when the new building underground engineering construction, two foundation ditches of actual formation: one is the big foundation ditch of soil excavation; Another is to transform building in new and old structure replacement process, and there is a stifled shared diaphragm wall between the two in the special little foundation ditch of formation.Therefore adopt the terminal of this wall as horizontal force; and to prepare to transform old structure of building or the structure that newly forms as powerful horizontal support; horizontal force in the excavation pit is delivered on the main body of protective building, to keep the suffered horizontal equilibrium of forces of building body of protective building.
The technical scheme of technical solution problem of the present invention is as follows:
A kind of horizontal force transfer method that is used for underground building modification, the underground structure of transforming comprise big foundation ditch and little foundation ditch, have a stifled shared diaphragm wall between two foundation ditches, it is characterized in that, comprise the steps:
(1). in big foundation ditch concrete is set successively from top to bottom and supports, concrete supports and is arranged on the shared diaphragm wall;
(2). at little foundation ditch inside ceiling panel upper space the first road steel is installed and is supported, steel supports and supports corresponding setting with concrete, described steel supported and is installed steel from top to bottom successively at underground each sheaf space in little foundation ditch top board bottom and is supported between shared diaphragm wall and permanent diaphragm wall;
(3). cut last, two road steel support between floor, the base plate construction;
(4). progressively remove steel support and corresponding concrete support, the corresponding newly-built floor slab structure of constructing by order from the bottom to top;
(5) cut shared diaphragm wall at last, the both sides beam slab is connected construction with the expansion of work plane.
By above disclosed technical scheme as can be known, the present invention is by being used to original shared diaphragm wall, and the support system of both sides all by this genuine diaphragm wall transmitter shaft power down, keeps balance.Constuction joint is not stayed in the direct perforation of girder, and structure has been played the good supporting effect.And the foundation ditch of transforming building structure has well played the equilibrium state that keeps foundation ditch and protective building main body by temporary steel support is set in the transfer process of new and old structure, ensured the stable of total in the construction stage.Influence and issuable distortion that construction causes have been reduced to greatest extent to protective building.In this external engineering,, reduced financial cost to greatest extent by existing structure is used.
Description of drawings
Fig. 1 is specific embodiment of the invention new building and the plan-position graph of a relation of transforming building and protective building;
Fig. 2 is that the original structure of transforming building among Fig. 1 embodiment is arranged condition diagram;
Fig. 3～14th, Fig. 1 embodiment adopts the construction process figure of job practices of the present invention;
Figure 15 is that steel supports the lifting schematic diagram in the specific embodiment of the invention.
The specific embodiment
Further specify specific implementation method of the present invention below in conjunction with embodiment and accompanying drawing.
The present invention is used for the horizontal force transfer method of underground building modification, and the underground structure of transforming comprises big foundation ditch and little foundation ditch, has a stifled shared diaphragm wall between two foundation ditches, comprises the steps:
(1). in big foundation ditch concrete is set successively from top to bottom and supports, concrete supports and is arranged on the shared diaphragm wall;
(2). at little foundation ditch inside ceiling panel upper space the first road steel is installed and is supported, steel supports and supports corresponding setting with concrete, described steel supported and is installed steel from top to bottom successively at underground each sheaf space in little foundation ditch top board bottom and is supported between shared diaphragm wall and permanent diaphragm wall;
(3). cut last, two road steel support between floor, the base plate construction;
(4). progressively remove steel support and corresponding concrete support, the corresponding newly-built floor slab structure of constructing by order from the bottom to top;
(5) cut shared diaphragm wall at last, the both sides beam slab is connected construction with the expansion of work plane.
As shown in Figure 1, in the specific embodiment of the invention, wherein the a-quadrant is new building foundation ditch zone, is big foundation ditch; The C zone is little foundation ditch for transforming the building foundation pit zone, and a stifled shared diaphragm wall 1 is arranged between two foundation ditch zones; The D zone is the protective building zone, and a stifled shared protective building main body diaphragm wall is also arranged between C zone and the D zone, promptly permanent diaphragm wall 2.As seen from Figure 2, transforming building was underground double-layer structure before transforming, i.e. B1 B1 and underground two layers of B2.
Four road concretes are set in the big foundation ditch of excavation to be supported, act directly on the shared diaphragm wall of transforming building structure steel supports in two foundation ditches formation, dismountings, and the building or tearing open of two-part structure, under the principle of stress balance, coordinate mutually, strict precedence is arranged.Middle shared diaphragm wall as hinge, must be removed after permanent structure is completed into again.
Illustrate below in conjunction with the mode that adopts chart, adopt the present invention to be used for horizontal force transfer method, the transformation of old structure and the work progress of newly-built structure of underground building modification.
The basement structure transformation is built the existence of shared diaphragm wall 1 and temporarily is split into two parts, for reduce influence as far as possible to permanent structure, and consider and reduce as far as possible supporting the weakening of shared diaphragm wall 1, passing through the party wall place at newly-built floor slab structure Vierendeel girder holes, make the moulding of Vierendeel girder girder one-time-concreting, do not stay constuction joint.Vierendeel girder is directly acted on the permanent diaphragm wall of protective building main structure body, as the better effects if of horizontal support.Then adopt installation reinforcing bar connector on diaphragm wall for the Vierendeel girder secondary beam, make secondary beam two can withstand diaphragm wall, keep it stable.The newly-built floor in both sides then respectively retreats 500mm apart from diaphragm wall, after removing diaphragm wall, both sides secondary beam and floor is achieved a butt joint, and becomes the part of podium basement.
Temporary steel support technology steel supports and adopts φ 609 * 16 steel pipes to support, and support interval is generally 3m, suitably adjusts the structural column position of avoiding the existing structure post and newly doing in the future.The steel supporting base end portion sets up steel and encloses purlin on metope, and steel encloses purlin and is combined into Two bors d's oeuveres H shaped steel 300 * 300 * 10 * 15 * 20.
As shown in figure 15, the installation of supporting for steel: vehicle mechanical all is parked in operation on the construction bridge, except that the first road steel support can directly lift, second and third road is because the blocking of top board, steel pipe and enclose the purlin merogenesis and hang in the reconstruction structure.For ease of handling, on top board, middle plate, dig out the long hole of wide, the about 4m of 1.5m, as the vertical lifting hole.Member is dragged to the installation site with hoist engine after winching on the floor face, with hoist engine and the lifting of bottle gouard moved by hands secondary, on top board and middle plate, bores the installing hole of Φ 100 holes as the bottle gouard moved by hands suspender at hoisting point position in advance again.The steel pipe merogenesis is sling successively and is spliced by reaching north in the south.Earlier first segment is sling to the design elevation position, an end is shelved on south and encloses on the purlin, and the other end temporarily hangs with bottle gouard moved by hands; And then second joint of slinging, be stitched together with the flange of Φ 24 bolts two joints.Connect into integral body by joint by that analogy.Apply prestressing force and adopt jack and the automatic oil pump of 100Mpa hydraulic pressure that two 100T are set at support one end movable end place to pressurize synchronously, with the pressure meter control prestress value of demarcating.On some steel support, add the survey internal force meter of resistance strain gage or other form, the steel internal force for support is regularly measured, the damaed cordition of record axial force of the supports,, be used to instruct prestressed being added with to wait construction operation and analysis foundation ditch security situation.As abnormal conditions take place, and can take appropriate measures and remedy, as being supported, steel reinforces reinforcement etc.
In the foundation construction stage, in time instruct the operation of steel support according to the displacement monitoring result of protective building structure.
During supporting removal, the steel axial force of the supports is unclamped, be divided into several sections.Second and third road steel supporting component, available hoist engine are removed to interim material hole for hoist, hang out basement with tower crane.
The above only is applied to transform two layers of underground structure of existing building structure the situation of three layers of underground structure as for the present invention, transforms but be not limited to this type of, and every equal conversion of doing according to job practices of the present invention all belongs to protection scope of the present invention.
Claims (5)
1. horizontal force transfer method that is used for underground building modification, the underground structure of transforming comprises big foundation ditch and little foundation ditch, has a stifled shared diaphragm wall between two foundation ditches, it is characterized in that, comprises the steps:
(1). in big foundation ditch concrete is set successively from top to bottom and supports, concrete supports and is arranged on the shared diaphragm wall;
(2). at little foundation ditch inside ceiling panel upper space the first road steel is installed and is supported, steel supports and supports corresponding setting with concrete, described steel supported and is installed steel from top to bottom successively at underground each sheaf space in little foundation ditch top board bottom and is supported between shared diaphragm wall and permanent diaphragm wall;
(3). cut last, two road steel support between floor, the base plate construction;
(4). progressively remove steel support and corresponding concrete support, the corresponding newly-built floor slab structure of constructing by order from the bottom to top;
(5). cut shared diaphragm wall at last, the both sides beam slab is connected construction with the expansion of work plane.
2. the horizontal force transfer method that is used for underground building modification according to claim 1 is characterized in that, described newly-built floor slab structure passes through shared diaphragm wall place with the Vierendeel girder girder earlier and holes when installing frame is set a roof beam in place, and makes the moulding of beam one-time-concreting then.
3. the horizontal force transfer method that is used for underground building modification according to claim 1 is characterized in that, described steel supports and comprises that steel pipe and steel enclose purlin, and described steel encloses purlin and is arranged on steel tube end part and diaphragm wall junction.
4. the horizontal force transfer method that is used for underground building modification according to claim 3 is characterized in that, described steel encloses purlin and adopts Two bors d's oeuveres H shaped steel to be combined into.
5. the horizontal force transfer method that is used for underground building modification according to claim 1 is characterized in that, the spacing that adjacent steel supports is 3 meters.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100291572A CN100439634C (en) | 2006-07-20 | 2006-07-20 | Horizontal force transfer method for underground building modification |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100291572A CN100439634C (en) | 2006-07-20 | 2006-07-20 | Horizontal force transfer method for underground building modification |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1900467A CN1900467A (en) | 2007-01-24 |
| CN100439634C true CN100439634C (en) | 2008-12-03 |
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| Application Number | Title | Priority Date | Filing Date |
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| CNB2006100291572A Expired - Fee Related CN100439634C (en) | 2006-07-20 | 2006-07-20 | Horizontal force transfer method for underground building modification |
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| CN (1) | CN100439634C (en) |
Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101832034A (en) * | 2010-04-22 | 2010-09-15 | 上海市第一建筑有限公司 | Construction method of whole reverse replacement of structure |
| CN102733416A (en) * | 2012-06-29 | 2012-10-17 | 上海建工二建集团有限公司 | Connecting process of concrete plate at partition wall part of ground wall |
| CN102758454A (en) * | 2012-07-24 | 2012-10-31 | 华东建筑设计研究院有限公司 | Structure capable of transmitting horizontal force between neighboring independent basements |
| CN103205983B (en) * | 2013-04-15 | 2014-12-10 | 中建三局第二建设工程有限责任公司 | Construction method of basement rear support system |
| CN103437369B (en) * | 2013-08-30 | 2015-12-23 | 上海建工二建集团有限公司 | A kind of deep foundation pit support and method for dismounting thereof |
| CN110093944B (en) * | 2019-04-30 | 2021-03-26 | 上海二十冶建设有限公司 | On-line upgrading and reforming construction method of heavy plate mill |
| CN112575812B (en) * | 2020-12-01 | 2022-05-24 | 中国建筑第二工程局有限公司 | Inner support conversion system applied to demolition and transformation project and construction method thereof |
| CN113605370B (en) * | 2021-08-26 | 2022-07-19 | 广东省构建工程建设有限公司 | Original underground diaphragm wall permanent-changing structure and construction process thereof |
| CN114908759B (en) * | 2022-05-11 | 2023-10-10 | 广州地铁设计研究院股份有限公司 | Foundation pit construction method for periphery of existing underground building |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS60212521A (en) * | 1984-04-09 | 1985-10-24 | Ohbayashigumi Ltd | Method of building landslide protection wall |
| CN1196426A (en) * | 1997-04-14 | 1998-10-21 | 中国建筑科学研究所珠海科研设计部 | Construction method for inversion underground continuous wall |
| CN1257149A (en) * | 1998-12-11 | 2000-06-21 | 北京市第七城市建设工程公司 | Integral foundation underpinning technology for building added floor |
| WO2000042263A2 (en) * | 1999-01-13 | 2000-07-20 | Won Kee Hong | Composite retaining wall and construction method for underground structure |
-
2006
- 2006-07-20 CN CNB2006100291572A patent/CN100439634C/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS60212521A (en) * | 1984-04-09 | 1985-10-24 | Ohbayashigumi Ltd | Method of building landslide protection wall |
| CN1196426A (en) * | 1997-04-14 | 1998-10-21 | 中国建筑科学研究所珠海科研设计部 | Construction method for inversion underground continuous wall |
| CN1257149A (en) * | 1998-12-11 | 2000-06-21 | 北京市第七城市建设工程公司 | Integral foundation underpinning technology for building added floor |
| WO2000042263A2 (en) * | 1999-01-13 | 2000-07-20 | Won Kee Hong | Composite retaining wall and construction method for underground structure |
Non-Patent Citations (2)
| Title |
|---|
| 旧城区基坑支护工程实例. 黎红雨.广东土木与建筑，第8期. 2001 |
| 旧城区基坑支护工程实例. 黎红雨.广东土木与建筑，第8期. 2001 * |
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| CN1900467A (en) | 2007-01-24 |
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Owner name: SHANGHAI CONSTRUCTION CO., LTD.; APPLICANT Free format text: FORMER OWNER: SHANGHAI CITY NO.1 BUILDING CO., LTD. Effective date: 20080801 |
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Effective date of registration: 20080801 Address after: 33 Fushan Road, Shanghai, China: 200120 Applicant after: Shanghai construction industry Limited by Share Ltd Co-applicant after: Shanghai First Construction Co., Ltd. Address before: 33 Fushan Road, Shanghai, China: 200120 Applicant before: Shanghai First Construction Co., Ltd. |
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Granted publication date: 20081203 Termination date: 20130720 |