CN103243721A - Raft foundation and core tube excavation construction method of high-rise building under weak geological conditions - Google Patents

Raft foundation and core tube excavation construction method of high-rise building under weak geological conditions Download PDF

Info

Publication number
CN103243721A
CN103243721A CN2013101952708A CN201310195270A CN103243721A CN 103243721 A CN103243721 A CN 103243721A CN 2013101952708 A CN2013101952708 A CN 2013101952708A CN 201310195270 A CN201310195270 A CN 201310195270A CN 103243721 A CN103243721 A CN 103243721A
Authority
CN
China
Prior art keywords
core tube
foundation
raft foundation
excavation
raft
Prior art date
Application number
CN2013101952708A
Other languages
Chinese (zh)
Other versions
CN103243721B (en
Inventor
韦年达
戈祥林
梁海波
欧阳国云
张皆科
Original Assignee
中国建筑第八工程局有限公司
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 中国建筑第八工程局有限公司 filed Critical 中国建筑第八工程局有限公司
Priority to CN201310195270.8A priority Critical patent/CN103243721B/en
Publication of CN103243721A publication Critical patent/CN103243721A/en
Application granted granted Critical
Publication of CN103243721B publication Critical patent/CN103243721B/en

Links

Abstract

The invention discloses a raft foundation and core tube excavation construction method of a high-rise building under weak geological conditions. The raft foundation and core tube excavation construction method of the high-rise building under the weak geological conditions comprises the steps of before an earth excavation of a foundation ditch, utilizing a total station to measure and mark a raft foundation and a core tube sideline on a natural ground and utilizing a level to measure the elevation of the natural ground; utilizing a high-pressure jet grouting pile to subject the raft foundation and the core tube sideline to soil body reinforcement on the natural ground; performing the earth excavation of the raft foundation and the core tube foundation ditch; anchoring bolts around the raft foundation and the core tube foundation ditch; and performing C20 (Compress strength 20) concrete spraying around the raft foundation and the core tube foundation ditch. By utilizing construction methods of the high-pressure jet grouting pile, the bolts and the C20 concrete spraying, the raft foundation and core tube excavation construction method of the high-rise building under the weak geological conditions effectively guarantees the strength of a foundation slope structure, improves the safety performance, solves the problem of the increase of the excavating area of the raft foundation and the core tube due to the fact that the foundation ditch are easy to collapse and cannot form during a raft foundation and the core tube excavation process in a soft soil foundation, reduces the construction of brick film, and quickens the construction progress.

Description

Highrise building raft foundation and core tube excavation construction method under the weak geological conditions
Technical field
The present invention relates to a kind of underpin and excavation construction method, relate in particular to highrise building raft foundation and core tube excavation construction method under a kind of weak geological conditions
Background technology
When the foundation construction of highrise building high building, base form generally adopts raft foundation, and basic height generally reaches 2 meters, and the foundation ditch of core tube position is darker, reaches 5-6 rice, and the sectional dimension of core tube is little, and the excavation difficulty is big.Many bases are under the weak soil geological conditions, soil property is the weak soil of high-compressibility that mud and mucky soil are formed, this class soil natural moisture content height, void ratio is big, intensity is low, and is fixed slow, also has certain rheological behavior, excavation machinery and haulage vehicle are difficult for carrying out operation thereon, even if the construction operation face has been carried out brick slag place mat, but foundation ditch collapses easily in raft foundation and the core tube digging process, can't embark on journey, will increased area excavate raft foundation and core tube, carry out the construction of brick fetal membrane then, backfilling of earthwork is carried out in the zone of increased area excavation, so just increased workload, reduce the progress of foundation construction, increased cost.Therefore the construction for highrise building raft foundation under the weak geological conditions and core tube is necessary to propose a kind of new job practices, reduces unnecessary operation, and accelerating construction progress is saved cost.
Summary of the invention
Technical problem to be solved by this invention provides highrise building raft foundation and core tube excavation construction method under a kind of safe and reliable, weak geological conditions that application property is strong.
For realizing above-mentioned technique effect, the invention discloses highrise building raft foundation and core tube excavation construction method under a kind of weak geological conditions, may further comprise the steps:
Before pit earthwork excavation, at planar survey naturally and mark raft foundation and core tube sideline, adopt level gauge to natural ground mark height;
Adopt high-pressure rotary jet grouting pile that described raft foundation and core tube sideline are carried out soil stabilization on natural ground;
Carry out described raft foundation and core tube pit earthwork excavation;
Around described raft foundation and core tube foundation ditch, anchor into anchor pole;
Around described raft foundation and core tube foundation ditch, carry out C20 and spray concrete.
The present invention further improves and is that described high-pressure rotary jet grouting pile is double-row pile, diameter 800mm, and spacing 500mm, the long 6m of stake, stake top mark height designs end absolute altitude for foundation ditch.
The present invention further improves and is, the pit earthwork excavation comprised with the next stage:
Phase I: be excavated to hat top surface of the beam absolute altitude;
Second stage: first floor soil excavation;
Phase III: second layer soil excavation;
Quadravalence section: described raft foundation excavation of foundation pit;
Five-stage: described core tube excavation of foundation pit.
The present invention further improves and is, the parallel anchor pole of two rows of around described raft foundation and core tube foundation ditch, constructing, described anchor pole and horizontal direction angle are 15 °, and the anchor pole of described core tube anchors into length and anchors into length greater than the anchor pole of described raft foundation.
The present invention further improves and is that the thickness that described C20 sprays concrete is 80-100mm, and carries out mortar levelling on the concrete surface.
The present invention has been owing to adopted above technical scheme, makes it have following beneficial effect to be: effectively ensure the intensity of basic edge slope structure, improve safety; Adopt high-pressure rotary jet grouting pile, anchor pole, C20 to spray concrete construction method, solved in soft foundation, foundation ditch collapses easily in raft foundation and the core tube digging process, can't moulding, cause the problem of increased area excavation raft foundation and core tube, reduced the construction of brick fetal membrane, reduced workload, reduce cost, accelerated the progress of construction; The whole construction course construction technology is simple, and is convenient and easy.
Description of drawings
Fig. 1 is the floor map of job practices one preferred embodiments of the present invention.
Fig. 2 is the partial cutaway schematic of job practices one preferred embodiments of the present invention.
Fig. 3 is job practices pit earthwork excavation schematic diagram of the present invention.
Fig. 4 is job practices pit earthwork excavation schematic diagram of the present invention.
Fig. 5 is job practices pit earthwork excavation schematic diagram of the present invention.
Fig. 6 is job practices pit earthwork excavation schematic diagram of the present invention.
Fig. 7 is job practices pit earthwork excavation schematic diagram of the present invention.
Fig. 8 is job practices pit earthwork excavation schematic diagram of the present invention.
The specific embodiment
The present invention is further detailed explanation below in conjunction with the drawings and specific embodiments.
Consult shown in Fig. 1~8, highrise building raft foundation and core tube excavation construction method are specific as follows under the weak geological conditions of the present invention:
1. before the pit earthwork excavation, adopt total powerstation to measure raft foundation 11 and core tube 12 sidelines on natural ground, and make a mark, adopt level gauge to natural ground mark height.
2. adopt 13 pairs of raft foundations 11 of high-pressure rotary jet grouting pile and core tube 12 sidelines to carry out soil stabilization on natural ground, high-pressure rotary jet grouting pile 13 is double-row pile, diameter 800mm, and spacing 500mm, the long 6m of stake, stake top mark height designs end absolute altitude for foundation ditch.High-pressure rotary jet grouting pile 13 constructions intert in engineering stake 14 constructions, and programming is not had influence.
3. carry out pit earthwork excavation, in conjunction with Fig. 3~shown in Figure 8, comprise with the next stage:
Phase I: be excavated to hat beam 17 end face absolute altitudes, as Fig. 3;
Second stage: the first floor soil excavation, as Fig. 4;
Phase III: second layer soil excavation, as Fig. 5;
The quadravalence section: raft foundation 11 excavation of foundation pit, as Fig. 6;
Five-stage: core tube 12 excavation of foundation pit, as Fig. 7 and Fig. 8.
4. the parallel anchor pole 15 of two rows of around raft foundation 11 and core tube 12 foundation ditch limits, constructing, anchor pole 15 is 15 ° with the horizontal direction angle, because core tube 12 foundation ditches are darker than raft foundation 11 degree of depth, easier collapsing anchors into length so the anchor pole 15 of core tube 12 anchors into length greater than the anchor pole 15 of raft foundation 11.
5. around raft foundation 11 and core tube 12 foundation ditches, carry out C20 and spray concrete 16, thickness 80-100mm, and carry out mortar levelling on the concrete surface, be convenient to carry out the next process waterproof construction.By this working procedure, reduced the brick fetal membrane construction of foundation ditch, shortened the duration.
Highrise building raft foundation and core tube excavation construction method have effectively ensured the intensity of basic edge slope structure under the weak geological conditions of the present invention, improve safety; Adopt high-pressure rotary jet grouting pile 13+ anchor pole 15+C20 to spray concrete 16 job practicess, solved in soft foundation, foundation ditch collapses easily in raft foundation 11 and core tube 12 digging processs, can't embark on journey, cause the problem of increased area excavation raft foundation 11 and core tube 12, reduced the construction of brick fetal membrane, reduced workload, reduce cost, accelerated the progress of construction; The whole construction course construction technology is simple, and is convenient and easy.
Below the present invention of embodiment has been described in detail by reference to the accompanying drawings, and those skilled in the art can make the many variations example to the present invention according to the above description.Thereby some details among the embodiment should not constitute limitation of the invention, and the scope that the present invention will define with appended claims is as protection scope of the present invention.

Claims (5)

1. highrise building raft foundation and core tube excavation construction method under the weak geological conditions is characterized in that described job practices may further comprise the steps:
Before pit earthwork excavation, at planar survey naturally and mark raft foundation and core tube sideline, adopt level gauge to natural ground mark height;
Adopt high-pressure rotary jet grouting pile that described raft foundation and core tube sideline are carried out soil stabilization on natural ground;
Carry out described raft foundation and core tube pit earthwork excavation;
Around described raft foundation and core tube foundation ditch, anchor into anchor pole;
Around described raft foundation and core tube foundation ditch, carry out C20 and spray concrete.
2. job practices as claimed in claim 1, it is characterized in that: described high-pressure rotary jet grouting pile is double-row pile, diameter 800mm, spacing 500mm, the long 6m of stake, the stake top mark is high to design end absolute altitude for foundation ditch.
3. job practices as claimed in claim 2 is characterized in that the pit earthwork excavation comprised with the next stage:
Phase I: be excavated to hat top surface of the beam absolute altitude;
Second stage: first floor soil excavation;
Phase III: second layer soil excavation;
Quadravalence section: described raft foundation excavation of foundation pit;
Five-stage: described core tube excavation of foundation pit.
4. job practices as claimed in claim 3, it is characterized in that: the parallel anchor pole of two rows of around described raft foundation and core tube foundation ditch, constructing, described anchor pole and horizontal direction angle are 15 °, and the anchor pole of described core tube anchors into length and anchors into length greater than the anchor pole of described raft foundation.
5. job practices as claimed in claim 4 is characterized in that: the thickness that described C20 sprays concrete is 80-100mm, and carries out mortar levelling on the concrete surface.
CN201310195270.8A 2013-05-22 2013-05-22 Highrise Building With Raft Foundation and Core Walls Structure excavation construction method under Unfavorable geology condition CN103243721B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201310195270.8A CN103243721B (en) 2013-05-22 2013-05-22 Highrise Building With Raft Foundation and Core Walls Structure excavation construction method under Unfavorable geology condition

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201310195270.8A CN103243721B (en) 2013-05-22 2013-05-22 Highrise Building With Raft Foundation and Core Walls Structure excavation construction method under Unfavorable geology condition

Publications (2)

Publication Number Publication Date
CN103243721A true CN103243721A (en) 2013-08-14
CN103243721B CN103243721B (en) 2016-02-17

Family

ID=48923573

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201310195270.8A CN103243721B (en) 2013-05-22 2013-05-22 Highrise Building With Raft Foundation and Core Walls Structure excavation construction method under Unfavorable geology condition

Country Status (1)

Country Link
CN (1) CN103243721B (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105040705A (en) * 2015-07-06 2015-11-11 广东省第四建筑工程有限公司 Ground foundation treatment construction technology under multi-karst-cave geological conditions
CN109024657A (en) * 2018-08-29 2018-12-18 中国建筑第八工程局有限公司 The construction method of Super High Core Walls Structure dell side complex conditions tower crane

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20060023245A (en) * 2004-09-09 2006-03-14 (주)나인아키텍 Method for constructing basement land-side protection wall in civil engineering
CN101285309A (en) * 2008-06-06 2008-10-15 南通华汇建筑工程有限公司 Compound support method for deep foundation pit of tall buildings
CN102116028A (en) * 2011-01-13 2011-07-06 中建四局第三建筑工程有限公司 Method and structure for excavating soil in core tube region based on raft pile supporting
CN102425172A (en) * 2011-12-05 2012-04-25 中冶天工集团有限公司 Support method for excavating deep foundation pit closely adjacent to high-rise building

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20060023245A (en) * 2004-09-09 2006-03-14 (주)나인아키텍 Method for constructing basement land-side protection wall in civil engineering
CN101285309A (en) * 2008-06-06 2008-10-15 南通华汇建筑工程有限公司 Compound support method for deep foundation pit of tall buildings
CN102116028A (en) * 2011-01-13 2011-07-06 中建四局第三建筑工程有限公司 Method and structure for excavating soil in core tube region based on raft pile supporting
CN102425172A (en) * 2011-12-05 2012-04-25 中冶天工集团有限公司 Support method for excavating deep foundation pit closely adjacent to high-rise building

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
余平,王良波,倪明非,蒋家林: ""特殊条件下超深坑中坑降水与支护综合施工技术"", 《工程质量》, vol. 30, no. 12, 10 December 2012 (2012-12-10), pages 49 - 53 *
宋明建: ""某高层建筑筏板基础抗浮方案的讨论与设计"", 《岩土工程与地下工程》, 28 February 2013 (2013-02-28), pages 72 - 73 *

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105040705A (en) * 2015-07-06 2015-11-11 广东省第四建筑工程有限公司 Ground foundation treatment construction technology under multi-karst-cave geological conditions
CN109024657A (en) * 2018-08-29 2018-12-18 中国建筑第八工程局有限公司 The construction method of Super High Core Walls Structure dell side complex conditions tower crane
CN109024657B (en) * 2018-08-29 2020-09-15 中国建筑第八工程局有限公司 Construction method of super high-rise core tube deep pit edge tower crane foundation under complex conditions

Also Published As

Publication number Publication date
CN103243721B (en) 2016-02-17

Similar Documents

Publication Publication Date Title
CN103074898B (en) Multi-row pile foundation pit support structure and construction method thereof
CN1837511B (en) Double-rowed cofferdam and method for manufacturing the same
CN102518135B (en) Horizontal jet grouting soil anchor and castinplace pile Composite Foundation Pit supporting construction engineering method
CN104612162B (en) A kind of Deep Foundation Pit of Metro Stations excavation construction method
CN105464686B (en) Multi-layer underground space curtain posture excavating construction method and supporting construction under existing facility
CN106703050B (en) Cut Slopes of Expansive Soil reinforced earth back-pressure antiseepage supporting construction and its construction method
CN102021911B (en) Side slope reinforcing method and structure
CN102635120B (en) Circular deep foundation ditch is without Construction of Supporting structure and construction method
CN105089061B (en) Ultra-deep foundation pit supporting method
CN101864773B (en) Deep foundation pit support process
CN102493822A (en) Method for performing curtain grouting construction on tunnel by water rich fault influence zone
CN102002957B (en) Slope retaining structure
CN103321246B (en) Underground diaphragm wall based foundation pit construction method
CN105840207B (en) Construction method for comprehensive tunnel entering structure of large-span tunnel penetrating shallow-buried bias-pressure loose accumulation body
CN104676110A (en) On-site overhanging protection method of high-voltage cable bailey truss under condition of excavation of foundation pit
CN105464134B (en) Multi-layer underground space is along inverse combining construction method and supporting construction under existing facility
CN104762955B (en) A kind of Belled Pile construction method based on freezing process
CN102828520A (en) Ring-shaped inner supporting structure used in deep peat soil deep foundation pit
CN105839643B (en) A kind of tunnel construction method of use pattern foundation pit supporting structure
CN105257301A (en) Method for reinforcing collapse of weak surrounding rock of shallow embedded and mining tunnel
CN103321260B (en) Interval boring cuts stake inclination correction method
CN107313431B (en) Close on not contour foundation pit method for synchronously constructing
CN202626978U (en) Cemented soil secant pile group, diaphragm wall constituted by same and building foundation pit support system constituted by cemented soil secant pile group
CN103031839B (en) Construction method of hand-dug piles
CN204418187U (en) Subway protection region soil nail wall is in conjunction with double-row pile deep foundation ditch composite supporting construction

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
GR01 Patent grant
C14 Grant of patent or utility model