CN103015433A - Method for constructing super-large diameter round and square combination deep foundation pit - Google Patents
Method for constructing super-large diameter round and square combination deep foundation pit Download PDFInfo
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- CN103015433A CN103015433A CN2012105773242A CN201210577324A CN103015433A CN 103015433 A CN103015433 A CN 103015433A CN 2012105773242 A CN2012105773242 A CN 2012105773242A CN 201210577324 A CN201210577324 A CN 201210577324A CN 103015433 A CN103015433 A CN 103015433A
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- diaphragm wall
- excavation
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- deep foundation
- foundation pit
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Abstract
The invention discloses a method for constructing a super-large diameter round and square combination deep foundation pit. The method is characterized in that the deep foundation pit has a bracing structure which is formed by arranging a square foundation pit in a round underground diaphragm wall with the diameter of 80-120 meters and middle depth of 30-35 meters, the specific construction comprises the steps of constructing the underground diaphragm wall, constructing chemical churning piles and square foundation pit fender posts and constructing a horizontal connecting plate and a main body structure bottom plate of the diaphragm wall and the fender posts. Compared with the prior art, the method has the advantages of good structural stability, small excavation deformation and pit bottom resilience and quick construction progress; moreover, the method has the advantages of convenience in soil mass excavation and small influence to the surroundings; and the method has high working efficiency and is low in engineering cost, and is particularly suitable for deep foundation pit construction with deeper excavation and special shapes.
Description
Technical field
The present invention relates to building Underground Space Excavation technical field, the construction method of deep foundation ditch of the dark and square combination of the special super-large diameter circle of shape of especially a kind of cutting depth.
Background technology
At present, adopt of conventional excavation of foundation pit has the excavation of support to combine with space enclosing structure more, supporting the general steel that adopts supports or concrete support, space enclosing structure has row of bored piles, diaphragm wall, cement-soil-stirred pile reinforcing method etc., this digging mode construction costs is high, if concrete support will be dismantled concrete support after having excavated, cause the wasting of resources.
This full section of prior art has the digging mode construction of braced cuts structure very inconvenient, also will do in case of necessity trestle and be excavated.Because the space enclosing structure cross dimensions is consistent, can't meet the vicissitudinous structure of underground structure section size, cause the price of underground construction to improve, increased construction costs.
Summary of the invention
A kind of super-large diameter that the objective of the invention is to provide for the deficiencies in the prior art is justified the construction method of deep foundation ditch of square combination, adopt the space enclosing structure of square inner support in circular diaphragm wall, good stability, soil excavation is convenient, excavation deformation and hole end resilience are little, high efficiency, programming is fast, and engineering cost is low.
The object of the present invention is achieved like this: the construction method of deep foundation ditch of the square combination of a kind of super-large diameter circle, be characterized in that this deep foundation ditch arranges the space enclosing structure that square foundation ditch forms by diameter in the circular diaphragm wall that 80 ~ 120m and intermediate depth are 30 ~ 35m, its Specific construction comprises the following steps:
(i), construct diaphragm wall
1., be greater than the excavation of foundation pit degree of depth at 0.8 ~ 1.2m and insertion depth when underground diaphragm wall design thickness, the groove section is by first, rear two phases construction, and the every width length of I phase groove section is 5.0m, and the every width length of II phase groove section is 6.5m, according to the deep foundation ditch girth, determine the groove hop count of diaphragm wall.
2., with groover, the groove section is excavated, after groove Duan Jingqing base after excavation, sinking and the corresponding reinforcing cage of groove section size in I phase groove section, reinforcing cage both sides welding H-bar is wall section joint, concrete perfusion in latter 4 hours in place of reinforcement cage immersion, and between i iron and slotted eye nose end the backfill compound, occur streaming when preventing concreting and enter in the I-shaped steel tank.
3., in II phase groove section sinking and the corresponding reinforcing cage of groove section size, the i iron that reinforcing cage is tackled wall section joint before sinking is brushed wall and is processed.
4., at the groove section top of pour-shaping, the circular diaphragm wall that the diaphragm wall collar tie beam is integrally formed is set.
(ii), construction rotary churning pile
Outside every groove segment of diaphragm wall, set up three to be the rotary churning pile that " product " font arranges, rig is holed to projected depth on predetermined stake position, then carries out the churning operation from bottom to top.
(iii), excavation
1., carry out soil excavation in circular diaphragm wall, when digging to-12m absolute altitude, the fender post of the square foundation ditch of constructing, steel post and stand column pile, fender post and stand column pile all adopt bored pile.
2., continue earth excavation, when digging to-16.0m, construction fender post top go along with sb. to guard him the junction plate between collar tie beam and fender post and circular diaphragm wall, junction plate is arranged on and goes along with sb. to guard him on collar tie beam is that horizontal vertical is connected with circular diaphragm wall.
3., continue earth excavation, and shotcrete with steel bar nets is set between stake, when the earthwork is dug to-24.50m, the order of reinforced concrete fortifield village is set and supports.
4., continue earth excavation to absolute altitude at the bottom of deep foundation ditch.
5., build the agent structure base plate.
It is good that the present invention compared with prior art has structural stability, and excavation deformation and hole end resilience are little, the advantage that construction speed is fast, and soil excavation is convenient, to the little advantage of surrounding environment influence, high efficiency, engineering cost is low, is particularly useful for excavation deeply and the special deep foundation pit construction of shape.
The accompanying drawing explanation
Fig. 1 is the invention process illustration
Fig. 2 is I phase groove section schematic cross-section
Fig. 3 is II phase groove section schematic cross-section
Fig. 4 is the rotary churning pile schematic cross-section
The specific embodiment
Embodiment 1
Consult accompanying drawing 1, the engineering that the deep foundation ditch diameter of below take is 32m as 101m and middle cutting depth is example, and the invention will be further described, and its Specific construction step is as follows:
(1), construct diaphragm wall
1., diaphragm wall 1 design thickness is that 1.2m and the degree of depth are greater than excavation of foundation pit degree of depth 10m, the groove section is by first, rear two phases construction, and the every width length of I phase groove section 13 is 5.0m, and the every width length of II phase groove section 14 is 6.5m, according to the deep foundation ditch girth, determine that diaphragm wall 1 is 56 groove segments.
2., with groover, the groove section is excavated, its mean depth is at-42m, and the groove section after excavation needs clear base to process.
3., consult accompanying drawing 2, at I phase groove section 13 interior sinkings and the corresponding reinforcing cage of groove section size, reinforcing cage both sides welding H-bar 11 is wall section joint, concrete perfusion in latter 4 hours in place of reinforcement cage immersion, and between i iron 11 and slotted eye nose end backfill compound 12, occur streaming when preventing concreting and enter in i iron 11 grooves.
4., consult accompanying drawing 3, at II phase groove section 14 interior sinkings and the corresponding reinforcing cage of groove section size, the i iron 11 that reinforcing cage is tackled wall section joint before sinking is brushed wall and is processed.
5., consult accompanying drawing 1, at the groove section top of pour-shaping, the circular diaphragm wall 1 that diaphragm wall collar tie beam 3 is integrally formed is set, diaphragm wall collar tie beam 3 sections are 1.50 * 2.20m.
(2), construction rotary churning pile
Set up three and be the rotary churning pile 2 that " product " font arranges φ 1.0m outside every groove segment of diaphragm wall 1, rotary churning pile 2 is holed to projected depth in the steps below on predetermined stake position, carries out the churning operation from bottom to top.
1., boring
After rig is in place, on the pre-fixed pile of rotary churning pile 2, hole, so that the churning bar can be placed in the stratum of designing requirement.
2., churning operation
Can start churning when churning pipe (drilling rod) drilling to completion, carry out the churning operation from bottom to top.
3., rinse displacement
The churning pipe is thus lifted to the injection in Shi，Gai hole, design elevation top and has accused, and the churning pipe unloaded is pulled down section by section, is rinsed, and the obstruction in case slurries condense in pipe, after having rinsed, move on to next position, hole by plants such as rigs.
(3), excavation
1., in circular diaphragm wall 1, carry out soil excavation, when digging to-12m absolute altitude, the fender post 6 of the square foundation ditch of constructing, steel post 9 and stand column pile 10, fender post 6 and stand column pile 10 all adopt bored pile.
2., excavation retaining wall, aperture adopts the steel cylinder-wall protecting, casing is generally made of 8 ~ 10mm steel plate, its internal diameter should be greater than bit diameter 200mm, 1 ~ 2 slurry mouthful that overflows is offered on its top, the casing depth of burying is not less than 1.3m, and the casing crest level should 0.3m above ground level, and guarantees that water level (mud) in hole exceeds the effect of groundwater table.
3., rig is in place is frontly checked former fixed pile, pile position deviation requires to be less than 10mm, fender post 6 is considered the impact of adjacent studs when construction, adopt the method construction of " make a call to and jump three ", during pore-forming, should control the height of the fall (stroke) of jump bit well, in the situation that guarantee that effective drilling depth reduces its disturbance to hole wall as far as possible.
4., mud off
According to different geological conditions, select different mud property parameters to carry out the lateral pressure on balance stratum, to guarantee the stability of hole wall, prevent collapse hole.
5., fabrication of reinforcing cage and hanging, main muscle adopts the long reinforcing bar of 12m, the reinforcing cage of fender post 6 hangs and adopts two suspension centres, suspension centre is arranged on the stirrup place, for preventing distortion, employing is arranged symmetrically with, while hanging hand-hole, the aligning drill center is slowly transferred.The reinforcing cage of stand column pile 10 and steel post 9 are welded to connect, and are arranged symmetrically with suspension centre, hang hand-hole.
6., the clear hole of secondary direct circulation is carried out after meeting designing requirement in the hole depth after pore-forming, aperture, for the first time clear hole at pore-forming to after designing stratum, utilize jump bit band high-pressure rubber pipe at the bottom of hole, being pumped into mud in well behaved mud displacement hole with 3PN carries out, clear hole is to carry out after lower good reinforcing cage and conduit for the second time, utilize conduit to carry out hole clearly, sediment thickness≤50mm at the bottom of hole, and pouring into immediately the first bucket concrete behind clear hole for the second time.
7., underwater concrete perfusion
According to hole depth deployment catheter length, and descend sequentially in hand-hole, conduit mouth is controlled at approximately 300 ~ 500mm apart from distance at the bottom of hole, when clear hole end for the second time, poured enough first watering amounts at 30 minutes, to meet conduit when first more than the following 0.8m of Transducers Embedded in Concrete face, underwater concrete must have good workability, the slump is controlled between 180～220mm, often detect the concrete rate of climb, accurately grasp the concrete end face degree of depth as far as possible, the stake heights of roofs of Measurement accuracy fender post 6 before perfusion finishes, guarantee a top quality, the super length of filling with is by designing requirement, the 1.0m that presses of design failed call controls.
8., continue earth excavation, when digging to-16.0m, construction fender post 6 tops go along with sb. to guard him the junction plate 4 between collar tie beam 5 and fender post 6 and circular diaphragm wall 1, junction plate 4 is arranged on to go along with sb. to guard him on collar tie beam 5 and is connected for horizontal vertical with circular diaphragm wall 1.
9., continue earth excavation, and between the stake of fender post 6, shotcrete with steel bar nets is set, when the earthwork is dug to-24.50m, reinforced concrete fortifield village is set and makes 7 and reinforced concrete support 8, reinforced concrete fortifield village makes 7 to be arranged on fender post 6, and reinforced concrete support 8 is arranged on steel post 9 and cross binding reinforced concrete fortifield village makes 7.
10., continue earth excavation to absolute altitude after-pouring agent structure base plate 11 at the bottom of deep foundation ditch, after base plate 11 intensity reach 80%, remove reinforced concrete support 8 and steel post 9, then constructing structure side wall.
More than just the present invention is further illustrated, and not in order to limit this patent, all is the present invention's equivalence enforcement, within all should being contained in the claim scope of this patent.
Claims (1)
1. the construction method of deep foundation ditch of the square combination of super-large diameter circle, it is characterized in that this deep foundation ditch arranges the space enclosing structure that square foundation ditch forms by diameter in the circular diaphragm wall that 80 ~ 120m and intermediate depth are 30 ~ 35m, its Specific construction comprises the following steps:
(i), construct diaphragm wall
1., be greater than the excavation of foundation pit degree of depth at 0.8 ~ 1.2m and insertion depth when underground diaphragm wall design thickness, the groove section is by first, rear two phases construction, and the every width length of I phase groove section is 5.0m, and the every width length of II phase groove section is 6.5m, according to the deep foundation ditch girth, determine the groove hop count of diaphragm wall;
2., with groover, the groove section is excavated, after groove Duan Jingqing base after excavation, sinking and the corresponding reinforcing cage of groove section size in I phase groove section, reinforcing cage both sides welding H-bar is wall section joint, concrete perfusion in latter 4 hours in place of reinforcement cage immersion, and between i iron and slotted eye nose end the backfill compound, occur streaming when preventing concreting and enter in the I-shaped steel tank;
3., in II phase groove section sinking and the corresponding reinforcing cage of groove section size, the i iron that reinforcing cage is tackled wall section joint before sinking is brushed wall and is processed;
4., at the groove section top of pour-shaping, the circular diaphragm wall that the diaphragm wall collar tie beam is integrally formed is set;
(ii), construction rotary churning pile
Outside every groove segment of diaphragm wall, set up three to be the rotary churning pile that " product " font arranges, rig is holed to projected depth on predetermined stake position, then carries out the churning operation from bottom to top;
(iii), excavation
1., carry out soil excavation in circular diaphragm wall, when digging to-12m absolute altitude, the fender post of the square foundation ditch of constructing, stand column pile, fender post and stand column pile all adopt bored pile;
2., continue earth excavation, when digging to-16.0m, construction fender post top go along with sb. to guard him the junction plate between collar tie beam and fender post and circular diaphragm wall, junction plate is arranged on and goes along with sb. to guard him on collar tie beam is that horizontal vertical is connected with circular diaphragm wall;
3., continue earth excavation, and shotcrete with steel bar nets is set between stake, when the earthwork is dug to-24.50m, arrange that reinforced concrete fortifield village makes, steel post and support;
4., continue earth excavation to absolute altitude at the bottom of deep foundation ditch;
5., build the agent structure base plate.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2012105773242A CN103015433A (en) | 2012-12-27 | 2012-12-27 | Method for constructing super-large diameter round and square combination deep foundation pit |
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| CN2012105773242A CN103015433A (en) | 2012-12-27 | 2012-12-27 | Method for constructing super-large diameter round and square combination deep foundation pit |
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| CN103015433A true CN103015433A (en) | 2013-04-03 |
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| CN2012105773242A Pending CN103015433A (en) | 2012-12-27 | 2012-12-27 | Method for constructing super-large diameter round and square combination deep foundation pit |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103590406A (en) * | 2013-11-29 | 2014-02-19 | 中船第九设计研究院工程有限公司 | Construction method for synchronously excavating ultra-large type deep foundation pits in partitioned mode |
| CN109371980A (en) * | 2018-11-28 | 2019-02-22 | 深圳市市政工程总公司 | The inverse Extra-Deep Foundation Pit construction method for making to combine with Percussion Piles of spray anchor |
| CN112593562A (en) * | 2020-12-03 | 2021-04-02 | 深圳市工勘岩土集团有限公司 | Grooving construction method for annular underground diaphragm wall |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04131428A (en) * | 1990-09-20 | 1992-05-06 | Kajima Corp | Construction of underground structure |
| CN1800512A (en) * | 2005-01-07 | 2006-07-12 | 中船第九设计研究院 | Support free construction method for super large diameter circular deep foundation ditch |
| CN201172826Y (en) * | 2008-03-28 | 2008-12-31 | 中船第九设计研究院工程有限公司 | Deep base pit enclosure wall earth-blocking reinforced structure |
| CN101696573A (en) * | 2009-10-23 | 2010-04-21 | 广东省基础工程公司 | Construction method for forming pile wall type retaining wall |
-
2012
- 2012-12-27 CN CN2012105773242A patent/CN103015433A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04131428A (en) * | 1990-09-20 | 1992-05-06 | Kajima Corp | Construction of underground structure |
| CN1800512A (en) * | 2005-01-07 | 2006-07-12 | 中船第九设计研究院 | Support free construction method for super large diameter circular deep foundation ditch |
| CN201172826Y (en) * | 2008-03-28 | 2008-12-31 | 中船第九设计研究院工程有限公司 | Deep base pit enclosure wall earth-blocking reinforced structure |
| CN101696573A (en) * | 2009-10-23 | 2010-04-21 | 广东省基础工程公司 | Construction method for forming pile wall type retaining wall |
Non-Patent Citations (1)
| Title |
|---|
| 李昀等: "大型圆形深基坑设计分析研究", 《地下空间与工程学报》, vol. 7, no. 5, 31 October 2011 (2011-10-31) * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103590406A (en) * | 2013-11-29 | 2014-02-19 | 中船第九设计研究院工程有限公司 | Construction method for synchronously excavating ultra-large type deep foundation pits in partitioned mode |
| CN109371980A (en) * | 2018-11-28 | 2019-02-22 | 深圳市市政工程总公司 | The inverse Extra-Deep Foundation Pit construction method for making to combine with Percussion Piles of spray anchor |
| CN112593562A (en) * | 2020-12-03 | 2021-04-02 | 深圳市工勘岩土集团有限公司 | Grooving construction method for annular underground diaphragm wall |
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Application publication date: 20130403 |