CN108265725A - Drawknot stake supporting and the construction method of basement process - Google Patents
Drawknot stake supporting and the construction method of basement process Download PDFInfo
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- CN108265725A CN108265725A CN201611258348.6A CN201611258348A CN108265725A CN 108265725 A CN108265725 A CN 108265725A CN 201611258348 A CN201611258348 A CN 201611258348A CN 108265725 A CN108265725 A CN 108265725A
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- stake
- drawknot
- pile
- supporting
- straining beam
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
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Abstract
The construction method of a kind of drawknot stake supporting and basement process is disclosed in the present invention, by the way that the former CFG stakes designed in ground or foundation pile are transformed into drawknot stake in the form of increasing steel reinforcement cage or increase arrangement of reinforcement, and it is attached using the straining beam of armored concrete, form the support system for being similar to Gravity Retaining Wall formula again similar to multiline pile supporting, the defects of overcoming that single pile body Support Deformation is big, bearing horizontal bearing force difference；By adding stress dissipation mattress layer more than tie beam, the adverse effect of shearing or punching of the straining beam to proposed sole plate is reduce or eliminated；It is equivalent to increases a set of intensive strip footing in the case where shallow foundation deforms relatively large substrate areas, this region pile body stress is more uniformly distributed, and more conducively reduces the differential settlement caused by difference of height excavates.
Description
Technical field
The present invention relates to vertical side slope supporting construction field, more particularly to a kind of drawknot stake supporting and the construction of basement process
Method.
Background technology
In the work progress of balcony, the ground of multiple balconys while situation about excavating can often occur, to save balcony
Construction time, wherein, the ground in main building and ground library can be connected as a single entity, the embedded depth of foundation of main building and the embedded depth of foundation for being adjacent to library
It can there are the embedded depth of foundation between difference of height, or adjacent balcony can there are differences of height.Due under the shallower main building basis of buried depth
CFG or engineering pile are provided with, and the difference of height between adjacent two embeddeds depth of foundation does not have and puts between 3 to 6 meters
Slope excavation condition can only use vertical side slope supporting measure.
If to vertical side slope using pile-anchor retaining, prestressed anchor is inserted into the shallower ground of buried depth, prestressed anchor
CFG stakes or the engineering pile at the shallower basic foundation of buried depth may be destroyed, the ground for causing buried depth shallower is unstable.If
To vertical side slope individually using cantilever pile supporting, due to the gravity of the main building above the shallower ground of buried depth, cantilever pile stake
The soil body between body can be towards external diffusion, and the ground for causing buried depth shallower is larger in the position deflection of vertical side slope, influences buried depth
The stability of shallower ground top structure object.
Invention content
The purpose of the present invention is to provide a kind of drawknot stake supporting and the construction method of basement process, to solve using CFG
Stake or foundation pile carry out ground foundation reason and close to the pattern foundation pit supporting structure between basis there are larger difference of height and when not having slope condition
And the influence slope retaining that can not realize is stable during Foundation Treatment or basement process is caused to destroy, quality controllability
Difference, the problem of construction speed is slow and of high cost.
The present invention above-mentioned purpose technical scheme is that：A kind of drawknot stake supporting and basement process
Construction method, include the following steps：
Step 1, earth excavation to relatively shallow base area CFG or foundation pile construction work surface absolute altitude；
Step 2, according to CFG or foundation pile position, select drawknot stake, determine straining beam spacing, straining beam width and straining beam height
Parameter；
Step 3 needs the moment of flexure born and shearing according to drawknot stake, determines the steel reinforcement cage being configured in CFG or foundation pile
Reinforcing bar content；
Step 4, drawknot stake and intrinsic CFG or engineering pile pile；
Step 5 understands inter-pile soil, rejects pile crown；
Step 6, the steel reinforcement cage for binding straining beam, and casting concrete；
Step 7, deep foundation region substep carry out earth excavation, and carry out spray anchor protection to exposed drawknot stake inter-pile soil, until
Substrate absolute altitude.
By using above-mentioned technical proposal, by will be provided with the drawknot stake of steel reinforcement cage using armored concrete straining beam into
Row connection forms the support system for being similar to Gravity Retaining Wall formula again similar to multiline pile supporting, overcomes single pile body branch
The defects of protecting deformation greatly, bearing horizontal bearing force difference.
Preferably, increase following steps before step 7：
The stress dissipation mattress layer of 20 to 60 ㎝ thickness is laid in drawknot stake top portion, the material of stress dissipation mattress layer is middle sand, grain
Diameter does not surpass the rubble or graded sand and stone of 30 ㎜, and stress dissipation mattress layer vibrates or Static compaction, and compacting degree is no more than 0.9.
By using above-mentioned technical proposal, by adding stress dissipation mattress layer more than tie beam, reduce or eliminate
Adverse effect of the straining beam to shearing or the punching of proposed sole plate.
Preferably, increase the monitoring of top of the slope economic deeply mixing cement-soil pile in step 7, when the deformation of deformation measurement data feedback compared with
When big or rate of deformation is very fast, individual layer cutting depth should be reduced or excavate range, and control a rate of advance or suitably returned
It fills out.
By using above-mentioned technical proposal, the digging process at basic difference of height is carried out after drawknot pile supporting system is formed
Middle progress top and the monitoring of deeply mixing cement-soil pile can dynamically grasp the stability of system, the generation effectively prevented accident.
In conclusion the invention has the advantages that：The setting of multi-functional drawknot stake is equivalent at substrate difference of height
A set of intensive strip footing is increased in the case where shallow foundation deforms relatively large substrate areas, this region pile body stress is more equal
It is even, more conducively reduce the differential settlement caused by difference of height excavates, connected by the straining beam of armored concrete, after processing
Shallower foundation form support system, avoiding the additional duration for carrying out supporting and cost increases.Due to instead of piled anchor
Supporting also avoids the destruction that prestressed anchor is constructed to the proposed following stratum in basis.
Description of the drawings
Fig. 1 is the topology view of main building ground and garage ground；
Fig. 2 is the front view of drawknot stake；
Fig. 3 is drawknot pile cages topology view；
Fig. 4 is the vertical view of drawknot stake top shield；
Fig. 5 is the A portions enlarged view in Fig. 1；
Fig. 6 is the flow chart of the construction method of drawknot stake supporting and basement process.
In figure, 1, drawknot stake；10th, steel reinforcement cage；11st, it puts more energy into muscle；12nd, main reinforcement；13 pile tops；14th, spiral bar；15th, muscle is protected；
2nd, straining beam；20th, steel tie cage；21st, transverse bar；22 vertical muscle；23rd, support template；3rd, main building ground；30th, stake holes；4th, library
Base；5th, upper structure；6th, lower structure body；7th, stress dissipation mattress layer；8th, conventional stake.
Specific embodiment
The present invention is described in further detail below in conjunction with attached drawing.
Embodiment 1
A kind of drawknot stake supporting, as shown in Figure 1, including drawknot stake 1 and the straining beam 2 being set to above drawknot stake 1.
With reference to Fig. 2 and Fig. 3, drawknot stake 1 includes steel reinforcement cage 10 and the concrete being cast in steel reinforcement cage 10, treats reinforcing bar
After concrete final set inside cage 10, drawknot stake 1 is formed.
Steel reinforcement cage 10 includes several put more energy into and muscle 11 and is welded on the main reinforcement 12 put more energy on muscle 11.Muscle 11 put more energy into according to drawing
The length of knot stake 1 determines usage quantity, and the spacing between muscle 11 of putting more energy into need to be consistent.Put more energy into muscle 11 outer diameter on weld main reinforcement
12, it according to the supporting intensity needed for drawknot stake 1, determines the usage quantity of main reinforcement 12 in steel reinforcement cage 10, makes drawknot stake 1 after molding
Meet the requirement of pile body bending resistance and shearing resistance, the spacing between each main reinforcement 12 is consistent.In a 12 upper edge main reinforcement 12 of main reinforcement
Required amount of muscle 11 of putting more energy into is welded in direction, and outer diameter and the main reinforcement 12 of muscle 11 of putting more energy into are welded, shape between muscle 11 and main reinforcement 12 of putting more energy into
Into pad, since pad, positioning is uniformly got ready on the outer diameter of each muscle 11 of putting more energy into, welds remaining main reinforcement 12 successively,
Ensure that the spacing of each main reinforcement 12 is consistent.
One end of each main reinforcement 12 extends outwardly and bends simultaneously, and the main reinforcement 12 after bending is collected to a bit, after collecting
Main reinforcement 12 be welded to each other, formed pile top 13.Pile top 13 can facilitate stake position and the verticality of control drawknot stake 1, facilitate drawknot
Stake 1 smoothly enters in stake holes 30.
Wrapping around for main reinforcement 12 is provided with spiral bar 14, and spiral bar 14 extends to steel reinforcement cage 10 from 10 top of steel reinforcement cage
At pile top, the junction of spiral bar 14 and main reinforcement 12 is by being welded and fixed.The outside of spiral bar 14 is welded and fixed a certain number of
Muscle 15 is protected, when the steel reinforcement cage 10 of concrete cast drawknot stake 1, muscle 15 is protected to protect spiral bar 14 not because of the impact of concrete
Power and it is exposed.
The crisscross pile crown position for being set to drawknot stake 1 of straining beam 2, straining beam 2 can control vertical edges to the maximum extent
Slope deforms.With reference to Fig. 4, according to the quantity of the drawknot stake 1 of required supporting, the supporting area of straining beam 2 is determined.Straining beam 2 includes drawknot
Steel reinforcement cage 20, steel tie cage 20 include transverse bar 21 and the vertical muscle 22 being perpendicularly fixed on transverse bar 21.Horizontally-arranged drawknot stake 1
Outside place two transverse bars 21, the length of transverse bar 21 be slightly longer than needed for supporting drawknot stake 1 outer rim spacing, transverse bar 21 and phase
There are certain spacing between adjacent drawknot stake 1.Two vertical muscle 22 are equally placed in the both sides of the drawknot stake 1 of tandem, indulge the length of muscle 22
Degree is slightly longer than the outer rim spacing of the drawknot stake 1 of required supporting, and vertical there are certain spacing between muscle 22 and adjacent drawknot stake 1.It is horizontal
Muscle 21 passes through banding fixed with the position that vertical muscle 22 is in contact.
Second layer transverse bar 21 needed for setting and vertical muscle 22 above first layer transverse bar 21 and vertical muscle 22, according to drawknot stake 1
Pile crown height determines the usage quantity of vertical direction transverse bar 21 and vertical muscle 22.In transverse bar 21 and vertical 22 four pieces of branch of outside setting of muscle
Template 23 is protected, is mutually enclosed between four pieces of support templates 23, to casting concrete in the space that four pieces of support templates 23 are formed, is treated
After concrete initial set, support template is removed, the concrete of straining beam 2 is conserved.
Embodiment 2
A kind of drawknot stake supporting and the construction method of basement process, as shown in Figure 6, construction method is as follows：
The shallower main building ground 3 of buried depth is excavated in base soil layer first, opens up several stake holes 30 downwards in the position of main building ground 3,
5 quantification of upper structure that stake holes 30 is pre-seted according to the size and 3 top of main building ground of main building ground 3, stake holes 30
Depth is determined according to the intensity of required 3 top structure body of supporting main building ground；
Determine the position of the deeper ground library ground 4 of embedded depth of foundation, the stake holes 30 in closely 4 position of library ground of main building ground 3 is divided
The steel reinforcement cage 10 of a certain number of drawknot stakes 1 is not transferred, and making for steel reinforcement cage 10 is determined by the intensity needed for vertical sloping timbering
Use quantity；
To stake holes 30 and 30 casting concrete of stake holes for the steel reinforcement cage 10 for placing drawknot stake 1, after concrete final set, difference
Form conventional stake 8 and drawknot stake 1.Conventional stake 8 is used to support structure 5, and drawknot stake 1 both may be used as supporting structure
5, and may insure the stability of vertical side slope；
The laitance of 1 stake top of drawknot stake and weak concrete are removed, while removes the inter-pile soil of drawknot stake 1, rejects the stake of drawknot stake 1
Head；
Stake top binding transverse bar 21 and vertical muscle 22 in drawknot stake 1, support template 23 is installed in the outside of transverse bar 21 and vertical muscle 22, to
Cast concrete in support template 23 after concrete initial set, removes support template 23 and concrete is conserved, concrete is whole
After solidifying, the concrete poured into a mould between transverse bar 21 and vertical muscle 22 and both forms crisscross in 1 pile crown position of drawknot stake
Straining beam 2, straining beam 2 and the drawknot stake 1 of lower section are integrally formed, and form drawknot stake supporting construction；
The garage ground 4 deeper to adjacent embedded depth of foundation excavates, and excavates on one side, on one side to drawknot stake 1 exposed after excavation
The inter-pile soil gunite concrete of body completes supporting to the pile body of drawknot stake 1.Meanwhile the shallower main building ground 3 of embedded depth of foundation with
At the critical drawknot stake 1 of the deeper ground library ground 4 of embedded depth of foundation, setting pile body top and deeply mixing cement-soil pile observation point, ground library
In 4 digging process of ground, the deformation and deeply mixing cement-soil pile of vertical side slope top of the slope are monitored.When monitoring vertical side slope
The deflection of top of the slope is larger or when rate of deformation is very fast, it should reduce cutting depth or excavate range, control a rate of advance or
The measures such as appropriate backfill, to ensure the stability of vertical side slope；
When ground library ground 4 is excavated to default absolute altitude, main building ground 3 is finished with 4 construction of ground library ground；
Before the upper structure 5 of main building ground 4 is constructed, stress dissipation mattress layer 7 is laid at the top of the straining beam 2 of drawknot stake 1, is disappeared
The top strain for dissipating drawknot stake 1 is concentrated.The thickness of stress dissipation mattress layer 7 determines that general control exists according to the stake diameter of drawknot stake 1
Between 20 ~ 60cm, meanwhile, the width that is laid with of stress dissipation mattress layer 7 is set according to the width of drawknot stake 1, stress dissipation mattress
Layer 7 should exceed 30 ~ 50cm of outer rim of drawknot stake 1.Sand, rubble or graded sand and stone during stress dissipation mattress layer 7 is generally selected, it is broken
Stone maximum particle diameter is not easy to be more than 30mm, and stress dissipation mattress layer 7 should vibrate or Static compaction, and compacting degree is not preferably greater than 0.9.With reference to
Fig. 5, conventional 8 top setting of stake is relatively thin or does not need to setting stress dissipation mattress layer 7, and drawknot stake 1 is less than conventional stake 8, conventional
There are certain gradients with the stress dissipation mattress layer 7 above drawknot stake 1 for stake 8.
The above is only the preferred embodiment of the present invention, and protection scope of the present invention is not limited merely to above-mentioned implementation
Example, all technical solutions belonged under thinking of the present invention all belong to the scope of protection of the present invention.It should be pointed out that for the art
Those of ordinary skill for, several improvements and modifications without departing from the principles of the present invention, these improvements and modifications
It should be regarded as protection scope of the present invention.
Claims (3)
1. a kind of drawknot stake supporting and the construction method of basement process, it is characterized in that, include the following steps：
Step 1, earth excavation to relatively shallow base area CFG or foundation pile construction work surface absolute altitude；
Step 2, according to CFG or foundation pile position, select drawknot stake, determine straining beam spacing, straining beam width and straining beam height
Parameter；
Step 3 needs the moment of flexure born and shearing according to drawknot stake, determines the steel reinforcement cage being configured in CFG or foundation pile
Reinforcing bar content；
Step 4, drawknot stake and intrinsic CFG or engineering pile pile；
Step 5 understands inter-pile soil, rejects pile crown；
Step 6, the steel reinforcement cage for binding straining beam, and casting concrete；
Step 7, deep foundation region substep carry out earth excavation, and carry out spray anchor protection to exposed drawknot stake inter-pile soil, until
Substrate absolute altitude.
2. drawknot stake supporting according to claim 1 and the construction method of basement process, it is characterized in that, increase before step 7
Add following steps：
The stress dissipation mattress layer of 20 to 60 ㎝ thickness is laid in drawknot stake top portion, the material of stress dissipation mattress layer is middle sand, grain
Diameter does not surpass the rubble or graded sand and stone of 30 ㎜, and stress dissipation mattress layer vibrates or Static compaction, and compacting degree is no more than 0.9.
3. drawknot stake supporting according to claim 1 and the construction method of basement process, it is characterized in that, increase in step 7
Add the economic deeply mixing cement-soil pile monitoring of top of the slope, when the larger or rate of deformation of deformation measurement data feedback deformation is very fast, should subtract
Few individual layer cutting depth excavates range, and control a rate of advance or suitably backfilled.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611258348.6A CN108265725A (en) | 2016-12-30 | 2016-12-30 | Drawknot stake supporting and the construction method of basement process |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611258348.6A CN108265725A (en) | 2016-12-30 | 2016-12-30 | Drawknot stake supporting and the construction method of basement process |
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| CN108265725A true CN108265725A (en) | 2018-07-10 |
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| CN201611258348.6A Pending CN108265725A (en) | 2016-12-30 | 2016-12-30 | Drawknot stake supporting and the construction method of basement process |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109024614A (en) * | 2018-08-31 | 2018-12-18 | 中国二十二冶集团有限公司 | The construction method of equipment foundation pit composite foundation Sloping |
| CN109537601A (en) * | 2018-11-14 | 2019-03-29 | 李翠霞 | A kind of foundation pit supporting construction and its construction method based on campshed and inner support |
| CN111719581A (en) * | 2020-03-21 | 2020-09-29 | 东莞市大乘建筑工程技术有限公司 | Building anti-seismic structure and processing technology |
| CN112681333A (en) * | 2020-12-15 | 2021-04-20 | 中国建筑第八工程局有限公司 | Foundation pit supporting structure of waterside bridge abutment foundation and construction method thereof |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109024614A (en) * | 2018-08-31 | 2018-12-18 | 中国二十二冶集团有限公司 | The construction method of equipment foundation pit composite foundation Sloping |
| CN109537601A (en) * | 2018-11-14 | 2019-03-29 | 李翠霞 | A kind of foundation pit supporting construction and its construction method based on campshed and inner support |
| CN111719581A (en) * | 2020-03-21 | 2020-09-29 | 东莞市大乘建筑工程技术有限公司 | Building anti-seismic structure and processing technology |
| CN111719581B (en) * | 2020-03-21 | 2021-08-06 | 东莞市大乘建筑工程技术有限公司 | Building anti-seismic structure and processing technology |
| CN112681333A (en) * | 2020-12-15 | 2021-04-20 | 中国建筑第八工程局有限公司 | Foundation pit supporting structure of waterside bridge abutment foundation and construction method thereof |
| CN112681333B (en) * | 2020-12-15 | 2022-07-12 | 中国建筑第八工程局有限公司 | Foundation pit supporting structure of waterside bridge abutment foundation and construction method thereof |
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Application publication date: 20180710 |