CN202450517U - Large cross-section tube-sinking cast-in-place concrete post pressure-grouting hollow square pile - Google Patents
Large cross-section tube-sinking cast-in-place concrete post pressure-grouting hollow square pile Download PDFInfo
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Abstract
The utility model provides a large cross-section tube-sinking cast-in-place concrete post pressure-grouting hollow square pile. The square pile is structurally characterized by comprising a cast-in-place externally square and internally circular pile body. A reinforcement cage is arranged or not arranged in the externally square and internally circular pile body; the upper part of the externally square and internally circular pile body is provided with a post-cast pile cap; and the bottom part of the externally square and internally circular pile body is provided with a precast pile toe. The utility model has the effects that by utilizing the square pile, single pile bearing capacity provided by the resistance of pile periphery soil and pile toe soil can be basically equivalent to the design value of the axial compression strength of the pile body. Piles which are same in dimension are large in inertia moment and perimeter, high in horizontal stiffness and flexural rigidity and high in horizontal bearing capacity and is in favor of reinforcement; the construction periods of projects of pile foundations, foundation pit protection and composite foundations are shortened, the construction quality is improved, the site environmental pollution is avoided, and the construction cost is saved. The large cross-section tube-sinking cast-in-place concrete post pressure-grouting hollow square pile is more obvious in effect when being used for deep and thick weak soil layer foundation projects and is convenient in application and broad in prospect.
Description
Technical field
The utility model relates to the technology of pile foundation engineering structure, mud jacking hollow square pile behind the immersed tube bored concrete of particularly a kind of big section.
Background technology
1, in soft foundation was handled, a formula that is provided with in the soft foundation of being everlasting added solid, adds solid through the stake formula and becomes composite foundation with original position ground local soil type.The Bearing Capacity of Composite Foundation characteristic value should be confirmed through on-the-spot foundation loading test, also can estimate by following formula.
Bearing capacity of single pile characteristic value R wherein
aRespectively by
(1) a stake week and a bearing capacity of single pile that the drag of end soil provides
(2) pile body axial compressive strength design load R
a≤A
pf
cψ
cGet low value control.
To add the solid kind more for the stake formula, and common have lime pile, sand pile, broken stone pile, lime soil pile, cement mixing method, rotary churning pile, CFG stake, a plain concrete pile etc.
The common weakness that lime pile, sand pile, broken stone pile, lime soil pile, cement mixing method, these formulas of rotary churning pile add solid be its strength of the mixing pile and elastic feel quantity all very low, under load action; The pile body decrement is big; Bearing capacity of single pile is low, and Bearing Capacity of Composite Foundation receives the very big restriction of strength of the mixing pile.Replacement ratio is bigger, invests higher.
And CFG stake, plain concrete pile, its strength of the mixing pile and modulus of elasticity are higher; The circular cross-section girth is little; But pile side friction and end resistance that soft foundation provides are less, receive the very big restriction of the bearing capacity of single pile body that weak soil provides, and its strength of the mixing pile can not be not fully exerted.
2, in pile foundation engineering, bearing capacity of single pile characteristic value R
aRespectively by
(1) a stake week and a bearing capacity of single pile that the drag of end soil provides
(2) pile body axial compressive strength design load R
a≤A
pf
cψ
cGet low value control.
Common pile body has bored pile, tube-sinking cast-in-situ pile, squeezes into the formula Static Pressure Precast Piles, squeezes into formula static pressure precast hollow pile tube and hollow square pile, the stake of cast-in-situ concrete major diameter tube etc.
Bored pile, its common feature of tube-sinking cast-in-situ pile are that section is solid, and the circular cross-section girth is little, and pile duration such as bored pile adopts mud off, and the place is seriously polluted, and a stake side exists mud skin, a stake end to have sediment behind the pile.The bearing capacity of single pile that pile body axial compressive strength design load generally provides far above stake week and the native drag of stake end, second moment of area is little, and arrangement of reinforcement is many, and its strength of the mixing pile and reinforced steel bar strength can not be not fully exerted.
Squeeze into the formula Static Pressure Precast Piles, squeeze into formula static pressure precast hollow pile tube and hollow square pile.Limit because of pile sinking equipment, section is less, and limited length often needs pile extension, pile sinking quantity more.Because of there being soil compaction effect, often cause earth heaving, the pile body come-up, joint damages.These disadvantages are more outstanding at soft layer.
The stake of cast-in-situ concrete major diameter tube has been made bigger contribution to solving above-mentioned disadvantage, but still exists unidimensional stake circular cross-section moment of inertia and girth little, and arrangement of reinforcement is many, and reinforced steel bar strength can not be not fully exerted.The horizontal bearing capacity of stake is not as the square stake.
3, campshed supporting and protection structure such as bored pile, cast-in-situ concrete pile tube in foundation pit supporting project; When calculating the horizontal distortion coefficient of stake; The molded breadth of stake circular with annular be 0.9 times of unidimensional side stake, the horizontal bearing capacity of single pile that native drag provides is little, circle and ring section moment of inertia, level and bending rigidity are little; Be unfavorable for arrangement of reinforcement, its strength of the mixing pile and reinforced steel bar strength can not be not fully exerted.
Desirable pile body or desirable stake formula add solid, and under replacement ratio m same case, the bearing capacity of single pile that is provided by the drag of stake week soil and stake end soil is suitable basically with pile body axial compressive strength design load, and equal unidimensional, moment of inertia and Zhou Changda are beneficial to arrangement of reinforcement for well.
For pile foundation engineering, composite foundation engineering, foundation pit supporting project design and the construction demand that satisfies building or structure, be badly in need of opening up pile foundation engineering design and the new approach in rigidity composite foundation field.
Summary of the invention
For solving the problem that exists in the above-mentioned technology, the purpose of the utility model provides mud jacking hollow square pile behind the immersed tube bored concrete of a kind of big section, makes stake week soil suitable basically with pile body axial compressive strength design load with the bearing capacity of single pile that provides of the drag of stake end soil; Equal section area, moment of inertia are big, and level and bending rigidity are big, are beneficial to arrangement of reinforcement; Field-free ground contamination and soil compaction effect; Speed of application is fast, and workmanship is high, reduces engineering investment cost.
For realizing above-mentioned purpose; The technical scheme of the utility model provides mud jacking hollow square pile behind the immersed tube bored concrete of a kind of big section; Wherein: the structure of this side's stake comprises cast-in-place square-outside and round-inside pile body, is provided with reinforcing cage in the square-outside and round-inside pile body or does not establish reinforcing cage, after the top of square-outside and round-inside pile body is provided with, waters pile cover; Bottom at the square-outside and round-inside pile body is provided with precast pile tip, forms the hollow square pile of square-outside and round-inside; The hollow square pile minimum wall thickness (MINI W.) that is provided with the square-outside and round-inside of reinforcing cage is 150mm; The hollow square pile minimum wall thickness (MINI W.) of not establishing reinforcing cage is 100mm.
Effect of the present invention is to utilize this hollow square pile; Can make stake week native suitable basically with pile body axial compressive strength design load with a bearing capacity of single pile that the drag of end soil provides, unidimensional, moment of inertia and Zhou Changda; Level and bending rigidity are big; Be beneficial to arrangement of reinforcement, the horizontal bearing capacity of stake is high, and the single pile that the drag of soil is provided is vertical, horizontal bearing capacity and strength of the mixing pile and reinforced steel bar strength all are not fully exerted.Particularly more outstanding in dark, thick soft layer advantage.Shorten the construction period of engineerings such as pile foundation, pattern foundation pit supporting structure, composite foundation, improve construction quality, avoid the place environment pollution, save construction costs.Foreign side commonly used cross dimensions has mud jacking hollow square pile behind the concrete perfusion of 800mm, 1000mm, 1200mm, can be widely used in pile foundation engineering, composite foundation engineering, foundation pit supporting project design and construction, convenient in application and having a extensive future.
Description of drawings
Fig. 1 is the hollow square pile pile structural representation of the utility model;
Fig. 2, Fig. 3 are the inside and outside steel sleeve structural representation of the hollow square pile of the utility model;
Fig. 4 is the hollow square pile precast pile tip structural representation of the utility model;
Fig. 5 is the A-A sectional view of Fig. 4;
Fig. 6 is the B-B sectional view of Fig. 4;
Fig. 7 is cast-in-place hollow side's stake section arrangement of reinforcement sketch map of the utility model;
Fig. 8 is a mud jacking hollow square pile sketch map behind the big section concrete perfusion of the utility model.
Among the figure:
1, interior round steel sleeve pipe 2, foreign side's steel sleeve 3, rib plate 4, hollow cavity
5, concrete blow tank 6, clamper 7, hydraulic pressure dither 8, mudhole
9, precast pile tip 10, reinforcing cage 11, cast-in-place square-outside and round-inside pile body
12, pile cover 13, waist rail built-in fitting 14, pile cover get rid of muscle
16, side madjack pipe and valve 17, end madjack pipe and valve
The specific embodiment
In conjunction with accompanying drawing and embodiment to the big section concrete perfusion of the utility model after mud jacking hollow square pile structure explain.
Mud jacking hollow square pile behind the immersed tube bored concrete of big section of the utility model; The structure of this side's stake comprises cast-in-place square-outside and round-inside pile body 11; Be provided with reinforcing cage 10 in the square-outside and round-inside pile body 11 or do not establish reinforcing cage; After the top of square-outside and round-inside pile body 11 is provided with, water pile cover 12, be provided with precast pile tip 9, form the hollow square pile of square-outside and round-inside in the bottom of square-outside and round-inside pile body; The hollow square pile minimum wall thickness (MINI W.) that is provided with the square-outside and round-inside of reinforcing cage 10 is 150mm; The hollow square pile minimum wall thickness (MINI W.) of not establishing reinforcing cage is 100mm.
Said precast pile tip 9 be shaped as square-outside and round-inside, the top of precast pile tip 9 is provided with flange, the bottom is provided with the inclination cone of square-outside and round-inside.
The cross dimensions of mud jacking hollow square pile is 800 * 800～1200 * 1200mm behind the immersed tube bored concrete of said big section.
The job practices of mud jacking hollow square pile may further comprise the steps behind the big section concrete perfusion of the utility model: (hereinafter to be referred as hollow square pile)
1) select the hollow square pile cross dimensions long with stake
The load that need bear according to hollow square pile; Geology clay distribution situation; Calculate the vertical and horizontal bearing capacity characteristic value that the soil body provides stake, like a stake week and a vertical bearing capacity of single pile characteristic value that the drag of end soil provides
Adopt the back mud jacking technology soil body that vertical side frictional resistance and the end resistance that stake provides improved degree by the 5.3.10 formula estimation of grouting behind shaft or drift lining castinplace pile among the technical code for building pile foundation JGJ94-2008 simultaneously, the cement paste pressure and the grouting amount of back mud jacking technology adopted in the 6.7.4 formula estimation of pressing castinplace pile grouting behind shaft or drift lining among the technical code for building pile foundation JGJ94-2008; Adjust special-purpose machinery hydraulic walking pile driver through homemade HFA Series Hydraulic high-frequency vibratory hammer equipment pile setting capability factor; Select hollow square pile foreign side size long with stake,
The resistance to compression and the shear strengths of 1.1 times of accounting of the vertical and horizontal bearing capacity hollow square pile that stake is provided by the soil body are like pile body compressive strength design load R
a≤A
pf
cψ
c, select circle size in the hollow square pile, confirm the hollow square pile cross dimensions;
When being used for pile foundation, foundation pit supporting project, select to be provided with the hollow square pile of reinforcing cage, and calculate the quantity of reinforcement of reinforcing cage;
When being used for the rigidity composite foundation, select not establish the hollow square pile of reinforcing cage plain concrete;
2) precast pile tip 9 of the square-outside and round-inside of precast concrete;
3) preparation and the corresponding interior round steel sleeve pipe 1 of hollow square pile, foreign side's steel sleeve 2, the surrounding 1/3 of square steel sleeve pipe 2 and 2/3 place are provided with at least one rib plate 3 outside;
4) the assembling reinforcement cage 10, and the drag that pile foundation is provided like the soil body is during less than the compressive strength of hollow square pile, need carry out back mud jacking construction when improving bearing capacity of pile foundation, need on reinforcing cage 10, lay back madjack pipe and valve;
When being used for foundation pit supporting project, need on reinforcing cage 10, lay waist rail built-in fitting 13 and back madjack pipe and valve;
5) smooth place, rid is confirmed the stake position, lays precast pile tip 9;
6) with the interior round steel sleeve pipe 1 that is attached to the clamper 6 locking preparations on the hydraulic walking pile driver pile sinking leading truck, the upper end of foreign side's steel sleeve 2; Move said pile driver to the stake position; Proofread and correct stake position and pile verticality, the precast pile tip 9 that places is blocked in the interior round steel sleeve pipe 1 of preparation, the lower end of foreign side's steel sleeve 2;
7) with the interior round steel sleeve pipe 1 that is attached to the preparation that the hydraulic walking pile driver will link to each other with said precast pile tip 9 through the hydraulic pressure dither 7 on the pile sinking leading truck, foreign side's steel sleeve 2 vibration-sunks to design elevation; Sinking along with interior round steel sleeve pipe 1,2 vibrations of foreign side's steel sleeve; Through being located at the mudhole 8 on foreign side's steel sleeve 2 one sidewalls, the earth of extruding is discharged;
8) open clamper 6 on the pile sinking leading truck; Put into the good reinforcing cage of colligation 10 in the hollow cavity 4 between interior round steel sleeve pipe 1, foreign side's steel sleeve 2, again with the interior round steel sleeve pipe 1 of the 6 locking preparations of the clamper on the pile sinking leading truck, the upper end of foreign side's steel sleeve 2;
Like the hollow square pile of immersed tube bored plain concrete, directly in said hollow cavity 4, fill plain concrete;
9) through being attached to concrete blow tank 5 concrete perfusions on foreign side steel sleeve top; Round steel sleeve pipe 1, foreign side's steel sleeve 2 in pulling out in the vibration of limit; Concrete perfusion pile in the hollow cavity 4 of limit between interior round steel sleeve pipe 1, foreign side's steel sleeve 2, the fullness coefficient of hollow square pile is 1.1; Remove the earth of extruding in the mudhole 8;
10) drag that pile foundation is provided like the soil body after 3～15 days, needs through madjack pipe and valve on the reinforcing cage 10 during less than the compressive strength of hollow square pile, carry out a side, pile bottom post grouting construction to above-mentioned concrete pile of having constructed.Be provided with reinforcing rib between adjacent two walls of said reinforcing cage 10, said position of laying back madjack pipe and valve is to be provided with side madjack pipe and valve 16 at the place, a diagonal angle of reinforcing cage 10, is provided with end madjack pipe and valve 17 at the reinforcing rib place at another diagonal angle of reinforcing cage.
11) cut the loose concrete in mud jacking hollow square pile top behind the immersed tube bored steel concrete of having constructed; And excavate and justify interior part earth in the in type hollow square pile; At in type hollow square pile upper pouring steel concrete pile cover 12, and the pile cover that reservation is connected with superstructure cushion cap or cap gets rid of muscle 14;
To the plain concrete hollow square pile, cut the plain concrete hollow square pile and push up loose concrete, and excavate the interior part earth of interior circle of hollow square pile, mud jacking hollow square pile upper pouring plain concrete pile cover 12 behind plain concrete.
Through embodiment mud jacking hollow square pile implementation procedure behind the big section concrete perfusion is described:
Embodiment 1: certain pile foundation engineering, and former employing φ 800mm bored pile, section is solid, garden type perimeter of section is little, section area A=5026cm
2, section factor W=50278cm
3, moment of inertia I=2010619cm
4And pile durations such as bored pile adopt mud off, and the place mud contamination is serious, and the stake side exists mud skin, the stake end to have sediment behind the pile.Though taked measures such as stake side and post grouting under pile; This project is in deep weak Tu Qu; Girth is little, and the bearing capacity of single pile that the drag of stake week and stake end soil provides is far below pile body axial compressive strength design load, and second moment of area is little; Arrangement of reinforcement is many, and its strength of the mixing pile and reinforced steel bar strength can not be not fully exerted.
Mud jacking hollow square pile behind the big section perfusion of the employing 800 * 800mm steel concrete, hollow interior garden φ 500mm, section area A=4436cm
2, section factor W=73058cm
3, moment of inertia I=3106458cm
4Compare with φ 800mm bored pile: the section area ratio is 0.88, and the girth ratio is 1.273, and the moment of inertia ratio is 1.545; Calculate by equivalent cross section; Solved the problems referred to above effectively, stake week is native suitable basically with pile body axial compressive strength design load with a bearing capacity of single pile that the drag of end soil provides, moment of inertia and Zhou Changda; Level and bending rigidity are big; Cross sectional shape is beneficial to arrangement of reinforcement, and the horizontal bearing capacity of stake is high, and the single pile that the drag of soil is provided is vertical, horizontal bearing capacity and strength of the mixing pile and reinforced steel bar strength all are not fully exerted.Sectional reinforcement reduces, and construction period shortens, and workmanship improves, field-free ground contamination.
Embodiment 2: certain foundation pit supporting project, the dark 8m of foundation ditch, former employing φ 800mm bored pile, pile spacing 1000mm, section area A=5026cm
2, section factor W=50278cm
3, moment of inertia I=2010619cm
4, and pile duration such as bored pile adopts mud off, and the place mud contamination is serious.Groundwater table-1.0m, soil layer are divided into 5 layers, are respectively miscellaneous fill, silty clay, silt clay, silt, powder fine sand, and soldier pile result of calculation is:
Maximum positive bending moment 243.3kN-m, maximum negative moment of flexure 288.2kN-m;
Maximum positive shear 106.3kN, maximum negative shearing-176.8kN, total 10 Φ 22 of arrangement of reinforcement;
Maximum displacement 27.3mm, section area 5026cm
2, moment of inertia 2019619cm
4
Adopt 800 * 800mm to pour into the reinforced concrete hollow side's stake of big section, hollow interior garden φ 500mm, section area 4436cm
2, moment of inertia 3106458cm
4Compare with φ 800mm bored pile: the section area ratio is 0.88, and the moment of inertia ratio is 1.545, carries out pattern foundation pit supporting structure by equivalent cross section and always calculates arrangement of reinforcement 4 Φ 22+4 Φ 20; Displacement and concrete section and arrangement of reinforcement reduce; Construction period shortens, and workmanship improves, the construction plant mud-less pollution.
Scheme example 3; Certain foundation pit supporting project, the dark 12m of foundation ditch, former employing φ 1000mm bored pile, pile spacing 1200mm, section area A=7854cm
2, section factor W=98175cm
3, moment of inertia I=4908739cm
4, and pile duration such as bored pile adopts mud off, and the place mud contamination is serious.Groundwater table-1.0m, soil layer are divided into 8 layers, are respectively miscellaneous fill, silty clay, silt clay, clay, silt, silty clay, silt, powder fine sand, and soldier pile result of calculation is:
Maximum positive bending moment 896.8kN-m, maximum negative moment of flexure 586.9kN-m;
Maximum positive shear 213.3kN, maximum negative shearing-333.4kN, total 15 Φ 25 of arrangement of reinforcement;
Maximum displacement 28.6mm, section area 7854cm
2, moment of inertia 4908739cm
4
Adopt 1000 * 1000mm to pour into the reinforced concrete hollow side's stake of big section, hollow interior garden φ 700mm, section area 6151cm
2, moment of inertia 7154745cm
4Compare with φ 1000mm bored pile: the section area ratio is 0.78, and the moment of inertia ratio is 1.458, carries out pattern foundation pit supporting structure by equivalent cross section and always calculates arrangement of reinforcement 4 Φ 25+10 Φ 22, maximum displacement 27.5mm.If by this scheme foundation ditch displacement and pile concrete cross section and arrangement of reinforcement minimizing, construction period shortens, workmanship improves, the construction plant mud-less pollution.
Cement mixing method composite foundation scheme: its strength of the mixing pile and elastic feel quantity be all very low, under load action; The pile body decrement is big, and bearing capacity of single pile is low, and Bearing Capacity of Composite Foundation receives the very big restriction of strength of the mixing pile; Strength of the mixing pile was very low after the degree of depth surpassed 15m, and the pile difficulty.Replacement ratio is bigger, invests higherly, and speed of application is slow, and the construction plant is seriously polluted.
CFG stake, plain concrete pile, its strength of the mixing pile and elastic feel quantity are higher; But round solid section girth is little; Pile side friction and end resistance that soft foundation provides are less; Strength of the mixing pile receives the low very big restriction of bearing capacity of single pile that weak soil provides much larger than all soil of stake and the native drag that stake is provided of stake end.Its strength of the mixing pile can not be not fully exerted.Replacement ratio is bigger, invests higherly, and speed of application is slow, and the construction plant is seriously polluted.
Big section perfusion plain concrete hollow square pile composite foundation scheme: adopt 800 * 800mm plain concrete hollow square pile, minimum wall thickness (MINI W.) 100mm, hollow interior circle is φ 600mm, outer perimeter is 3200mm, section area 375200mm
2, pile center is apart from being 3200mm, and all native bearing capacity of single piles that provides with the native drag of stake end of stake are equivalent to the 1000mm stake, and the bearing capacity of single pile of holding native drag to provide by all soil of stake and stake is slightly less than pile body axial compressive strength design load.Vertical bearing capacity of single pile and strength of the mixing pile that native drag is provided all are not fully exerted.Replacement ratio is lower, invest less, short construction period, workmanship is high, the construction plant mud-less pollution.
The scope of application of mud jacking hollow square pile behind the big section concrete perfusion of the utility model:
The application potential of mud jacking hollow square pile is huge behind the big section concrete perfusion, and foreign side commonly used is of a size of 800,1000,1200mm.
Mud jacking hollow square pile minimum thickness is 100mm behind the big section perfusion plain concrete, is mainly used in rigidity composite foundation engineering; Mud jacking hollow square pile minimum thickness is 150mm behind the big section perfusion steel concrete.The mud jacking hollow square pile is mainly used in pile foundation behind the big section perfusion steel concrete; Big section perfusion reinforced concrete hollow side's stake is mainly used in the engineering of foundation pit supporting project; Because of device height is limit, general stake is long should not to surpass 30m.
The utility model is not suitable for the engineering design and construction of pile foundation engineering with hard soil layer, rigidity composite foundation, foundation pit supporting project.
The hollow square pile of the utility model adopts special-purpose pile sinking machinery to be the hydraulic walking pile driver, and homemade HFA Series Hydraulic high-frequency vibratory hammer and clamper, hollow square pile become pore structure as shown in Figure 1; Inside and outside steel sleeve cross-sectional configuration is as shown in Figure 2; Inside and outside steel sleeve longitudinal plane structure is as shown in Figure 3; The precast pile tip structure is as shown in Figure 4; The precast pile tip section is like Fig. 5, shown in 6; Mud jacking hollow square pile section arrangement of reinforcement is as shown in Figure 7 behind the perfusion steel concrete.Mud jacking hollow square pile sketch map is as shown in Figure 8 behind the big section concrete perfusion.
The quality measures main points of mud jacking hollow square pile behind the big section concrete perfusion of the utility model:
The size and the intensity of strict control precast pile tip;
During the control immersed tube, the verticality of internal and external casing;
Slump when controlling immersed tube bored concrete hollow square pile concrete perfusion;
The pipe-pulling speed of strict control internal and external casing;
Strengthen construction process control and inspection of quality.
Claims (3)
1. mud jacking hollow square pile behind the immersed tube bored concrete of big section; It is characterized in that: the structure of this side's stake comprises cast-in-place square-outside and round-inside pile body; Be provided with reinforcing cage in the square-outside and round-inside pile body or do not establish reinforcing cage; After the top of square-outside and round-inside pile body is provided with, water pile cover, be provided with precast pile tip, form the hollow square pile of square-outside and round-inside in the bottom of square-outside and round-inside pile body;
The hollow square pile minimum wall thickness (MINI W.) that is provided with the square-outside and round-inside of reinforcing cage is 150mm; The hollow square pile minimum wall thickness (MINI W.) of not establishing reinforcing cage is 100mm.
2. hollow square pile according to claim 1 is characterized in that: said precast pile tip be shaped as square-outside and round-inside, the top of precast pile tip is provided with flange, the bottom is provided with the inclination cone of square-outside and round-inside.
3. hollow square pile according to claim 1 is characterized in that: the cross dimensions of mud jacking hollow square pile is 800 * 800～1200 * 1200mm behind the immersed tube bored concrete of said big section.
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| Application Number | Priority Date | Filing Date | Title |
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| CN 201220055159 CN202450517U (en) | 2012-02-20 | 2012-02-20 | Large cross-section tube-sinking cast-in-place concrete post pressure-grouting hollow square pile |
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| CN 201220055159 CN202450517U (en) | 2012-02-20 | 2012-02-20 | Large cross-section tube-sinking cast-in-place concrete post pressure-grouting hollow square pile |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535446A (en) * | 2012-02-20 | 2012-07-04 | 中交第一航务工程勘察设计院有限公司 | Large-cross-section driven-casing cast-in-place post-grouted concrete hollow square pile and production method thereof |
| CN103074889A (en) * | 2013-01-27 | 2013-05-01 | 西安科技大学 | Flexible pile cap for composite foundation |
| CN103912004A (en) * | 2013-07-18 | 2014-07-09 | 刘春原 | Rivet pile |
| CN105986573A (en) * | 2015-01-27 | 2016-10-05 | 福建宝丰管桩有限公司 | PHC pipe pile point |
| CN106930286A (en) * | 2017-03-19 | 2017-07-07 | 福建永强岩土股份有限公司 | The construction method of all steel mould square-outside and round-inside hollow square pile and combinations thereof type continuous underground wall structure |
| CN109490166A (en) * | 2018-11-06 | 2019-03-19 | 北京理工大学 | A kind of channel permeability rate of porous media random cross-sectional shape determines method |
-
2012
- 2012-02-20 CN CN 201220055159 patent/CN202450517U/en not_active Expired - Fee Related
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535446A (en) * | 2012-02-20 | 2012-07-04 | 中交第一航务工程勘察设计院有限公司 | Large-cross-section driven-casing cast-in-place post-grouted concrete hollow square pile and production method thereof |
| CN102535446B (en) * | 2012-02-20 | 2014-06-11 | 中交第一航务工程勘察设计院有限公司 | Large-cross-section driven-casing cast-in-place post-grouted concrete hollow square pile and production method thereof |
| CN103074889A (en) * | 2013-01-27 | 2013-05-01 | 西安科技大学 | Flexible pile cap for composite foundation |
| CN103074889B (en) * | 2013-01-27 | 2014-08-13 | 西安科技大学 | Flexible pile cap for composite foundation |
| CN103912004A (en) * | 2013-07-18 | 2014-07-09 | 刘春原 | Rivet pile |
| CN105986573A (en) * | 2015-01-27 | 2016-10-05 | 福建宝丰管桩有限公司 | PHC pipe pile point |
| CN106930286A (en) * | 2017-03-19 | 2017-07-07 | 福建永强岩土股份有限公司 | The construction method of all steel mould square-outside and round-inside hollow square pile and combinations thereof type continuous underground wall structure |
| CN106930286B (en) * | 2017-03-19 | 2019-05-03 | 福建永强岩土股份有限公司 | All steel mould square-outside and round-inside hollow square pile Combined type underground diaphragm wall and its construction method |
| CN109490166A (en) * | 2018-11-06 | 2019-03-19 | 北京理工大学 | A kind of channel permeability rate of porous media random cross-sectional shape determines method |
| CN109490166B (en) * | 2018-11-06 | 2020-11-06 | 北京理工大学 | Method for determining permeability of channel with any cross section shape of porous medium |
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