CN107989057A - A kind of Bridge Pile Foundation Construction method - Google Patents
A kind of Bridge Pile Foundation Construction method Download PDFInfo
- Publication number
- CN107989057A CN107989057A CN201711322798.1A CN201711322798A CN107989057A CN 107989057 A CN107989057 A CN 107989057A CN 201711322798 A CN201711322798 A CN 201711322798A CN 107989057 A CN107989057 A CN 107989057A
- Authority
- CN
- China
- Prior art keywords
- construction
- pile foundation
- soil
- concrete
- preset value
- Prior art date
- Legal status (The legal status 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 status listed.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of Bridge Pile Foundation Construction method, comprise the following steps：S1：Surveying and locating：Pile foundation construction setting-out is carried out using total powerstation, actual survey is carried out to construction ground, gather the soil of construction ground, experimental analysis is carried out, the content of soil is determined, according to the hardness of different depth soil, determine depth and the position of pile foundation, whole work progress is first simulated according to the data of actual survey and experimental data on computers, draws preset value, S2：Levelling of the land：Smooth to place progress using construction machinery, the debris on construction site needed after smooth is cleared up, using filling out weak soil and pounding closely knit conduct drilling machine construction platform, by drilling-machine shifter to construction platform.The present invention simulates whole work progress on computers in advance by field exploring and experiment, draws preset value, is constructed according to preset value, easy to carry out timely processing to the error in work progress, ensure that construction quality.
Description
Technical field
The present invention relates to piling Technology field, more particularly to a kind of Bridge Pile Foundation Construction method.
Background technology
Pile foundation refers to the deep foundation being made of the pile framing of stake and connection stake top, or the single pile base being connected by column with pile foundation
Plinth, is widely used in bridge construction, and through retrieval, the patent document of Authorization Notice No. CN105507340B proposes one kind
Bridges in Mountainous Areas pile base construction method, comprises the following steps：（1）Surveying and locating：Position the position of pile foundation；（2）Borehole：Dig out stake holes
Afterwards, reaming forms reaming chamber on the rock mass of stake holes bottom；（3）Place steel reinforcement cage and expand steel reinforcement cage：Master is placed into stake holes
Steel reinforcement cage, expands steel reinforcement cage expanding to place at cavity；（4）Concrete perfusion：Using conduit normal direction stake holes concrete perfusion, and make
Make plummer；（5）Anchor cable is set：Drill around pile foundation, vertical anchor cable and horizontal cable be installed, and using bottom hole return slurry processes into
Row slip casting, vertical anchor cable and horizontal cable are squeezed into rock mass through soil layer.The construction method is simple, and pile foundation bearing capacity is strong.
Through retrieval, the patent document of application publication number CN107012881A discloses a kind of Bridge Pile Foundation Construction method, wraps
Include following steps：Step 1：Plan analysis is sling to stake position, makes plan analysis vertical, by plan analysis it is slowly vertical under
It is sink to and stablizes into mud, the upper end of plan analysis is located at below the water surface at this time；Step 2：Using vibration hammer to plan analysis into
Row applies shake, plan analysis is sunk to projected depth；Step 3：Opened in plan analysis using drilling machine repeated stock pulping
Bore, carry out borehole cleaning behind whole hole in time：Duct is formed, the inner wall in duct is tamped；Step 4：Precast reinforced cage is first transferred, then
Lower warping concrete conduit completes construction to cast concrete at the bottom in duct, is started after secondary pile hole cleaning.The present invention's is beneficial
Effect：The Bridge Pile Foundation Construction method can avoid duct from being collapsed because the pressure of water is subject to, without to duct
Extra reinforcing support is carried out, there is energy conservation and environmental protection, the construction method of both pile foundations is in practical application, be not easy to
Whole work progress is simulated in advance, is not easy to draw preset value, if there is larger error during construction, be not easy to and
Shi Faxian is simultaneously handled, and influences construction quality, therefore we have proposed a kind of Bridge Pile Foundation Construction method, for solving above-mentioned ask
Topic.
The content of the invention
Based on technical problem existing for background technology, the present invention proposes a kind of Bridge Pile Foundation Construction method.
A kind of Bridge Pile Foundation Construction method proposed by the present invention, comprises the following steps：
S1：Surveying and locating：Pile foundation construction setting-out is carried out using total powerstation, actual survey is carried out to construction ground, gathers construction ground
Soil, carries out experimental analysis, determines the content of soil, according to the hardness of different depth soil, determines depth and the position of pile foundation,
Whole work progress is first simulated according to the data of actual survey and experimental data on computers, draws preset value；
S2：Levelling of the land：Smooth, the debris progress on the construction site needed after smooth is carried out to place using construction machinery
Cleaning, using fill out weak soil and pound it is closely knit be used as drilling machine construction platform, by drilling-machine shifter to construction platform, due to geological condition
Complexity, therefore before drilling machine is in place, support pad and reinforcing are carried out to rig substructure, prevent drilling machine sinks during impact holing with
Tilt；
S3：Borehole：Stake holes is dug out using the drilling machine described in S2, perforate generally puts into large scale clay, makes underflow（Relative density
1.4-1.6）, the urgent head for hitting pore-creating, wanting in close observation casing in drilling process in bottom is carried out using small stroke, keeps ratio to apply
Work water level is higher by 1.5-2m, and sends special messenger to check geologic change situation and mud index, according to different geological state adjustment not
With the mud of index, when by erratic boulder layer, such as surface irregularity, should first launch clay or small slabstone levels up surface, then rush
Drilling is hit, prevents inclined hole, collapse hole phenomenon, stake holes is completed aperture after depth, Kong Wei, aperture and gradient and is detected, draws
Detect data, and contrasted with the construction simulation process described in S1, if correction data in the error range of permission, i.e.,
It can continue to construct, it is necessary to adjust in time if error is larger, continue to carry out pair with analogue data after the completion of adjustment
Than until meeting preset value；
S4：Steel reinforcement cage enters hole：After the completion of stake holes described in S3, by reinforcing bar cage hoisting into stake holes, due to steel reinforcement cage diameter ratio
It is larger, using triangle support is welded with putting more energy into and bind round in steel reinforcement cage, with the globality of stiffener basket structure, prevent steel reinforcement cage from hanging
Deformed during dress, be symmetrical arranged four pieces of concrete protection cushion blocks every 2m on steel reinforcement cage, steel reinforcement cage is reinforced；
S5：Borehole cleaning：The mud property index and stake holes bottom sediment thickness of stake holes bottom described in S3 are detected, draws testing number
According to being contrasted with the analogue data described in S1, meet preset value and can proceed with construction, if numerical bias is larger
Words, it is necessary to handle it in time, until reaching preset value, borehole cleaning using changing slurry processes progress, with it is having purified, relative density is relatively low
Mud press-in, the larger mud of relative density and suspension boring mud are swapped out outside hole, liquid level stabilizing in retaining hole, until mud in hole
Untill the indices and sediment thickness of slurry meet specification and design requirement；
S6：Concrete perfusion：The perfusion of concrete is carried out using direct pipe method, in casting process, conduit planted agent often fills up
Concrete, and keep conduit base opening to be embedded in all the time in the concrete poured, simultaneously balancedly casting concrete, is simultaneously slowly lifted
Conduit, until terminating, during using tremie method, the maximum particle diameter of aggregate will be restricted, and concrete batching system need to have good
Workability and the higher slump, first detection concrete enters the indexs such as hole temperature, air content, the slump before perfusion, draws data
And contrasted with the preset value described in S1, timely processing is needed if error is larger, after the completion of processing again with preset value into
Row contrast, can carry out the perfusion of concrete after meeting the requirements.
Preferably, in the S1, construction lofting positional accuracy is less than 4mm, and setting-out result is protected after the completion of setting-out.
Preferably, in the S1, using in the available nitrogen in Soil K+adsorption instrument detection soil, rapid available phosphorus, effective potassium, plant
Full nitrogen, full phosphorus, full potassium, the content of organic matter, the component such as soil acidity or alkalinity and soil salt content draws accurate data.
Preferably, in the S3, hole depth is not less than default hole depth, and aperture is not less than default aperture, gradient tolerance
Less than 1%.
Preferably, in the S4, the lower part of skeleton is arranged on using 2 points of liftings, the first suspension centre by crane, the second suspension centre is set
In the center of skeleton.
Preferably, in the S5, stake holes bottom sediment thickness should be less than 280mm.
Preferably, in the S6,5-7min is mixed by fine aggregate, coarse aggregate and composite reinforcing fiber in concrete, so
Cement, coal ash powder, miberal powder and silica flour stirring 5-7min are added afterwards, are eventually adding water, polycarboxylate water-reducer, dispersant and organic
Silicone oil stirs 5-7min, that is, concrete is prepared.
Beneficial effects of the present invention：Whole work progress is simulated in advance by field exploring and experiment on computers, is obtained
Go out preset value, constructed according to preset value, easy to carry out timely processing to the error in work progress, ensure that construction matter
Amount.
Embodiment
The present invention is made with reference to specific embodiment further to explain.
Embodiment
A kind of Bridge Pile Foundation Construction method is proposed in the present embodiment, is comprised the following steps：
S1：Surveying and locating：Pile foundation construction setting-out is carried out using total powerstation, actual survey is carried out to construction ground, gathers construction ground
Soil, carries out experimental analysis, determines the content of soil, according to the hardness of different depth soil, determines depth and the position of pile foundation,
Whole work progress is first simulated according to the data of actual survey and experimental data on computers, draws preset value；
S2：Levelling of the land：Smooth, the debris progress on the construction site needed after smooth is carried out to place using construction machinery
Cleaning, using fill out weak soil and pound it is closely knit be used as drilling machine construction platform, by drilling-machine shifter to construction platform, due to geological condition
Complexity, therefore before drilling machine is in place, support pad and reinforcing are carried out to rig substructure, prevent drilling machine sinks during impact holing with
Tilt；
S3：Borehole：Stake holes is dug out using the drilling machine described in S2, perforate generally puts into large scale clay, makes underflow（Relative density
1.4-1.6）, the urgent head for hitting pore-creating, wanting in close observation casing in drilling process in bottom is carried out using small stroke, keeps ratio to apply
Work water level is higher by 1.5-2m, and sends special messenger to check geologic change situation and mud index, according to different geological state adjustment not
With the mud of index, when by erratic boulder layer, such as surface irregularity, should first launch clay or small slabstone levels up surface, then rush
Drilling is hit, prevents inclined hole, collapse hole phenomenon, stake holes is completed aperture after depth, Kong Wei, aperture and gradient and is detected, draws
Detect data, and contrasted with the construction simulation process described in S1, if correction data in the error range of permission, i.e.,
It can continue to construct, it is necessary to adjust in time if error is larger, continue to carry out pair with analogue data after the completion of adjustment
Than until meeting preset value；
S4：Steel reinforcement cage enters hole：After the completion of stake holes described in S3, by reinforcing bar cage hoisting into stake holes, due to steel reinforcement cage diameter ratio
It is larger, using triangle support is welded with putting more energy into and bind round in steel reinforcement cage, with the globality of stiffener basket structure, prevent steel reinforcement cage from hanging
Deformed during dress, be symmetrical arranged four pieces of concrete protection cushion blocks every 2m on steel reinforcement cage, steel reinforcement cage is reinforced；
S5：Borehole cleaning：The mud property index and stake holes bottom sediment thickness of stake holes bottom described in S3 are detected, draws testing number
According to being contrasted with the analogue data described in S1, meet preset value and can proceed with construction, if numerical bias is larger
Words, it is necessary to handle it in time, until reaching preset value, borehole cleaning using changing slurry processes progress, with it is having purified, relative density is relatively low
Mud press-in, the larger mud of relative density and suspension boring mud are swapped out outside hole, liquid level stabilizing in retaining hole, until mud in hole
Untill the indices and sediment thickness of slurry meet specification and design requirement；
S6：Concrete perfusion：The perfusion of concrete is carried out using direct pipe method, in casting process, conduit planted agent often fills up
Concrete, and keep conduit base opening to be embedded in all the time in the concrete poured, simultaneously balancedly casting concrete, is simultaneously slowly lifted
Conduit, until terminating, during using tremie method, the maximum particle diameter of aggregate will be restricted, and concrete batching system need to have good
Workability and the higher slump, first detection concrete enters the indexs such as hole temperature, air content, the slump before perfusion, draws data
And contrasted with the preset value described in S1, timely processing is needed if error is larger, after the completion of processing again with preset value into
Row contrast, can carry out the perfusion of concrete after meeting the requirements.
In the present embodiment, in S1, construction lofting positional accuracy is less than 4mm, and setting-out result is protected after the completion of setting-out,
In S1, the available nitrogen in soil, rapid available phosphorus are detected using Soil K+adsorption instrument, effective potassium, the full nitrogen in plant, full phosphorus, full potassium, is had
Machine matter content, the component such as soil acidity or alkalinity and soil salt content draw accurate data, and in S3, hole depth is not less than default hole depth,
Aperture is not less than default aperture, and gradient tolerance is less than in 1%, S4, is arranged on by crane using 2 points of liftings, the first suspension centre
The lower part of skeleton, the second suspension centre is arranged on the center of skeleton, and in S5, stake holes bottom sediment thickness should be less than 280mm, in S6,
5-7min is mixed by fine aggregate, coarse aggregate and composite reinforcing fiber in concrete, then add cement, coal ash powder, miberal powder and
Silica flour stirs 5-7min, is eventually adding water, polycarboxylate water-reducer, dispersant and organic silicone oil stirring 5-7min, that is, is prepared into
To concrete, the present invention simulates whole work progress in advance by field exploring and experiment, draws preset value, root on computers
Construct according to preset value, easy to carry out timely processing to the error in work progress, ensure that construction quality.
The foregoing is only a preferred embodiment of the present invention, but protection scope of the present invention be not limited thereto,
Any one skilled in the art the invention discloses technical scope in, technique according to the invention scheme and its
Inventive concept is subject to equivalent substitution or change, should be covered by the protection scope of the present invention.
Claims (7)
- A kind of 1. Bridge Pile Foundation Construction method, it is characterised in that comprise the following steps：S1：Surveying and locating：Pile foundation construction setting-out is carried out using total powerstation, actual survey is carried out to construction ground, gathers construction ground Soil, carries out experimental analysis, determines the content of soil, according to the hardness of different depth soil, determines depth and the position of pile foundation, Whole work progress is first simulated according to the data of actual survey and experimental data on computers, draws preset value；S2：Levelling of the land：Smooth, the debris progress on the construction site needed after smooth is carried out to place using construction machinery Cleaning, using fill out weak soil and pound it is closely knit be used as drilling machine construction platform, by drilling-machine shifter to construction platform, then to drilling machine bottom Seat carries out support pad and reinforcing；S3：Borehole：Stake holes is dug out using the drilling machine described in S2, perforate generally puts into large scale clay, makes underflow, using small punching The urgent head for hitting pore-creating, wanting in close observation casing in drilling process in Cheng Jinhang bottoms, keeps being higher by 1.5-2m than working water level, And send special messenger to check geologic change situation and mud index, the mud of different indexs is adjusted according to different geological states, when logical When crossing erratic boulder layer, such as surface irregularity, should first launch clay or small slabstone levels up surface, then percussion drilling, prevent tiltedly Hole, collapse hole phenomenon, stake holes are completed aperture after depth, Kong Wei, aperture and gradient and are detected, and draw detection data, and with S1 The construction simulation process is contrasted, if correction data is in the error range of permission, you can continues to construct, if by mistake , it is necessary to adjust in time if difference is larger, continue to be contrasted with analogue data after the completion of adjustment, until meeting preset value；S4：Steel reinforcement cage enters hole：After the completion of stake holes described in S3, by reinforcing bar cage hoisting into stake holes, due to steel reinforcement cage diameter ratio It is larger, using triangle support is welded with putting more energy into and bind round in steel reinforcement cage, four pieces of concretes protection cushion blocks are symmetrical arranged every 2m on steel reinforcement cage, Steel reinforcement cage is reinforced；S5：Borehole cleaning：The mud property index and stake holes bottom sediment thickness of stake holes bottom described in S3 are detected, draws testing number According to being contrasted with the analogue data described in S1, meet preset value and can proceed with construction, if numerical bias is larger Words, it is necessary to handle it in time, until reaching preset value, borehole cleaning using changing slurry processes progress, with it is having purified, relative density is relatively low Mud press-in, the larger mud of relative density and suspension boring mud are swapped out outside hole, liquid level stabilizing in retaining hole, until mud in hole Untill the indices and sediment thickness of slurry meet specification and design requirement；S6：Concrete perfusion：The perfusion of concrete is carried out using direct pipe method, in casting process, conduit planted agent often fills up Concrete, and keep conduit base opening to be embedded in all the time in the concrete poured, simultaneously balancedly casting concrete, is simultaneously slowly lifted Conduit, until terminating, during using tremie method, the maximum particle diameter of aggregate will be restricted, and concrete batching system need to have good Workability and the higher slump, first detection concrete enters the indexs such as hole temperature, air content, the slump before perfusion, draws data And contrasted with the preset value described in S1, timely processing is needed if error is larger, after the completion of processing again with preset value into Row contrast, can carry out the perfusion of concrete after meeting the requirements.
- A kind of 2. Bridge Pile Foundation Construction method according to claim 1, it is characterised in that in the S1, construction lofting point Position precision is less than 4mm, and setting-out result is protected after the completion of setting-out.
- 3. a kind of Bridge Pile Foundation Construction method according to claim 1, it is characterised in that in the S1, examined using soil Available nitrogen, rapid available phosphorus in survey instrument detection soil, effective potassium, the full nitrogen in plant, full phosphorus, full potassium, the content of organic matter, soil acid The component such as basicity and soil salt content draws accurate data.
- 4. a kind of Bridge Pile Foundation Construction method according to claim 1, it is characterised in that in the S3, hole depth is not less than Default hole depth, aperture are not less than default aperture, and gradient tolerance is less than 1%.
- 5. a kind of Bridge Pile Foundation Construction method according to claim 1, it is characterised in that in the S4, used by crane 2 points of liftings, the first suspension centre are arranged on the lower part of skeleton, and the second suspension centre is arranged on the center of skeleton.
- 6. a kind of Bridge Pile Foundation Construction method according to claim 1, it is characterised in that in the S5, stake holes bottom sinks Slag thickness should be less than 280mm.
- 7. a kind of Bridge Pile Foundation Construction method according to claim 1, it is characterised in that in the S6, concrete is by thin Gather materials, coarse aggregate and composite reinforcing fiber mixing 5-7min, then add cement, coal ash powder, miberal powder and silica flour stirring 5- 7min, is eventually adding water, polycarboxylate water-reducer, dispersant and organic silicone oil stirring 5-7min, that is, concrete is prepared.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711322798.1A CN107989057A (en) | 2017-12-12 | 2017-12-12 | A kind of Bridge Pile Foundation Construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711322798.1A CN107989057A (en) | 2017-12-12 | 2017-12-12 | A kind of Bridge Pile Foundation Construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107989057A true CN107989057A (en) | 2018-05-04 |
Family
ID=62037346
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711322798.1A Pending CN107989057A (en) | 2017-12-12 | 2017-12-12 | A kind of Bridge Pile Foundation Construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107989057A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109083682A (en) * | 2018-08-28 | 2018-12-25 | 辽宁工程技术大学 | A kind of construction method of mine working antiseepage high intensity fire dam |
| CN109826220A (en) * | 2019-03-27 | 2019-05-31 | 华北水利水电大学 | A kind of energy-saving and environment-friendly Bridge Pile Foundation Construction method |
| CN109826221A (en) * | 2019-03-27 | 2019-05-31 | 华北水利水电大学 | A kind of large bridge pile base construction method that pile bearing capacity is high |
| CN112281897A (en) * | 2020-10-19 | 2021-01-29 | 中铁六局集团有限公司 | Construction method of bridge pile foundation |
| CN112709268A (en) * | 2020-12-25 | 2021-04-27 | 张文明 | Bridge foundation reinforcing method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102605860A (en) * | 2011-01-25 | 2012-07-25 | 上海市建筑装饰工程有限公司 | Gridding information monitoring method for load transmission and deformation of wood beam and wood column |
| CN104141300A (en) * | 2014-06-30 | 2014-11-12 | 洛阳广鑫建设集团有限公司 | Foundation pile hole drilling construction process |
| CN204374198U (en) * | 2015-01-06 | 2015-06-03 | 山西农业大学 | A kind of soil nutrient analyzer |
| CN105507340A (en) * | 2015-12-10 | 2016-04-20 | 南阳理工学院 | Construction method of bridge pile foundation in mountainous area |
| CN105652830A (en) * | 2015-12-25 | 2016-06-08 | 中国铁道科学研究院铁道建筑研究所 | Bridge monitoring system based on BIM |
| CN106013092A (en) * | 2016-06-08 | 2016-10-12 | 深圳市宏业基基础工程有限公司 | Cast-in-situ bored pile construction method |
-
2017
- 2017-12-12 CN CN201711322798.1A patent/CN107989057A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102605860A (en) * | 2011-01-25 | 2012-07-25 | 上海市建筑装饰工程有限公司 | Gridding information monitoring method for load transmission and deformation of wood beam and wood column |
| CN104141300A (en) * | 2014-06-30 | 2014-11-12 | 洛阳广鑫建设集团有限公司 | Foundation pile hole drilling construction process |
| CN204374198U (en) * | 2015-01-06 | 2015-06-03 | 山西农业大学 | A kind of soil nutrient analyzer |
| CN105507340A (en) * | 2015-12-10 | 2016-04-20 | 南阳理工学院 | Construction method of bridge pile foundation in mountainous area |
| CN105652830A (en) * | 2015-12-25 | 2016-06-08 | 中国铁道科学研究院铁道建筑研究所 | Bridge monitoring system based on BIM |
| CN106013092A (en) * | 2016-06-08 | 2016-10-12 | 深圳市宏业基基础工程有限公司 | Cast-in-situ bored pile construction method |
Non-Patent Citations (1)
| Title |
|---|
| 邬文波: ""桥梁桩基施工技术及施工过程的常见问题处理方法"", 《职业圈》 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109083682A (en) * | 2018-08-28 | 2018-12-25 | 辽宁工程技术大学 | A kind of construction method of mine working antiseepage high intensity fire dam |
| CN109826220A (en) * | 2019-03-27 | 2019-05-31 | 华北水利水电大学 | A kind of energy-saving and environment-friendly Bridge Pile Foundation Construction method |
| CN109826221A (en) * | 2019-03-27 | 2019-05-31 | 华北水利水电大学 | A kind of large bridge pile base construction method that pile bearing capacity is high |
| CN112281897A (en) * | 2020-10-19 | 2021-01-29 | 中铁六局集团有限公司 | Construction method of bridge pile foundation |
| CN112709268A (en) * | 2020-12-25 | 2021-04-27 | 张文明 | Bridge foundation reinforcing method |
| CN112709268B (en) * | 2020-12-25 | 2022-02-08 | 张文明 | Bridge foundation reinforcing method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107989057A (en) | A kind of Bridge Pile Foundation Construction method | |
| CN107246006B (en) | The pile-filling method of concrete-pile | |
| CN104747088B (en) | A kind of leafy hosqe bit of cast-in-situ bored pile list waist and drilling construction method | |
| CN109555116A (en) | A kind of high density karst intense development area fully-sleeved filled pile construction method | |
| CN107524142A (en) | A kind of holing with slurry wall protection cast-in-place pile construction method | |
| CN102644275A (en) | Rotary excavation combined pile-forming construction method under complex geological condition | |
| CN104110028B (en) | A kind of dry operation boring is without the cast-in-place pile construction method of water law concrete perfusion | |
| CN106988302A (en) | A kind of high inclination-angle competent bed rotary digging pile driving construction engineering method | |
| CN110387879A (en) | A kind of concrete filling pile construction method of hydraulic vibration hammer hidden pipe | |
| Jeong et al. | Estimation of the load sharing ratio of pre-installed columns in top-down buildings on Korean rock | |
| CN106988305A (en) | A kind of pile-column pier construction method of underground integrated molding | |
| CN110106868A (en) | A kind of Karst Geological Landscape large diameter pile foundation pore-forming technique method | |
| CN106677168A (en) | Construction method of cast-in-place superfluid concrete pile | |
| CN110705095A (en) | Karst ground collapse analysis method | |
| CN106284311B (en) | A kind of dry efficient construction technology of pore-forming cast-in-place concrete pile of rotary drilling rig | |
| CN105464395B (en) | A kind of building inclination rectification method for disturbing bearing course at pile end | |
| Ergun | Deep excavations | |
| Otepov | GEOTECHNICAL REQUIREMENTS AND ADVANCED RESEARCH IN THE FIELD OF CONSTRUCTION IN THE CONSTRUCTION OF MULTI-STOREY BUILDINGS IN THE REPUBLIC OF UZBEKISTAN | |
| Abdrabbo et al. | Installation effects of auger cast-in-place piles | |
| CN110080238A (en) | Deep one meat or fish dyadic combined type pile forming method of loose Backfilled Stone Layer interlocking pile | |
| CN102605781A (en) | Rocky bed steel pipe pile sinking construction process | |
| CN114351774A (en) | Method for predicting and processing collapsed hole of cast-in-place pile | |
| CN207109806U (en) | The artificial friction pile of noiseless no airborne dust and short time limit | |
| CN109137895A (en) | Blast furnace v-ti magnetite slag back filled region Percussion Piles pile making method | |
| Srivastava et al. | Stability analyses of 18 m deep excavation using micro piles |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB02 | Change of applicant information | ||
| CB02 | Change of applicant information |
Address after: 214400 No. 243 Hongqiao North Road, Jiangyin, Wuxi, Jiangsu. Applicant after: Ma Liang Applicant after: Fang Chongbin Applicant after: Zhang Zhiyong Applicant after: Gao Kun Applicant after: Zhang Fei Applicant after: Diao Chuanchuan Applicant after: Di Sai Applicant after: An Ningning Applicant after: Qin Yunqiang Applicant after: Xue Dongqi Address before: 050000 Hebei road construction supervision Consulting Co., Ltd., No. 52, Xinshi Road, Shijiazhuang, Hebei Applicant before: Ma Liang Applicant before: Fang Chongbin Applicant before: Zhang Zhiyong Applicant before: Gao Kun Applicant before: Zhang Fei Applicant before: Diao Chuanchuan Applicant before: Di Sai Applicant before: An Ningning Applicant before: Qin Yunqiang Applicant before: Xue Dongqi |
|
| WD01 | Invention patent application deemed withdrawn after publication | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20180504 |