CN105220714A - Core compound prestress pile tube float Structure construction method filled with by built-in anchor cable - Google Patents
Core compound prestress pile tube float Structure construction method filled with by built-in anchor cable Download PDFInfo
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Abstract
The present invention relates to a kind of built-in anchor cable and fill with core compound prestress pile tube float Structure construction method, comprise the following steps: step one, pilot hole are constructed; High-pressure rotary-spray enlarged body construction at the bottom of step 2, stake; Step 3, supporting body are connected with non-bonded anchorage cable; Step 4, the process of pile for prestressed pipe pile top; Supporting body and anchor cable installation is connected between step 5, pile cutoff; Step 6, static pressure pile-sinking; Step 7, pile connection construction; Step 8, stake push up general supporting body and anchor cable is installed; Step 9, static pressure pile-sinking; Step 10, pile tube luminal perfusion pea gravel concreten; Step 11, pile tube outside high pressure grout pouring; Step 12, non-bonded anchorage cable tensioning fixation.The present invention gives full play to the fast feature of pile for prestressed pipe reliable in quality, speed of application, and overcome the defects such as pile tube breakout capacity is weak, adopt combined type anchor Cable Structure and stake side high-pressure slip-casting, significantly improve the anti-floating of this structure, obtain good technical economic benefit.
Description
Technical field
The present invention relates to a kind of pile for prestressed pipe float Structure construction method, belong to foundation engineering field, be applicable to underground water higher the engineering such as building basement, underground garage, sunk type square, underground store in district float Structure construction.
Background technology
Along with the high speed development of urban construction, a large amount of high-rise building, underground garage, sunk type square and the utilization of the building such as subway, underground store to the underground space propose higher level requirement.But, in the moisture abundant coastal cities of sub-surface as Shenzhen, Dalian and Qingdao etc., the superstructure run-off the straights such as the building caused by Groundwater buoyancy, structure, the accident of collapsing occur repeatedly, basement anti-floating problem is seemed and becomes increasingly conspicuous.
Traditional measure of anti float mainly contains anti-float anchor rod and prestressing force anti-floating pile.Traditional anti-float anchor rod operating principle adopts high-pressure slip-casting technique to make among slurry infiltration to the hole of Rock And Soil, the frictional resistance that utilizes the interaction of anchor pole and the finished soil body of slip casting to produce is to balance buoyancy, the more general anti-floating pile of side friction of anchor pole is larger, larger stretching resistance can be provided, anchor pole arranges than comparatively dense, even if one or two anchor pole lost efficacy still can ensure integrally-built anti-floating performance.But anti-float anchor rod also exists many deficiencies, first the anchoring effect of the longer anchor pole of the length of anchor pole is better, but in deep soft clay area in order to obtain good anchoring effect, the length of anchor pole certainly will will increase, and this obviously increases difficulty of construction and cost; Secondly longer anchor pole will inevitably strengthen difficulty and the quality of slip casting, affects anchoring effect; Last anchor pole is very limited to the contribution of basic vertical bearing capacity, generally needs to arrange other structures to bear vertical bearing capacity.
In current prestressing force anti-floating pile, presstressed reinforcing steel all concentrates same stressed section of being located in pile body, its same length, and the axle power of pile body is along the long change of stake, therefore cannot to each stressed section of abundant Shi Hanzhang of pile body, the Crack Control poor effect of pile body, the durability of pile body promotes limited, also cannot give full play to the intensity of material, its integrated cost is higher.
Summary of the invention
The object of the invention is to overcome deficiency of the prior art, provide a kind of built-in anchor cable to fill with core compound prestress pile tube float Structure construction method
For achieving the above object, present invention employs following technical scheme:
Core compound prestress pile tube float Structure construction method filled with by built-in anchor cable, it is characterized in that, comprises the following steps:
Step one, pilot hole are constructed: the size of pilot hole requires to determine according to soil condition and soil compaction, adopt dry operation drilling construction or holing with slurry wall protection construction;
High-pressure rotary-spray enlarged body construction at the bottom of step 2, stake: high-pressure rotary-spray pipe is inserted certain depth at the bottom of stake, forms cement-soil enlarged body through high-pressure rotary-spray;
Step 3, supporting body are connected with non-bonded anchorage cable: be inserted in plastic pipe by anchor cable, and fill anticorrosion grease, by non-bonded anchorage cable one end through in the reserved anchor cable hole on supporting body, arrange anchoring body and firm welding in its end;
Step 4, the process of pile for prestressed pipe pile top: adopt closed type pile top, fixed between pile top, the general supporting body being connected with anchor cable and pile tube termination by pile tube connecting pin, then firm welding;
Supporting body and anchor cable installation is connected: by non-bonding prestress tendon through pile tube cavity between step 5, pile cutoff, and add supporting body and anchor cable in the middle part of one pile cutoff as required, arrange between pile cutoff in this pipe joint stake upper end and connect supporting body, all anchor cables through the reserved anchor cable hole on supporting body, and are fixed muscle with anchor cable and are carried out the fixing of locus by tied silk;
Step 6, static pressure pile-sinking: adopt static pressure mode to be pressed in pilot hole the pile tube pile cutoff setting supporting body and anchor cable, and insert certain depth in high-pressure rotary-spray enlarged body at the bottom of stake;
Step 7, pile connection construction: by bottom anchor cable through upper pipe joint stake, fixed by pile tube connecting pin between two pile cutofves, and firm welding;
Step 8, stake push up general supporting body and anchor cable is installed: construct according to step 5;
Step 9, static pressure pile-sinking: construct according to step 6;
Step 10, pile tube luminal perfusion pea gravel concreten: adopt self-compaction pea gravel concreten to be poured into from the bottom to top by fill orifice;
Step 11, pile tube outside high pressure grout pouring: by injected hole reserved on pile tube sidewall and grout outlet device, adopt from bottom to top and the mode arranging sealing-plug pours into water under high pressure mud;
Step 12, non-bonded anchorage cable tensioning fixation: be anchored in by non-bonded anchorage cable in superstructure, carry out tensioning fixation by root.
Described float Structure comprises the compositions such as high-pressure rotary-spray enlarged body at the bottom of pile for prestressed pipe, stake, supporting body, non-bonding prestress tendon, stake side high-pressure slip-casting body.
Described supporting body is made by steel plate, is divided in the middle part of general supporting body, pile cutoff and connects supporting body between supporting body, pile cutoff.
Connect between described pile cutoff supporting body arranges tubular pile splicing structure hole, injected hole, grout outlet device, anchor cable hole, pea gravel concreten fill orifice, dowel, anchor cable fix muscle, steam vent etc., be arranged between pile tube pile cutoff, pile tube connecting pin, through splicing structure hole, will be connected to each other firmly by welding.
Described general supporting body is arranged injected hole, anchor cable hole, tubular pile splicing structure hole, pea gravel concreten fill orifice, dowel, anchor cable fix muscle, steam vent etc., be arranged at bottom pile tube and between pile top or stake top place.
In the middle part of described pile cutoff, supporting body is arranged anchor cable hole, pea gravel concreten fill orifice, dowel, anchor cable fix muscle, steam vent etc.
Described non-bonded anchorage cable puts plastic pipe by every grade of anchor cable and is formed, and anchoring lower ends, on supporting body, through the anchor cable hole on the supporting body of top, and adopts tied silk to fix with fixing muscle.
Described outside high pressure injecting cement paste is formed by Grouting Pipe and the grout outlet device high-pressure slip-casting be arranged on tube wall, adopt from top to bottom and the method that sealing-plug is set pour into, the grouting plug washed open in high-pressure slip-casting process is simultaneously as the reinforcing body of stake side high-pressure slip-casting body.
The invention has the beneficial effects as follows:
(1) be drilled with pilot hole in advance, pile for prestressed pipe pile driving process can be avoided producing excessive soil compaction effect, reduces the disturbing influence to surrounding formation, reduces penetrating resistance simultaneously, improves speed of application;
(2) multistage supporting body and non-bonding prestress tendon are set, pulling capacity dispersion can be passed to pile for prestressed pipe, improve Stress transmit path, pile side friction is evenly distributed, give full play to anti-floating potential bearing capacity;
(3) pulling capacity can be converted into the pressure of pile for prestressed pipe by non-bonding prestress tendon, and make full use of the feature that tubular pile concrete intensity is high, the appearance of effective crackle preventing, anti-corrosive durability is good;
(4) setting of high-pressure rotary-spray enlarged body at the bottom of stake side high-pressure slip-casting body and stake, pile tube is made to have branch feature, the anti-floating bearing capacity of pile tube can be significantly improved, and, pile sinking as the reinforcing rib of injecting cement paste, can improve injecting cement paste self-strength as the grout outlet device of grouting plug after slip casting is complete;
(5) by multistage supporting body, the anchoring of prestress anchorage cable and position are fixed, prevent from occurring in the phenomenon such as distortion, rotation of pile for prestressed pipe pile driving process stream line, avoid follow-up correction to construct, improve efficiency of construction.
Accompanying drawing explanation
Fig. 1 is that core compound prestress pile tube float Structure schematic diagram filled with by built-in anchor cable;
Fig. 2 is that core compound prestress pile tube float Structure A-A figure filled with by built-in anchor cable;
Fig. 3 is that core compound prestress pile tube float Structure B-B figure filled with by built-in anchor cable;
Fig. 4 is that core compound prestress pile tube float Structure C-C figure filled with by built-in anchor cable.
Description of reference numerals: 1-pile tube pile cutoff, 2-pile top, high-pressure rotary-spray enlarged body at the bottom of 3-stake, the general supporting body of 4-, supporting body in the middle part of 5-pile cutoff, supporting body is connected between 6-pile cutoff, grout outlet device in the middle part of 7-pile cutoff, grout outlet device between 8-pile cutoff, 9-one-level prestress anchorage cable, 10-secondary prestress anchorage cable, 11-tri-grades of prestress anchorage cables, 12-level Four prestress anchorage cable, 13-stake core pea gravel concreten bottling body, 14-Grouting Pipe, 15-stake side high-pressure slip-casting body, 16-dowel, 17-anchor cable end anchor solid, 18-pea gravel concreten fill orifice, 19-anchor cable hole, 20-splicing structure hole, 21-annular Grouting Pipe.
Detailed description of the invention
Below in conjunction with embodiment, the present invention is described further.The explanation of following embodiment just understands the present invention for helping.It should be pointed out that for those skilled in the art, under the premise without departing from the principles of the invention, can also carry out some improvement and modification to the present invention, these improve and modify and also fall in the protection domain of the claims in the present invention.
With reference to shown in Fig. 1 ~ 4.Core compound prestress pile tube float Structure filled with by built-in anchor cable, comprises high-pressure rotary-spray enlarged body 3 at the bottom of pile for prestressed pipe pile cutoff 1, stake, supporting body, non-bonded anchorage cable and stake side high-pressure slip-casting body 15; Described supporting body is made by steel plate, to comprise in the middle part of general supporting body 4, pile cutoff supporting body 5 and is connected supporting body 6 between pile cutoff; Connect between described pile cutoff and supporting body 6 arranges grout outlet device 8, anchor cable hole 19, pea gravel concreten fill orifice 18, dowel 16, anchor cable between tubular pile splicing structure hole 20, injected hole 14, pile cutoff and fix muscle and steam vent, be arranged between pile tube pile cutoff 1, pile tube connecting pin, through splicing structure hole, will be connected to each other firmly by welding; Described general supporting body 4 is arranged injected hole 14, anchor cable hole 19, tubular pile splicing structure hole 20, pea gravel concreten fill orifice 18, dowel 16, anchor cable fix muscle and steam vent, be arranged at bottom pile tube and between pile top 2 or stake top place; In the middle part of described pile cutoff, supporting body 5 is arranged grout outlet device 7 in the middle part of anchor cable hole 19, pile cutoff, pea gravel concreten fill orifice 18, dowel 16, anchor cable fix muscle and steam vent; Described non-bonded anchorage cable comprises one-level prestress anchorage cable 9, secondary prestress anchorage cable 10, three grades of prestress anchorage cables 11 and level Four prestress anchorage cable 12, every root non-bonding prestress tendon puts plastic pipe respectively, anchoring lower ends is on supporting body, through the anchor cable hole 19 on the supporting body of top, and fix muscle with anchor cable and adopt tied silk to fix.
Described stake side high-pressure slip-casting body 15 by Grouting Pipe 14 and in the middle part of being arranged on tube wall pile cutoff between grout outlet device 7 and pile cutoff grout outlet device 8 high-pressure slip-casting formed, adopt from top to bottom and the method that sealing-plug is set pour into, the grouting plug washed open in high-pressure slip-casting process is simultaneously as the reinforcing body of stake side high-pressure slip-casting body.
Pile for prestressed pipe specification involved by pile for prestressed pipe float Structure is Ф 500 × 100, single-unit length is 9m, adopt two joint pile for prestressed pipe, pile tube imbeds Grouting Pipe and annular Grouting Pipe in prefabrication process, and Grouting Pipe specification is the pvc pipe of Ф 40 × 2, annular Grouting Pipe employing specification is the pvc pipe of Ф 20 × 2, through connection each other, arrange grout outlet device in the middle part of 4 pile cutofves in pile tube, this device length gets pile tube wall thickness 100mm simultaneously, done by Q235 steel, maximum gauge 20mm.Supporting body is done by Q235 steel, thickness 20mm, the pea gravel concreten fill orifice of diameter 100mm is established in centre, be arranged symmetrically with the anchor cable hole of 8 diameter 30mm, and in position weld the T-shaped dowel of 40 × 20mm and the steam vent of diameter 5mm is set, wherein general supporting body external diameter is 500mm, supporting body external diameter 250mm in the middle part of pile cutoff, connect supporting body external diameter 500mm between pile cutoff, and 4 grout outlet devices are set thereon.Prestress anchorage cable adopts the steel strand of diameter 12.70mm, intensity 1860Mpa, and every grade of anchor cable length is determined according to position.Stake end high-pressure rotary-spray enlarged body diameter is 1500mm, and height 2000mm, pile for prestressed pipe inserts 1000 degree of depth in high-pressure rotary-spray enlarged body at the bottom of stake.
The main construction course that core compound prestress pile tube float Structure filled with by above-mentioned built-in anchor cable is as follows:
Step one, pilot hole are constructed: the size of pilot hole requires to determine according to soil condition and soil compaction, adopt dry operation drilling construction or holing with slurry wall protection construction;
At the bottom of step 2, stake, high-pressure rotary-spray enlarged body 3 is constructed: high-pressure rotary-spray pipe is inserted certain depth at the bottom of stake, forms cement-soil enlarged body through high-pressure rotary-spray;
Step 3, supporting body are connected with non-bonded anchorage cable: be inserted in plastic pipe by non-bonded anchorage cable, and fill anticorrosion grease, by non-bonded anchorage cable one end through in the reserved anchor cable hole on supporting body, arrange anchor cable end anchor solid 17 and firm welding in its end;
Step 4, the process of pile for prestressed pipe pile top: adopt closed type pile top 2, fixed between pile top 2, the general supporting body 4 being connected with non-bonded anchorage cable and pile tube termination by pile tube connecting pin, then firm welding;
Supporting body 6 and non-bonded anchorage cable installation is connected: by non-bonded anchorage cable through pile tube cavity between step 5, pile cutoff, add supporting body 5 and anchor cable in the middle part of one pile cutoff, arrange between pile cutoff in this pipe joint stake upper end and connect supporting body 6, all anchor cables through the reserved anchor cable hole 19 on supporting body, and are fixed muscle with anchor cable and are carried out the fixing of locus by tied silk;
Step 6, static pressure pile-sinking: adopt static pressure mode to be pressed in pilot hole the pile tube pile cutoff 1 setting supporting body and anchor cable, and insert certain depth in high-pressure rotary-spray enlarged body 3 at the bottom of stake;
Step 7, pile connection construction: bottom non-bonded anchorage cable is fixed by pile tube connecting pin through between upper pipe joint stake pile cutoff 1, two pile tube pile cutoff 1, and firm welding;
Step 8, stake push up general supporting body 4 and non-bonded anchorage cable is installed: construct according to step 5;
Step 9, static pressure pile-sinking: construct according to step 6;
Step 10, pile tube luminal perfusion pea gravel concreten: adopt self-compaction pea gravel concreten to be poured into from the bottom to top by fill orifice;
Step 11, pile tube outside high pressure grout pouring: by injected hole reserved on pile tube pile cutoff 1 sidewall and grout outlet device, adopt from bottom to top and the mode arranging sealing-plug pours into water under high pressure mud;
Step 12, non-bonded anchorage cable tensioning fixation: be anchored in by non-bonded anchorage cable in superstructure, carry out tensioning fixation by root.
Claims (1)
1. a core compound prestress pile tube float Structure construction method filled with by built-in anchor cable, it is characterized in that, comprises the following steps:
Step one, pilot hole are constructed: the size of pilot hole requires to determine according to soil condition and soil compaction, adopt dry operation drilling construction or holing with slurry wall protection construction;
High-pressure rotary-spray enlarged body (3) construction at the bottom of step 2, stake: high-pressure rotary-spray pipe is inserted certain depth at the bottom of stake, forms cement-soil enlarged body through high-pressure rotary-spray;
Step 3, supporting body are connected with non-bonded anchorage cable: be inserted in by non-bonded anchorage cable in plastic pipe, and fill anticorrosion grease, by non-bonded anchorage cable one end through in the reserved anchor cable hole on supporting body, anchor cable end anchor solid (17) is set in its end and firm welding;
Step 4, the process of pile for prestressed pipe pile top: adopt closed type pile top (2), fixed between pile top (2), the general supporting body (4) being connected with non-bonded anchorage cable and pile tube termination by pile tube connecting pin, then firm welding;
Supporting body (6) and non-bonded anchorage cable installation is connected: by non-bonded anchorage cable through pile tube cavity between step 5, pile cutoff, add supporting body (5) and anchor cable in the middle part of one pile cutoff, arrange between pile cutoff in this pipe joint stake upper end and connect supporting body (6), all anchor cables through the reserved anchor cable hole (19) on supporting body, and are fixed muscle with anchor cable and are carried out the fixing of locus by tied silk;
Step 6, static pressure pile-sinking: adopt static pressure mode to be pressed in pilot hole the pile tube pile cutoff (1) setting supporting body and anchor cable, and certain depth in inserting high-pressure rotary-spray enlarged body (3) at the bottom of stake;
Step 7, pile connection construction: by bottom non-bonded anchorage cable through upper pipe joint stake pile cutoff (1), fixed by pile tube connecting pin between two pile tube pile cutofves (1), and firm welding;
Step 8, stake push up general supporting body (4) and non-bonded anchorage cable is installed: construct according to step 5;
Step 9, static pressure pile-sinking: construct according to step 6;
Step 10, pile tube luminal perfusion pea gravel concreten: adopt self-compaction pea gravel concreten to be poured into from the bottom to top by fill orifice;
Step 11, pile tube outside high pressure grout pouring: by injected hole reserved on pile tube pile cutoff (1) sidewall and grout outlet device, adopt from bottom to top and the mode arranging sealing-plug pours into water under high pressure mud;
Step 12, non-bonded anchorage cable tensioning fixation: be anchored in by non-bonded anchorage cable in superstructure, carry out tensioning fixation by root.
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| CN105484279A (en) * | 2016-01-28 | 2016-04-13 | 杭州江润科技有限公司 | Drainage cast-in-situ concrete thin-wall pipe pile construction method |
| CN107975034A (en) * | 2017-11-15 | 2018-05-01 | 浙江吉通地空建筑科技有限公司 | The floating stake ground processing method of hollow preformed pile |
| CN108265710A (en) * | 2018-03-07 | 2018-07-10 | 刘寅平 | A kind of grouting behind shaft or drift lining Prefabricated hollow pipe tree root pilework and construction method |
| CN108330959A (en) * | 2018-01-30 | 2018-07-27 | 山东倍特力地基工程技术有限公司 | The spiral spray that spray expansion extruding built pile and its construction method and this method use, which is expanded, squeezes drilling machine |
| CN113463629A (en) * | 2021-06-25 | 2021-10-01 | 江苏泰建建设集团有限公司 | Construction structure and construction method of built-in anchor cable combined uplift pipe pile |
| CN115126015A (en) * | 2022-06-23 | 2022-09-30 | 河南省诚建检验检测技术股份有限公司 | Construction method of underground garage foundation anti-floating reinforcement comprehensive treatment system |
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| CN105484279A (en) * | 2016-01-28 | 2016-04-13 | 杭州江润科技有限公司 | Drainage cast-in-situ concrete thin-wall pipe pile construction method |
| CN107975034A (en) * | 2017-11-15 | 2018-05-01 | 浙江吉通地空建筑科技有限公司 | The floating stake ground processing method of hollow preformed pile |
| CN107975034B (en) * | 2017-11-15 | 2019-11-29 | 浙江吉通地空建筑科技有限公司 | The floating stake ground processing method of hollow preformed pile |
| CN108330959A (en) * | 2018-01-30 | 2018-07-27 | 山东倍特力地基工程技术有限公司 | The spiral spray that spray expansion extruding built pile and its construction method and this method use, which is expanded, squeezes drilling machine |
| WO2019148812A1 (en) * | 2018-01-30 | 2019-08-08 | 山东倍特力地基工程技术有限公司 | Jetting, expansion and extrusion combined pile, construction method thereof and spiral jetting, expansion and extrusion drilling rig used in method |
| CN108330959B (en) * | 2018-01-30 | 2019-10-11 | 山东倍特力地基工程技术有限公司 | The spiral spray that spray expansion extruding built pile and its construction method and this method use, which is expanded, squeezes drilling machine |
| US11299864B2 (en) | 2018-01-30 | 2022-04-12 | Shandong Bei Te Li Foundation Engineering Technology Co., Ltd | Jetting, expansion and extrusion combined pile, construction method thereof and spiral jetting, expansion and extrusion drilling rig used in method |
| CN108265710A (en) * | 2018-03-07 | 2018-07-10 | 刘寅平 | A kind of grouting behind shaft or drift lining Prefabricated hollow pipe tree root pilework and construction method |
| CN108265710B (en) * | 2018-03-07 | 2023-07-14 | 刘寅平 | Post-grouting prefabricated hollow pipe tree root pile structure and construction method |
| CN113463629A (en) * | 2021-06-25 | 2021-10-01 | 江苏泰建建设集团有限公司 | Construction structure and construction method of built-in anchor cable combined uplift pipe pile |
| CN113463629B (en) * | 2021-06-25 | 2022-11-25 | 江苏泰建建设集团有限公司 | Construction structure and construction method of built-in anchor cable combined uplift pipe pile |
| CN115126015A (en) * | 2022-06-23 | 2022-09-30 | 河南省诚建检验检测技术股份有限公司 | Construction method of underground garage foundation anti-floating reinforcement comprehensive treatment system |
| CN115126015B (en) * | 2022-06-23 | 2024-06-04 | 河南省诚建检验检测技术股份有限公司 | Construction method of anti-floating reinforcement comprehensive treatment system for underground garage foundation |
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Address after: 253000 Dongcheng international building, Sanba East Road, Dezhou Economic and Technological Development Zone, Shandong Province Patentee after: Shandong Expressway Dejian Group Co.,Ltd. Address before: 253000 Dongcheng international building, Sanba East Road, Dezhou Economic and Technological Development Zone, Shandong Province Patentee before: SHANDONG DEJIAN GROUP Co.,Ltd. |
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