CN100523389C - Ballastless track steel reinforced concrete pile-net construction method - Google Patents
Ballastless track steel reinforced concrete pile-net construction method Download PDFInfo
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- CN100523389C CN100523389C CNB2007100575831A CN200710057583A CN100523389C CN 100523389 C CN100523389 C CN 100523389C CN B2007100575831 A CNB2007100575831 A CN B2007100575831A CN 200710057583 A CN200710057583 A CN 200710057583A CN 100523389 C CN100523389 C CN 100523389C
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Abstract
A construction method of the reinforced concrete pile mesh of a ballastless track is carried out in five steps: (1) a long spiral borer is emplaced, so that a boring rod is aligned with the center of a pile position; (2) the hole-forming operation is carried out; (3) the concrete of the pile body is perfused; (4) a steel reinforcement cage is inversely inserted; (5) the finished pile is detected. The present invention has six advantages: (1) because a dry hole-forming technique is applied, the filled subgrade is not destroyed; (2) by applying the long helix driller and boring current values controlling the embedment depth in rock, the present invention resolves the problem that in the process of boring, the embedment depth in rock cannot be directly judged by rock debris; (3) the problems of hole collapse and hole shrinkage can be prevented; (4) the construction equipment and the labor power are reduced, the filled road embankment is not destroyed, the working surface and the surrounding environment and water system are not polluted, the working surface is clean and the labor intensity of workers is decreased; (5) the construction cost is reduced and the work efficiency is increased by 35 percent; (6) post-construction settlement is less and the reinforcement requirements of the subgrade of the ballastless track can be met.
Description
Technical field:
The present invention relates to a kind of construction techniques, particularly a kind of ballastless track steel reinforced concrete pile-net construction method.
Background technology:
Present ballastless track steel reinforced concrete pile-net construction method needs more construction machinery and labour, and can destroy the embankment of having filled in, and pollutes the environment water system of work plane and periphery.Working procedure complexity, construction cost height, efficiency of construction are low, settlement after construction is big, can't satisfy the requirement that track base without broken stones is reinforced.
Summary of the invention:
Purpose of the present invention just is to overcome above-mentioned the deficiencies in the prior art, and a kind of ballastless track steel reinforced concrete pile-net construction method is provided, this method working procedure is simple, construction cost is low, efficiency of construction is high, settlement after construction is less, can satisfy the requirement that track base without broken stones is reinforced.
Technical scheme of the present invention is: a kind of ballastless track steel reinforced concrete pile-net construction method is characterized in that: carry out according to the following step: 1. with the long-spiral drilling machine center, drilling rod perpendicular alignmnet stake position that makes in place; 2. pore-forming operation: when beginning boring, adopt the alloy steel augers, move down drilling rod when drill bit touches ground, actuating motor creeps into, in drilling process, control into the rock degree of depth to creep into current value, when pierce respective specified go into the rock degree of depth time carry and be drilled to the hole; 3. pour into pile concrete: after the boring acceptance(check), rig is changed the drill bit of band valve, the clear hole of following brill, make at the bottom of the hole heavy quarrel get into drilling rod and fly on the leaf, beginning pumping concrete, when drilling rod core pipe concrete be full of drilling rod 2/3rds the time begin to promote drilling rod, this moment the drill bit valve open, concrete enters in the hole; 4. instead insert reinforcing cage: before the concrete piles perfusion guide pipe that has form vibrator is pierced in the good reinforcing cage of welding, the guide pipe end must push against the stake end that reinforcing cage has welded, a mounting flange is welded in guide pipe the other end, fix a form vibrator on the flange, the reinforcing cage upper end is fixed on reinforcing cage on the guide pipe with the draw ring that has turnbuckle; After the concrete piles placing is finished, the rig hoist engine rises to off-the-shelf reinforcing cage the boring top of having poured into a mould concrete, remove drilling rod, the artificial cooperation aligns boring position, hole with reinforcing cage, interior 2～the 3m of stake hole concrete of placing is slowly inserted in deadweight by reinforcing cage, after confirming the reinforcing cage position, open form vibrator, insert reinforcing cage while vibrating, reinforcing cage is drawn in the boring concrete up to the stake end by stake end traction guide pipe, in order to guarantee the guide pipe vertical, on the draw ring of three directions of vibrator flange, fasten rope in advance, with artificial stay cord permanent position, in the reinforcing cage patchhole behind the concrete bottom, unclamp turnbuckle and take off draw ring, slowly extract guide pipe while vibrate; 5. pile detects.
The present invention can also adopt following technical measures:
The speed of above-mentioned pumping concrete and the hoisting velocity of drilling rod are complementary, and drill bit is embedded in the concrete all the time, require concrete slump to be controlled at 19～22cm.
The present invention has following advantage and good effect:
1, adopts the dry method pore-forming technique, thereby can not destroy the former roadbed of having filled out.
2, adopt the long-spiral drilling machine pore-forming, and taked to control method, can't directly judge the problem that go into the rock degree of depth by boring quarrel thereby solved in drilling process into the rock degree of depth to creep into current value.
3, the more common drill bit of tape swapping valve, the clear hole of following brill, pump pressure in pipe concrete pile-formation process behind the pore-forming, avalanche prevention hole and shrinkage cavity problem have in advance been adopted behind the pore-forming.
4, adopt the pile body reinforcing cage instead to insert construction technology and reduced construction machinery and labour, do not destroy and fill out embankment and do not pollute work plane and the environment water system of periphery, the work plane cleaning has reduced working strength of workers.
5, adopt long-spiral drilling machine reinforced concrete pile net construction technology to compare to save 30% cost with rotary drilling rig drilling construction technology.Compare with other pore-forming techniques, operation is reasonable, improves work efficiency 35%.
6, can obtain less settlement after construction, satisfy track base without broken stones and reinforce requirement.
Description of drawings:
Fig. 1 is a process chart of the present invention.
Fig. 2 instead inserts reinforcing cage A/C schematic diagram.
The specific embodiment:
Then the railway ballastless track compbined test that changes section is to carry out on the I level railway basis that has gone into operation, the inner roadbed that divides of test section has filled to distance road bed 5～6m before the test section construction, in order to satisfy ballastless track laying technology condition, railway embankment using adopted impact-rolling to append reinforced concrete pile net structure to be set after the densification carried out underpin, pressed track base without broken stones technical standard railway embankment using on it.
1, preparation of construction:
(1) for eliminating the negative friction effect of banketing after the construction of stake net is finished, behind the leveling place, at first adopt impact-rolling to append densification to filling out embankment before the construction, use YT-25 3 limit impact compactor to roll, degree of compaction is detected in the back that finishes, and requires degree of compaction to reach K
30〉=110Mpa/m, coefficient of consolidation K 〉=0.95, porosity n＜28%, basic bearing capacity is not less than 200KPa.
(2) draw stake position working drawing, indicate the stake bit number; Operating personnel confide a technological secret to rig; Mark is carried out with thin drill rod in the correct stake hole site of measuring; Determine the injection order, install and adjust drilling cramp.The drilling cramp height should satisfy that drilling tool lifting puts in place in the boring procedure.
(3) reinforcing cage is strict makes by design and code requirement.The topping of cage of reinforcement is by the thickness of reinforcing bar earrings control topping.Reinforcing cage master muscle adopts two-sided overlap welding, elder generation is according to design drawing setting-out blanking before the reinforcement cage skeleton welding, make jig, fixing stiffener on platform, and be arranged in according to the main muscle of design and score marks around the stiffener, weld main muscle, weld spiral stirrup then, the general branch of cage of reinforcement is processed for two sections, and carries out the reinforcement processing of suspension centre and aperture bearing on reinforcing cage.
2, rig is in place:
After rig is in place, use the rig body of the tower front and back and about vertical mark post inspection body of the tower guide rod, correction position makes center, drilling rod perpendicular alignmnet stake position, guarantees that the pile verticality allowable deviation is not more than 1%.
3, pore-forming operation:
When beginning boring, adopt the alloy steel augers, move down drilling rod when drill bit touches ground, actuating motor creeps into, and is generally should slow earlier back fast, can reduce drilling rod like this and rock, and checks the deviation of boring again easily, so that in time correct.In pore forming process,, drilling rod, drilling tool are damaged as finding that drilling rod rocks or during difficult boring, should slowing down drilling depth, otherwise more easily cause a hole deflection, displacement.In drilling process, the recorder writes down the current value and the corresponding drilling depth of rig ammeter and observes rate of penetration, and as finding that current value increases suddenly, the rig load strengthens, and this moment, speed was slack-off, write down peak point current.The recorder will write down the drilling depth of this moment, and this degree of depth is the interface depth of soil layer and rock stratum, and what down pierce respective specified again goes into the rock degree of depth, carry then and be drilled to the hole, when being cut clearly, do not allow too much the falling in the hole of quarrel soil, and foreign material are located in the aperture cleaned out, can descend the step operation.
The drilling construction points for attention:
Before the boring, should adjust frame and keep drilling rod vertical, correct position, prevent because of drilling rod rock cause enlarge the aperture and increase the hole at the bottom of empty quarrel; Drilling construction should carry out continuously, as shutting down for some reason, should in time carry brill, and strengthens protection, with anti-collapse hole.Boring finishes and should in time carry out next process.Intermittent time, the aperture of boring must hide when longer, in case people and animals crash into boring and rainwater carries out in the hole.In the boring procedure, should take measures to prevent in the insulated stream hand-hole, at the bottom of the hole after cleaning and the passed examination, timely concrete perfusion.
4, perfusion pile concrete:
Boring is after managing acceptance(check), and rig is changed the drill bit of band valve, the clear hole of following brill, make at the bottom of the hole heavy quarrel get into drilling rod and fly on the leaf, beginning pumping concrete, when drilling rod core pipe concrete be full of drilling rod 2/3rds the time begin to promote drilling rod, this moment the drill bit valve open, concrete enters in the hole.The speed of pumping concrete and the hoisting velocity of drilling rod are complementary, and drill bit is embedded in the concrete all the time, require concrete slump to be controlled at 19～22cm.Forbid stock behind the first tube drawing, concrete is answered the continous pouring pile, must not form constuction joint, for guaranteeing a top quality, adds the filling certain altitude more than the design elevation of stake top, should not be less than 50cm, generally at 0.8～1.0cm.When stake top mark height was very low, concrete was irritated less than ground, after the concrete initial set, and backfill boring.
For satisfying durability requirement, the flyash of stake web frame concrete piles admixture 20%～30%.When the perfusion concrete, per tour group should be made and is no less than 3 groups of concrete test specimens.
5, instead insert reinforcing cage:
The pile body reinforcing cage adopts the anti-construction technology of inserting, before the concrete piles perfusion guide pipe 2 that has form vibrator 1 is pierced in the good reinforcing cage 3 of welding, the guide pipe end must push against the stake end that reinforcing cage has welded, a mounting flange 4 is welded in guide pipe the other end, fix a form vibrator 1 on the flange, power 2.2KW, the reinforcing cage upper end is fixed on reinforcing cage on the guide pipe with the draw ring 6 that has turnbuckle.
After the concrete piles placing is finished, the rig hoist engine rises to off-the-shelf reinforcing cage the boring top of having poured into a mould concrete, remove drilling rod, the artificial cooperation aligns boring position, hole with reinforcing cage, interior 2～the 3m of stake hole concrete of placing is slowly inserted in deadweight by reinforcing cage, behind the affirmation reinforcing cage position, opens form vibrator, insert reinforcing cage while vibrating, reinforcing cage is drawn in the boring concrete up to the stake end by stake end traction guide pipe.In order to guarantee the guide pipe vertical, on the draw ring of three directions of vibrator flange, fasten rope 5 in advance, with artificial stay cord permanent position.Behind the concrete bottom, unclamp turnbuckle and take off draw ring in the reinforcing cage patchhole, slowly extract guide pipe while vibrate.
6, pile detects
Carrying out pile quality after the steel reinforced concrete pile-net construction is finished detects.The pile body nondestructive testing is carried out in all stakes; Carry out single pile stake top bearing capacity by 1% of stake radical and detect, require single pile stake top bearing capacity 800 or 1000KN.
Claims (3)
1, a kind of ballastless track steel reinforced concrete pile-net construction method is characterized in that: carry out according to the following step: 1. with the long-spiral drilling machine center, drilling rod perpendicular alignmnet stake position that makes in place; 2. pore-forming operation: when beginning boring, adopt the alloy steel augers, move down drilling rod when drill bit touches ground, actuating motor creeps into, in drilling process, control into the rock degree of depth to creep into current value, when pierce respective specified go into the rock degree of depth time carry and be drilled to the hole; 3. pour into pile concrete: after the boring acceptance(check), rig is changed the drill bit of band valve, the clear hole of following brill, make at the bottom of the hole heavy quarrel get into drilling rod and fly on the leaf, beginning pumping concrete, when drilling rod core pipe concrete be full of drilling rod 2/3rds the time begin to promote drilling rod, this moment the drill bit valve open, concrete enters in the hole; 4. instead insert reinforcing cage: before the concrete piles perfusion guide pipe that has form vibrator is pierced in the good reinforcing cage of welding, the guide pipe bottom must push against the stake end that reinforcing cage has welded, a mounting flange is welded in guide pipe the other end, fix above-mentioned form vibrator on the flange, the reinforcing cage upper end is fixed on reinforcing cage on the guide pipe with the draw ring that has turnbuckle; After the concrete piles placing is finished, the rig hoist engine rises to off-the-shelf reinforcing cage the boring top of having poured into a mould concrete, remove drilling rod, the artificial cooperation aligns boring position, hole with reinforcing cage, interior 2～the 3m of stake hole concrete of placing is slowly inserted in deadweight by reinforcing cage, after confirming the reinforcing cage position, open form vibrator, insert reinforcing cage while vibrating, reinforcing cage is drawn in the boring concrete up to the stake end by stake end traction guide pipe, in order to guarantee the guide pipe vertical, on three directions of vibrator flange draw ring is set in advance, and on draw ring, fasten rope, with artificial stay cord permanent position; Behind the concrete bottom, unclamp turnbuckle and take off draw ring in the reinforcing cage patchhole, slowly extract guide pipe while vibrate; 5. pile detects.
2, ballastless track steel reinforced concrete pile-net construction method according to claim 1, it is characterized in that: after above-mentioned long-spiral drilling machine is in place, use the rig body of the tower front and back and about vertical mark post inspection body of the tower guide rod, correction position, make center, drilling rod perpendicular alignmnet stake position, guarantee that the pile verticality allowable deviation is not more than 1%.
3, according to claims 1 described ballastless track steel reinforced concrete pile-net construction method, it is characterized in that: the speed of above-mentioned pumping concrete and the hoisting velocity of drilling rod are complementary, and drill bit is embedded in the concrete all the time, require concrete slump to be controlled at 19～22cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2007100575831A CN100523389C (en) | 2007-06-08 | 2007-06-08 | Ballastless track steel reinforced concrete pile-net construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CNB2007100575831A CN100523389C (en) | 2007-06-08 | 2007-06-08 | Ballastless track steel reinforced concrete pile-net construction method |
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| CN101200892A CN101200892A (en) | 2008-06-18 |
| CN100523389C true CN100523389C (en) | 2009-08-05 |
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Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102966094B (en) * | 2012-12-15 | 2014-08-27 | 马春根 | Method for constructing concrete pile through rotary excavating and pressure irrigation |
| CN106968147A (en) * | 2017-04-26 | 2017-07-21 | 中铁十九局集团有限公司 | A kind of composite road bed structure of cast-in-situ bored pile and its construction method |
| CN111963139B (en) * | 2020-07-08 | 2021-09-28 | 中建四局土木工程有限公司 | Pile foundation rock entering judgment method and system based on drilling machine current |
| CN113089649A (en) * | 2021-04-01 | 2021-07-09 | 浙江省地矿建设有限公司 | Construction process of long spiral cast-in-place pile |
| CN114561936B (en) * | 2022-03-16 | 2023-12-29 | 海达建设集团有限公司 | Cast-in-place pile construction device and construction method |
| CN115387328B (en) * | 2022-07-26 | 2024-02-13 | 河南黄河河务局工程建设中心 | Beach cast-in-place pile construction method based on ultra-long spiral drilling machine |
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2007
- 2007-06-08 CN CNB2007100575831A patent/CN100523389C/en active Active
Non-Patent Citations (2)
| Title |
|---|
| 用钻机的工作电流控制喷粉桩的施工长度. 张建新，杜海金，张乃茹，刘乃仲.煤矿设计，第1998年卷第6期. 1998 |
| 用钻机的工作电流控制喷粉桩的施工长度. 张建新，杜海金，张乃茹，刘乃仲.煤矿设计，第1998年卷第6期. 1998 * |
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Address after: 300222 No. 18 South Dagu Road, Shuang Gang Town, Jinnan District, Tianjin Patentee after: the Eighteenth Bureau of China's Railroad Group Co., Ltd. Address before: 300222 Liulin, Hexi District, Tianjin Patentee before: the Eighteenth Bureau of China's Railroad Group Co., Ltd. |
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Address after: 300222 Tianjin Town, Jinnan District Patentee after: the Eighteenth Bureau of China's Railroad Group Co., Ltd. Address before: 300222 No. 18 South Dagu Road, Shuang Gang Town, Jinnan District, Tianjin Patentee before: the Eighteenth Bureau of China's Railroad Group Co., Ltd. |