CN103867120B - The construction method of bored pile under special geologic condition - Google Patents

The construction method of bored pile under special geologic condition Download PDF

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CN103867120B
CN103867120B CN201410110469.0A CN201410110469A CN103867120B CN 103867120 B CN103867120 B CN 103867120B CN 201410110469 A CN201410110469 A CN 201410110469A CN 103867120 B CN103867120 B CN 103867120B
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drill
construction
concrete
geologic condition
drilling depth
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CN103867120B8 (en
CN103867120A (en
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卢来运
李焱
刘海霞
秦兰芳
郭在清
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卢耒运
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Abstract

The invention discloses a kind of bored pile construction method under special geologic condition, for major diameter, containing slabstone in the geology of overlength foundation pile top, rock stratum, concrete, the particular matters such as steel campshed, and the situation of underlying geological mainly sand, convolution rig is used effectively to creep into, be used alone percussive drill effect low especially again, the method adopting Churn drill and abrasion drill to arrange in pairs or groups to use effectively can solve the construction difficult problem of these special geologies, effect can improve several times even tens times, effectively shorten the engineering time, constructure scheme is simple and convenient, workable, there is very high ageing and convenience.

Description

The construction method of bored pile under special geologic condition
Technical field
The present invention relates to the construction method of Large Diameter Super-long Bored Piles under a kind of special geologic condition, belong to road and bridge construction technical field.
Background technology
Along with the fast development of China's communication, bridge engineering more and more becomes an important ring of national basis Facilities Construction, and the application of bored pile is also more and more general, and technology also reaches its maturity.But, it can not be repeat simply that the particularity of construction of the highway determines the geologic structure run into, there is different features in different areas, different locations, actual method of operating also has a lot, and abrasion drill, Churn drill, churning driven are exactly the instrument being applicable to different geologic structures targetedly respectively.But some Special section or engineering use merely a kind of bore process, efficiency is very low, such as, in some old bridge removal reconstruction projects, is badly in need of exploring a kind of effective method, to solve the specific question run in construction.Before and after the eighties, China has built a large amount of bridge crossings across on the arterial highways such as railway operation line, but, great achievement that China three more than ten years reform and opening-up obtains and the traffic pressure that rapid economic development brings fully is not predicted when these railway overpass are built, to such an extent as to design grade is lower, add that current traffic volume of highway is comparatively large, heavy duty, the remaining incessant after repeated prohibition of overloaded vehicle, comparatively large to railroad bridge structure influence, leave huge potential safety hazard to the bridge crossing built then.In conjunction with people-oriented, the state basic policy of safety first, highway in China bridge crossing certainly will will enter complete upgrading alteration stage, and it is imperative that dismounting is rebuild.Owing to being old bridge removal reconstruction, and the part main line railway of China often crossed over by these old bridges, Bridge position is relatively fixing, and pile foundation position also relative displacement is limited, the geological condition of Various Complex may be run in the pile foundation construction process of therefore new bridge, bring new problem to pile foundation construction.
First, as shown in Figure 2, newly building bridge or old bridge removal are rebuild some pile foundation of project and are positioned on existing roadbed, and former roadbed has plenty of and to build to get up on packing sedimentation by throwing stones or other special geological conditions bases, under roadbed, certain depth place has the slabstone processing soft base, water level is more shallow, and as shown in Figure 1, Fig. 1 left side is fish pond, the right is rice field, be all Unfavorable geology, digging mode therefore can not be utilized directly to remove stake position place slabstone, convolution rig cannot creep into; Second, as shown in Figure 3, across the railway line Bridge Pile distance of positions close to running railway line side slope toe, stake position is on soft foundation, when railway construction or maintenance, rail framed bent is embedded with reinforcing road bed at stake position place, deeply several meters are reached because rail framed bent is arranged in underground, shallow-layer rail framed bent can excavate to be pulled out, but it is larger that difficulty pulled out by deep layer rail framed bent, not only water level is too shallow but also can affect the subgrade stability of running railway line, does not therefore possess the condition that dig on a wide area pulls out deep layer rail framed bent, does not pull out convolution rig and cannot creep into again; 3rd, as shown in Figure 5, have rock stratum to invade top, stake position, or new bridge pier position is excessively near with old bridge pier position clear distance, old bridge pier base top reaming concrete invades new bridge pier position, and the rig that circles round cannot creep into.
Summary of the invention
For above-mentioned problem, the object of the present invention is to provide the construction method of bored pile under a kind of special geologic condition, greatly can improve the boring operating efficiency under special geologic condition.In prior art, in sand geology, Churn drill drilling depth is quite slow, sometimes within one day, drilling depth only has one or two meter, the long stake of more than 50 meters uses Churn drill often to need first quarter moon even more than 20 day, and use convolution rig utilize reverse circulation construction technique creep into drilling depth per hour in sand geology can reach five or six meters even more, long stake ten hours of more than 50 meter can complete, work efficiency differs more than tens times, the boring expense of abrasion drill reduces greatly, duration shortens greatly, more bring huge recessive economic benefit, but abrasion drill can not be dealt with problems again completely under some special geologic conditions, the such as above-mentioned several situations mentioned, therefore, cannot creep in the overlength pile foundation of material containing abrasion drill in the geology of top, utilize abrasion drill and Churn drill to arrange in pairs or groups to use, get hold of the opportunity that jump bit smashes the auxiliary stone in hole, be replaced by abrasion drill in good time, it is a kind of effective method to special geology boring.
The present invention is for solving the problems of the technologies described above adopted technical scheme as described below:
A construction method for bored pile under special geologic condition, comprises the following steps:
Step 1: dig out casing foundation ditch with excavator, centering is imbedded steel pile casting and is reinforced;
Step 2: carry out percussion drilling with percussive drill in special formation;
Step 3: when complete special formation creep into and the auxiliary slabstone that creeps into or cobble propose drill bit after being thoroughly crashed to pieces, change convolution rig, utilize reverse circulation construction technique to continue drilling depth until pore-forming.
Further, when in step 1, centering imbeds steel pile casting, tamp in the clay back-filling in layers of steel pile casting surrounding; Cement-soil or plain concrete can be adopted in Unfavorable geology situation to reinforce.
Further, processing method when running into rail framed bent in step 1 and step 2 is as follows:
A. pull out upper strata rail framed bent, after centering, imbed steel pile casting, with plain concrete, backfill is carried out to steel pile casting surrounding and reinforce, steel pile casting and concrete are carried out connection handling;
B. the alloy high carbon steel rod at four angles at 45 ° is reinforced in drill hammer positive cone surrounding, after concrete strength reaches C20, carry out jackstone with Churn drill and impact construction, after jackstone impact upwards arches upward 2 ㎝ to steel pile casting, confirm that the mud jackstone of pile foundation periphery tamps reinforcing and completes, take out drill hammer, prescind by the alloy high carbon steel rod of gas cutting by 45° angle, recover drill hammer normal condition;
C. when Churn drill drilling depth is to contact second layer rail framed bent, be that the hard cobble of 20 ㎝ drops in hole by diameter, utilize Churn drill to impact the transverse component that produces of cobble to surrounding impact extrusion rail framed bent, until Churn drill by rail framed bent impact extruded in pile foundation surrounding hole wall.
Further, the processing method run in step 1 and step 2 when reaming concrete or massif rock stratum invade top, stake position is as follows: the hard masonry being greater than 75MPa by 20m3 intensity is that pin cutter carries out impact cutting to the concrete invaded in stake footpath or rock stratum, when Churn drill drilling depth invades aspect or massif rock intrusion aspect to reaming concrete, insert the hard stone that 40 ㎝ are thick, Churn drill impacts drilling depth.
Further, set up vertical bury pipe observation platform in step 2 outside steel pile casting, again backfill the thick hard stone of 40 ㎝ after finding Churn drill off normal, each cyclic advance is less than or equal to 10 ㎝, until expanding place broken through by jump bit.
Further, when proposing chopping bit replacing convolution rig in step 3, the detection of pile foundation vertical bury pipe is carried out with inspecting hole device.
Further, when in step 3, utilization convolution rig drilling depth runs into and hardens layer of sand, slow down abrasion drill penetration rate, utilizes NaOH to drop into mud pit as additive, makes the pH value of mud reach 9 ~ 10.
Further again, when utilizing convolution rig drilling depth in step 3, in mud pit, add swell soil, cellulose, make the proportion of mud remain between 1.18 ~ 1.2, viscosity reaches more than 24S.
Beneficial effect of the present invention is as follows: the present invention is directed to the Bridge Pile Foundation Construction method under special geologic condition, utilize drill machine with convolution rig with the use of, significantly improve efficiency of construction, substantially reduce the duration, especially for the bridge construction of Midspan sag Business Line, directly and indirectly economic benefit highly significant, by force ageing, simple to operate.
Accompanying drawing explanation
Fig. 1 is flow chart of the present invention;
Fig. 2 be original packing sedimentation by throwing stones process weak subgrade on pile foundation log sheet;
Fig. 3 is rail framed bent arrangement diagram in pile foundation;
Fig. 4 is track schematic diagram;
Fig. 5 is that reaming concrete invades pile foundation sectional drawing.
Each figure description of reference numerals: 1 is fish pond, 2 is rice field, and 3 is sand, and 4 is slabstone, and 5 is railway bed, and 6 is track, and 7 is the layer of sand that hardens, and 8 is concrete, and 9 is new stake position, and 10 is the old pile foundation of reaming.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, present invention is described.
A construction method for bored pile under special geologic condition, as shown in Figure 1, comprises the following steps:
Step 1: dig out casing foundation ditch with excavator, centering is imbedded steel pile casting and is reinforced;
Step 2: carry out percussion drilling with percussive drill in special formation;
Step 3: when complete special formation creep into and the auxiliary slabstone that creeps into or cobble propose drill bit after being thoroughly crashed to pieces, change convolution rig, utilize reverse circulation construction technique to continue drilling depth until pore-forming.
When in step 1, centering imbeds steel pile casting, must ensure position, hole accurately, casing installs firmly, tamp in the clay back-filling in layers of steel pile casting surrounding; Reinforce with cement-soil or plain concrete in Unfavorable geology situation.
In accompanying drawing of the present invention, Fig. 2 be original packing sedimentation by throwing stones process weak subgrade on pile foundation log sheet, Fig. 4 is track schematic diagram.
As shown in Figure 3, processing method when running into rail framed bent in step 1 and step 2 is as follows:
A. pull out upper strata rail framed bent, after centering, imbed steel pile casting, with plain concrete, backfill is carried out to steel pile casting surrounding and reinforce, steel pile casting and concrete are carried out connection handling;
B. reinforce the alloy high carbon steel rod at four angles at 45 ° in drill hammer positive cone surrounding, for surrounding extruding slabstone, continue to use alloy high carbon steel rod under positive cone and reinforce to ensure not damage drill bit when touching rail campshed.After concrete strength reaches C20, carry out jackstone with Churn drill and impact construction, after jackstone impact upwards arches upward 2 ㎝ to steel pile casting, confirm that the mud jackstone of pile foundation periphery tamps reinforcing and completes, take out drill hammer, prescind by the alloy high carbon steel rod of gas cutting by 45° angle, recover drill hammer normal condition;
C. when Churn drill drilling depth is to contact second layer rail framed bent, be that the hard cobble of 20 ㎝ drops in hole by diameter, utilize Churn drill to impact the transverse component that produces of cobble to surrounding impact extrusion rail framed bent, until Churn drill by rail framed bent impact extruded in pile foundation surrounding hole wall.
As shown in Figure 5, the processing method run into when reaming concrete or massif rock stratum invade top, stake position when Churn drill drilling depth in step 1 and step 2 is as follows: the hard masonry being greater than 75MPa with 20m3 intensity is that pin cutter carries out impact cutting to the concrete invaded in stake footpath or rock stratum, when Churn drill drilling depth invades aspect or massif rock intrusion aspect to reaming concrete, insert the hard stone that 40 ㎝ are thick, Churn drill impacts drilling depth.
Outside steel pile casting, set up vertical bury pipe observation platform in step 2, again backfill the thick hard stone of 40 ㎝ after finding Churn drill off normal, each cyclic advance is less than or equal to 10 ㎝, until expanding place broken through by jump bit.
When proposing chopping bit replacing convolution rig in step 3, carry out the detection of pile foundation vertical bury pipe with inspecting hole device.
When in step 3, utilization convolution rig drilling depth runs into and hardens layer of sand, slow down abrasion drill penetration rate, utilizes NaOH to drop into mud pit as additive, makes the pH value of mud reach 9 ~ 10.
When utilizing convolution rig drilling depth in step 3, in mud pit, add swell soil, cellulose, make the proportion of mud remain between 1.18 ~ 1.2, viscosity reaches more than 24S.
The special geologic condition of indication of the present invention refers in the geology of top, bridge super long pile foundation stake position and invades containing slabstone, cobble, reaming the geology that concrete, massif intrusion rock stratum or other convolution rigs cannot creep into.
In one embodiment, construction method of the present invention is:
(1) dig out dark 4 meters with excavator, the casing foundation ditch of diameter 3.5 meters, centering imbeds the steel pile casting of long 3.0 meters;
(2) percussion drilling is carried out with percussive drill;
(3) when slabstone is thorough smashed in sandy soils after drill bit is proposed, change convolution rig, utilize abrasion drill reverse circulation construction technique to carry out drilling depth until pore-forming.
In another embodiment, construction method of the present invention is as follows:
(1) dig out dark 4.5 meters with excavator, the casing foundation ditch of diameter 3.5 meters, pull out upper strata rail campshed, after centering, imbed the steel pile casting of long 3.0 meters, with plain concrete, backfill is carried out to steel pile casting surrounding and reinforce, steel pile casting and concrete are carried out connection handling;
(2) after concrete strength reaches C20, carry out jackstone with Churn drill and impact construction;
(3) for ensureing that slabstone tamps compacted for the mud jackstone of pile foundation periphery, can undergo technological transformation to drill hammer, the alloy high carbon steel rod at four angles at 45 ° is reinforced in drill hammer positive cone surrounding, for extruding slabstone to surrounding, under positive cone, eaves alloy high carbon steel rod is reinforced, to ensure not damage drill bit when touching rail campshed;
(4) after jackstone impact upwards arches upward 2 ㎝ to steel pile casting, confirm that packing sedimentation by throwing stones layer obtains reinforcing;
(5) take out drill hammer, prescind by the alloy high carbon steel rod of gas cutting by 45° angle, recover drill hammer normal condition;
(6) when Churn drill drilling depth touches second layer rail framed bent to 6 meters, be that the hard cobble of 20 ㎝ drops in hole by the diameter purchased, utilize Churn drill to impact transverse component that cobble produces is to surrounding impact extrusion rail framed bent;
(7) the vertical bury pipe observation platform set up outside steel pile casting is utilized, at any time the stake footpath off normal situation in impact process is observed, the thick cobble of 40 ㎝ is again backfilled after finding Churn drill off normal, each cyclic advance is no more than 10 ㎝, guarantee the vertical bury pipe of pile foundation, go round and begin again, until Churn drill by rail framed bent impact extruded in pile foundation surrounding hole wall;
(8) when Churn drill construction no longer includes steel sound, drill bit is essentially by rail framed bent stratum, and Churn drill continues drilling depth, when the cobble of backfill is thoroughly crashed to pieces in layer of sand, when the stone not having large affects abrasion drill construction, be replaced by convolution rig drilling depth until pore-forming.
In another embodiment, construction method of the present invention is:
(1) steel pile casting imbedded is reinforced;
(2) preparing 20m3 intensity more than the hard masonry of 75MPa is that pin cutter carries out impact cutting to the concrete invaded in stake footpath;
(3) when Churn drill drilling depth is to 6m, insert hard stone 40 ㎝, Churn drill impacts drilling depth;
(4) outside steel pile casting, vertical bury pipe observation platform is set up, at any time the stake footpath off normal situation in impact process is observed, the thick hard stone of 40 ㎝ is again backfilled after finding Churn drill off normal, each cyclic advance is no more than 10 ㎝, guarantee the vertical bury pipe of pile foundation, go round and begin again, until expanding place broken through by jump bit;
(5) when Churn drill can smoothly drilling depth time, as the standard that expanding concrete breaks up completely;
(6) propose Churn drill inspecting hole device and carry out the detection of pile foundation vertical bury pipe, whether observation stake footpath frees change;
(7) jump bit continue drilling depth, when slabstone is thorough smashed in sandy soils after, use abrasion drill instead and continue to creep into;
(8) 35 ~ 43 meters run into harden layer of sand time, slow down abrasion drill penetration rate, NaOH is utilized to drop into mud pit as additive, change mud PH value, make mud PH value reach the scope of 9 ~ 10, the thickness of hydration shell can be ensured, improve slurry rate and the stability of mud, reduce fluid loss, can be used for again the softening layer of sand that hardens;
(9) slip consistency is adjusted, original mud basis is improved the character of mud, in mud pit, strengthen swell soil, cellulose drops into, mud balance is made to remain between 1.18 ~ 1.2, viscosity reaches more than 24S, improves the colloidity of mud and stability, makes sandy soils surface form film and protects hole wall and peel off, reduce fluid loss, improve drilling efficiency;
(10) confirm by the sandy soils that hardens after abrasion drill enters normal drilling depth state, recover normally to creep into pore-forming.
Meaning of the present invention and benefit:
Meaning of the present invention is: for the construction of the bridge pile foundation under special geologic condition, utilize drill machine with convolution rig with the use of, substantially increase the boring operating efficiency under Special Geological Condition.In sand geology, Churn drill drilling depth was quite slow in the past, and within one day sometimes, drilling depth only has one or two meter, and the long stake of more than 50 meters uses Churn drill often to need first quarter moon even more than 20 day.And use abrasion drill reverse circulation drilling in sand geology per hour reach five or six meters even more, long stake ten hours of more than 50 meter can complete, work efficiency differs more than tens times, the boring expense of abrasion drill reduces greatly, duration shortens greatly, more bring huge recessive economic benefit, but abrasion drill can not be dealt with problems again completely under some special geologic conditions, the such as above-mentioned several situations mentioned, therefore, contain in the geology of top in the overlength pile foundation of the material that abrasion drill cannot creep into, utilize abrasion drill and Churn drill to arrange in pairs or groups to use, get hold of the opportunity that jump bit smashes the auxiliary stone in hole, be replaced by abrasion drill in good time, it is the effective method of one to special geology boring.
It should be noted that; above-mentioned specific embodiment is only exemplary; under above-mentioned instruction of the present invention, those skilled in the art can carry out various improvement and distortion on the basis of above-described embodiment, and these improve or distortion all drops in protection scope of the present invention.It will be understood by those skilled in the art that specific descriptions are above to explain object of the present invention, not for limiting the present invention.Protection scope of the present invention is by claim and equivalents thereof.

Claims (8)

1. the construction method of bored pile under special geologic condition, is characterized in that, comprise the following steps:
Step 1: dig out casing foundation ditch with excavator, centering is imbedded steel pile casting and is reinforced;
Step 2: carry out percussion drilling with percussive drill in special formation;
Step 3: when complete special formation creep into and the auxiliary slabstone that creeps into or cobble propose drill bit after being thoroughly crashed to pieces, change convolution rig, utilize reverse circulation construction technique to continue drilling depth until pore-forming.
2. the construction method of bored pile under special geologic condition as claimed in claim 1, is characterized in that, when in step 1, centering imbeds steel pile casting, tamps in the clay back-filling in layers of steel pile casting surrounding; In Unfavorable geology situation, adopt cement-soil or plain concrete to reinforce.
3. the construction method of bored pile under special geologic condition as claimed in claim 1, is characterized in that, processing method when running into rail framed bent in step 1 and step 2 is as follows:
A. pull out upper strata rail framed bent, after centering, imbed steel pile casting, with plain concrete, backfill is carried out to steel pile casting surrounding and reinforce, steel pile casting and concrete are carried out connection handling;
B. the alloy high carbon steel rod at four angles at 45 ° is reinforced in drill hammer positive cone surrounding, after concrete strength reaches C20, carry out jackstone with Churn drill and impact construction, after jackstone impact upwards arches upward 2 ㎝ to steel pile casting, confirm that the mud jackstone of pile foundation periphery tamps reinforcing and completes, take out drill hammer, prescind by the alloy high carbon steel rod of gas cutting by 45° angle, recover drill hammer normal condition;
C. when Churn drill drilling depth is to contact second layer rail framed bent, be that the hard cobble of 20 ㎝ drops in hole by diameter, utilize Churn drill to impact the transverse component that produces of cobble to surrounding impact extrusion rail framed bent, until Churn drill by rail framed bent impact extruded in pile foundation surrounding hole wall.
4. the construction method of bored pile under special geologic condition as claimed in claim 1, it is characterized in that, the processing method run in step 1 and step 2 when reaming concrete or massif rock stratum invade top, stake position is as follows: the hard masonry being greater than 75MPa by 20m3 intensity is that pin cutter carries out impact cutting to the concrete invaded in stake footpath or rock stratum, when Churn drill drilling depth invades aspect or massif rock intrusion aspect to reaming concrete, insert the hard stone that 40 ㎝ are thick, Churn drill impacts drilling depth.
5. the construction method of bored pile under special geologic condition as claimed in claim 4, it is characterized in that, outside steel pile casting, vertical bury pipe observation platform is set up in step 2, the thick hard stone of 40 ㎝ is again backfilled after finding Churn drill off normal, each cyclic advance is less than or equal to 10 ㎝, until expanding place broken through by jump bit.
6. under the special geologic condition as described in one of claim 1-5, the construction method of bored pile, is characterized in that, when proposing chopping bit replacing convolution rig in step 3, carries out the detection of pile foundation vertical bury pipe with inspecting hole device.
7. the construction method of bored pile under special geologic condition as claimed in claim 6, it is characterized in that, when in step 3, utilization convolution rig drilling depth runs into and hardens layer of sand, slow down abrasion drill penetration rate, utilize NaOH to drop into mud pit as additive, make the pH value of mud reach 9 ~ 10.
8. the construction method of bored pile under special geologic condition as claimed in claim 7, it is characterized in that, when utilizing convolution rig drilling depth in step 3, in mud pit, add swell soil, cellulose, make the proportion of mud remain between 1.18 ~ 1.2, viscosity reaches more than 24S.
CN201410110469.0A 2014-03-24 The construction method of cast-in-situ bored pile under special geologic condition CN103867120B8 (en)

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CN103867120B true CN103867120B (en) 2016-02-03
CN103867120B8 CN103867120B8 (en) 2016-05-04

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Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101270577A (en) * 2008-03-04 2008-09-24 中国建筑第六工程局有限公司 Construction method for large-diameter ultra-deep rock borehole bottom-expanding filling pile
CN101586336A (en) * 2008-05-23 2009-11-25 龙建路桥股份有限公司 Utilize means of travel revolution borer to carry out the bored pile construction method
CN102094419A (en) * 2011-03-09 2011-06-15 中铁六局集团有限公司 Method for forming drilled pile in foundation with silty sand layer
CN103122632A (en) * 2013-02-06 2013-05-29 中冶沈勘工程技术有限公司 Construction method for drilling hole and casting pile in plastic flow stratum or karst cave stratum

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101270577A (en) * 2008-03-04 2008-09-24 中国建筑第六工程局有限公司 Construction method for large-diameter ultra-deep rock borehole bottom-expanding filling pile
CN101586336A (en) * 2008-05-23 2009-11-25 龙建路桥股份有限公司 Utilize means of travel revolution borer to carry out the bored pile construction method
CN102094419A (en) * 2011-03-09 2011-06-15 中铁六局集团有限公司 Method for forming drilled pile in foundation with silty sand layer
CN103122632A (en) * 2013-02-06 2013-05-29 中冶沈勘工程技术有限公司 Construction method for drilling hole and casting pile in plastic flow stratum or karst cave stratum

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
浅谈特殊地质大直径超深钻孔灌注桩施工过程控制;温根霞;《新农村(黑龙江)》;20120215(第3期);第99-100页 *
钻孔灌注桩施工质量控制研究;汤振阳等;《城市建设理论研究(电子版)》;20111115(第21期);第1-3页 *

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