CN1773024A - Concrete bored pile piling technology with implanted reinforced bar cage - Google Patents
Concrete bored pile piling technology with implanted reinforced bar cage Download PDFInfo
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- CN1773024A CN1773024A CN 200410090810 CN200410090810A CN1773024A CN 1773024 A CN1773024 A CN 1773024A CN 200410090810 CN200410090810 CN 200410090810 CN 200410090810 A CN200410090810 A CN 200410090810A CN 1773024 A CN1773024 A CN 1773024A
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- reinforcing
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- 239000004567 concrete Substances 0.000 title claims abstract description 60
- 238000005516 engineering process Methods 0.000 title claims description 15
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 91
- 238000000034 method Methods 0.000 claims abstract description 22
- 229910000831 Steel Inorganic materials 0.000 claims description 38
- 239000010959 steel Substances 0.000 claims description 38
- 230000005540 biological transmission Effects 0.000 claims description 14
- 238000010276 construction Methods 0.000 claims description 12
- 230000005484 gravity Effects 0.000 claims description 5
- 239000011148 porous material Substances 0.000 claims description 3
- 229920002472 Starch Polymers 0.000 claims description 2
- 238000003780 insertion Methods 0.000 claims description 2
- 230000037431 insertion Effects 0.000 claims description 2
- 235000019698 starch Nutrition 0.000 claims description 2
- 239000007943 implant Substances 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 9
- 230000000694 effects Effects 0.000 description 6
- 238000005553 drilling Methods 0.000 description 5
- 150000001875 compounds Chemical class 0.000 description 3
- 210000003205 muscle Anatomy 0.000 description 3
- 208000028804 PERCHING syndrome Diseases 0.000 description 2
- 241001074085 Scophthalmus aquosus Species 0.000 description 2
- 239000006096 absorbing agent Substances 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 238000002513 implantation Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000005204 segregation Methods 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000003047 cage effect Effects 0.000 description 1
- 238000010888 cage effect Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- VKYKSIONXSXAKP-UHFFFAOYSA-N hexamethylenetetramine Chemical compound C1N(C2)CN3CN1CN2C3 VKYKSIONXSXAKP-UHFFFAOYSA-N 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 230000004941 influx Effects 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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Abstract
The present invention relates to a pile-forming process for concrete cast-in-place pile in which the reinforcing cage is implanted and its matched equipment. It is characterized by that said invention adopts the vibration impact principle to implant the reinforcing cage. When the reinforcing cage is implanted, the lower end of the reinforcing cage is inserted into the concrete pile body, and an incomplete unloaded sinking method is adopted to utilize gravitational force and exciting force of vibration device to vibrate and impact the middle-upper portion of rigid force-transferring rod member, so that the vibration impact force can be transferred to the bottom end of reinforcing cage by means of force-transferring rod member.
Description
Technical field
The present invention relates to a kind of long auger deposited reinforced concrete pile job practices, particularly a kind of long auger center pump pressure concrete, the pile-formation process technology of implanted reinforced bar cage before the pile body concrete does not coagulate.
Background technology
In the construction of long auger in situ concrete pile, often adopt a kind of desired depth that is bored into, by the drilling rod center concrete is pressed onto in the pore-forming method of formin concrete pile body simultaneously with concrete pump carrying brill.Implanted reinforced bar cage in the plain concrete pile body that forms can improve the supporting capacity of stake, enlarges its range of application.
One of cage method is planted in vibration now commonly used to be with vibrating hammer or to vibrate and electronicly fixedly connected with the reinforcing cage top, and in the process of reinforcing cage vibration-sunk in the concrete of stake hole, the whole generation of reinforcing cage vibrated, and makes the continuous vibratory compaction of concrete.Vibrating motor produces circular vibration, not only produces the vertical direction vibration, also can produce the horizontal direction vibration, and it is closely knit to help concrete vibration; In heavy cage process, exactly do not wish the too early closely knit reinforcement of concrete.Vibrating hammer or vibrating motor are pressed in the reinforcing cage top and make the reinforcing cage pressurized, and it is crooked that its unstability is produced, and make heavy cage construction not reach the effect of anticipation.
The steel cylinder that seals with a top is enclosed within the reinforcing cage top, steel cylinder top and vibrating motor are rigidly connected, utilize the circular vibration of vibrating motor, the top of continuous impact steel bar reinforced cage, reinforcing cage does not produce the vertical direction double vibrations, make heavy some improvement of cage effect, but because of the vibrating motor energy is little, the reinforcing cage arrival rate does not often reach designing requirement.
Vibrating hammer or vibrating motor are fixedlyed connected with a steel pipe, penstock vibration is acted on the method for reinforcing cage bottom,, still exist the minute quantity reinforcing cage to plant less than the problem that requires the degree of depth though improved the success rate of implanted reinforced bar cage; Because steel pipe vertical direction double vibrations can produce " sleeve friction pump pressure " phenomenon to the steel duct concrete, easily makes concrete disintegration, is unfavorable for the implantation of reinforcing cage, also can produce some adverse effect to pile concrete.
Content of the present invention
The invention provides a kind of long auger center pump pressure cast-in-place concrete pile, post-installing rebar cage technology and outfitting tool.Key technology is to adopt vibratory impulse principle implanted reinforced bar cage.During implanted reinforced bar cage, the reinforcing cage lower end is inserted in the concrete pile body, adopt incomplete off-load to sink to method, the exciting force of dependence gravity and vibrating device is opposite to the middle and upper part of the rigidity power transmission rod member of reinforcing cage inner chamber and carries out vibratory impulse, and active force being passed to the reinforcing cage bottom by rigid bar, reinforcing cage and rigidity power transmission rod member all do not produce the reciprocal forced vibration of vertical direction.Not only reduce reinforcing cage to concrete disturbance, and in the minimizing reinforcing cage power transmission rod member to concrete disturbance, in heavy cage process, avoided the reciprocal forced vibration of vertical direction that power transmission steel pipe inner concrete " friction pump pressure " is acted on, the steel pipe inner concrete is difficult for segregation, heavy cage efficient height has been avoided the influence of overvibration to pile body concrete quality.
The technical scheme of construction technology of the present invention is to adopt drill center pump pressure concrete post-installing rebar cage technology, comprises boring in place, is drilled into hole depth, and the limit is carried and bored limit pump pressure concrete, and the pump pressure concrete inserts reinforcing cage, pile to the stake top.Before the pile body concrete does not coagulate, insert the operation of reinforcing cage, it is characterized in that: adopt a kind of vibratory impulse to plant cage assembly.To plant the rigid bar insertion reinforcing cage inner chamber that cage assembly is connected with vibration, rigid bar is planted cage assembly end play with vibration and is connected, simultaneously reinforcing cage and vibrating device are flexibly connected with wire rope, after treating that drill center pump pressure concrete forms pile body, the vibrating device of slinging, rigid bar and reinforcing cage, the reinforcing cage lower end is inserted in the concrete pile body, adopt incomplete off-load to sink to method, rely on the exciting force of gravity and vibrating device that vibratory impulse is carried out in the rigid bar middle and upper part, rigid bar does not produce the reciprocal forced vibration of vertical direction, rigid bar passes to the reinforcing cage bottom with active force, make reinforcing cage sink to desired depth, then rigid bar is extracted ground with the method for vibration.
When reinforcing cage sinks to not reaching desired depth, rapidly a cable wire rope that suspends in midair with stake machine auxiliary hook is lived rigid bar and reinforcing cage and is helped and hang, hang as main with crane hook lifting vibrating device, utilize vibration pile pulling principle that reinforcing cage pulling from the concrete pile body is come out, after treating the pile body initial set, repeat above pile-formation process in former stake position, finish the present walling pile construction.
Rigidity power transmission rod member adopts H shaped steel, steel pipe, when adopting single steel pipe, and the steel pipe lower ending opening.Pore is opened on top, in, bottom Kai Bao starches the hole.When adopting many steel pipes, connect with lacing between the parallel steel tube.
The block of reinforcing cage lower end load is made with reinforcing bar, and the reinforcing bar axis is perpendicular to being projected as crosswise or well word shape on the reinforcing cage axis plane of projection, and being projected as of reinforcing cage axis plane of projection is trapezoidal being parallel to.
Description of drawings
The process schematic flow sheet that Fig. 1 the present invention relates to;
Fig. 2 vibratory impulse implanted reinforced bar cage of the present invention schematic diagram;
Cage operation schematic diagram is sunk in the incomplete off-load of Fig. 3 the present invention;
Fig. 4 pulling reinforcing cage of the present invention operation schematic diagram;
Fig. 5 rigidity power transmission of the present invention rod member is H tee section and generalized section;
Fig. 6 rigidity power transmission of the present invention rod member is single steel pipe and generalized section;
Fig. 7 rigidity power transmission of the present invention rod member is many fine steel tubes and generalized section;
The lower end block of Fig. 8 reinforcing cage of the present invention is the crosswise schematic diagram.
The lower end block of Fig. 9 reinforcing cage of the present invention is a well word shape schematic diagram.
Specific implementation
The concrete construction technique that the present invention relates to is described below
1, presses working drawing measuring stake position, pile-forming machine perching boring (seeing Fig. 1 a and Fig. 1 b)
2, the on-the-spot reinforcing cage of making;
3, pile-forming machine perching, the verticality on adjustment drilling rod and ground; Drill bit stake position starts rig and goes into to bore, and gets into desired depth (hole depth).(seeing Fig. 1 c)
4, when pore-forming creeps into, carry out the stirring of compound according to match ratio, the compound that stirs is delivered to the drilling machine construction scope of operation and is prepared pouring;
5, the cage rigid bar that will shake on ground penetrates reinforcing cage, and rigid bar is connected with implanted reinforced bar cage vibrating device end play.
6, enter projected depth after, slightly carry drilling rod so that concrete material washes valve open, on one side mixture-pumping carry brill on one side; (seeing Fig. 1 d)
7, the influx height of compound should be a little more than design stake top mark height, and the unnecessary part later stage chisels out, and guarantees that the intensity on stake top meets design requirement, and before Kelly Stubb goes out the aperture, closes concrete pump earlier, notes guaranteeing material stock amount in the drilling rod, satisfies the stake heights of roofs.(seeing Fig. 1 e)
8, Kelly Stubb goes out the aperture, after confirming that pile meets the requirements, with crane hook sling vibrating device, rigid bar and reinforcing cage, reinforcing cage and vibrating device flexibly connect with wire rope, before the pile body concrete does not coagulate, the reinforcing cage lower end is inserted in the concrete pile body, start vibration and plant cage assembly, adopt incomplete off-load method that reinforcing cage is sunk to desired depth; (seeing Fig. 1 f)
9, after reinforcing cage puts in place, extract rigid bar, place ground.(seeing Fig. 1 g)
10, in the construction, should sample and make concrete test block;
When 11, running into the special circumstances reinforcing cage and can not put in place smoothly, rapidly living rigid bar and reinforcing cage with the steel wire cable that suspends in midair on the machine auxiliary hook helps and hangs, crane hook lifting vibrating device hangs as main, utilizes the pile pulling principle that reinforcing cage pulling from the concrete pile body is come out.After treating the pile body initial set, repeat above pile-formation process, finish the present walling pile construction in former stake position.(seeing Fig. 1 h and Fig. 1 j)
With reference to Fig. 2 vibratory impulse implanted reinforced bar cage embodiment schematic diagram, vibrating hammer 1 is fixedlyed connected with vibratory impulse body 11, and vibratory impulse body 11 is connected with rigid bar 2 end plays.When cage is planted in vibration, the exciting force of vibrating hammer 1, by vibratory impulse body 11, impact the top 23 of the rigid bar 2 top shaft shoulders 21, rigid bar 2 steel pipes pass to active force the bottom 22 of reinforcing cage again, reinforcing cage 3 is produced unidirectional straight down impact force, can not cause the vertical direction double vibrations of reinforcing cage 3 and rigid bar 2; Reinforcing cage 3 is flexible bodies, and static pressure and single vibration impact force produce pulling force rather than pressure to main muscle, help the transmission of power and the sinking of reinforcing cage; Rigid bar (steel pipe) does not produce the vertical direction double vibrations, has avoided the vertical direction double vibrations to power transmission rod member one steel pipe inner concrete " friction pump pressure " effect in heavy cage process, and the steel pipe inner concrete is difficult for segregation.Simultaneously also weakened the vibratory compaction effect of steel pipe to stake hole inner concrete, a little less than concrete disturbance, range of disturbance is little, and cement paste 4 come-ups are little, and aggregate 5 can not piled up at the steel pipe end opening; During the vibration pulling, the exciting force of vibrating hammer 1 upwards impacts the shaft shoulder 21 downsides 24 at rigid bar 2 tops by vibratory impulse body 11, and the rigid bar pulling is gone out a hole.
Fig. 3 is the heavy cage operation schematic diagram of incomplete off-load.Not exclusively the heavy cage operation of off-load is by handling the decrease speed of crane machine main hook 7, control the deflection of vibrating hammer vibration absorber spring 8, reached the purpose that heavy load distributes between main hook 7 and stake hole inner concrete 6; Promptly when the cage operation was sunk in vibration, lifting main hook 7 was not exclusively laid down the gravitational load of vibrating hammer, impact body, rigid bar and reinforcing cage, gave a stake hole inner concrete 6 a part of load distribution, and distribution appropriately helps gravity and vertically plants the cage operation.When main hook 7 play heavy load less than total force, when equaling the difference of total force and the counter-force of stake hole inner concrete simultaneously, reinforcing cage 3 can vertically at the uniform velocity sink.When the concrete counter-force equaled total force, it was zero that suspension hook plays heavy load, and reinforcing cage 3 will produce deflection, does not reach the requirement of planting cage centering.Vibrating hammer vibration absorber spring 8 is critical components that the cage operation is planted in the incomplete off-load of realization.The rigidity of spring 8 is little, and deflection is big, helps the enforcement that the cage operation is planted in incomplete off-load.
With reference to Fig. 4 pulling reinforcing cage operation schematic diagram.When running into special circumstances reinforcing cage 3 and can not put in place smoothly, rapidly with a cable wire 10 of machine auxiliary hook 9 suspentions, rope is lived rigid bar 2 and reinforcing cage 3 and is helped and hang, and crane hook 7 lifting vibrating devices hang as main, utilize the pile pulling principle that reinforcing cage 3 pulling from concrete pile body 6 is come out.Reinforcing cage 3 is no less than 2/3 main muscle and rigid bar 2 ropes are lived, stake machine auxiliary hook 9 helps when hanging pulling, reinforcing cage 3 and rigid bar 2 parts can be pressed together, make rigid bar 2 suffered vibratory impulse power pass to reinforcing cage 3, lower side friction, stake machine auxiliary hook helps to hang and has increased pulling power, helps extracting of reinforcing cage not in place.
See Fig. 5,6 and 7 rigidity power transmission rod schematic representations.What Fig. 6 described is H tee section rigid bar 2, this rod member when cage is planted in vibration, be difficult for producing " the friction pump pressure ' effect, help the implantation of reinforcing cage.Shortcoming is the same cross section bending resistance amount of rubbing, and sectional dimension is big, weight is big, the construction of inapplicable Small Diameter Pile.The rigid bar 2 that Fig. 7 describes is to adopt single steel pipe, steel pipe lower ending opening, top are opened pore 11, generally push up above 0.5-3m at steel pipe apart from stake, make concrete enter the steel pipe inner chamber, unlikelyly make concrete overflow a hole to cause waste or cause the concrete quality problem, middle and upper part and bottom Kai Bao slurry hole 12, middle upper aperture is opened at the following 1-5m in stake top, bottom hole is at the above 1-3m in steel pipe bottom, purpose is that to plant the cage operation resistance little in order further to weaken " vibration pump pressure " effect, to make, the pile quality height.The rigid bar 2 that Fig. 8 describes adopts many fine steel tubes, and the quantity 3-4 root of fine steel tube couples together with lacing 13 between the steel pipe.During construction the lower end correspondence of every fine steel tube is enclosed within the end of the reinforcing cage master muscle that is bent inwardly into U-shaped.Advantage is in light weight, is beneficial to vibratory impulse and plants the cage operation.
Fig. 8 is a reinforcing cage lower end block schematic diagram, and the block of reinforcing cage 3 lower end loads is made with reinforcing bar.Perpendicular to the axis plane of projection is crosswise or well word shape, and the plane of projection of paralleling to the axis is trapezoidal.When the reinforcing cage diameter was 400mm, the crosswise (see figure 8) was made in the reinforcing bar block; When the reinforcing cage diameter was 600mm or 800mm, well word shape (see figure 9) was made in the reinforcing bar block.
Technical scheme of the present invention make the center press cast-in-place concrete pile after plant the cage operation more rationally, reliable, not only improved the cage condition of planting, guarantee to plant the cage success rate, and can reduce requirement, the assurance pile quality concrete construction.
Above-mentionedly only a specific embodiment of the present invention is illustrated, but can not be as protection scope of the present invention, the equivalence that every foundation design spirit of the present invention has been done changes or modifies, and all should think to fall into protection scope of the present invention.
Claims (7)
1, a kind of concrete bored pile piling technology of implanted reinforced bar cage comprises boring in place, is drilled into hole depth, and the limit is carried and bored limit pump pressure concrete, and the pump pressure concrete inserts reinforcing cage, pile to the stake top before the pile body concrete does not coagulate; It is characterized in that: will plant the rigid bar insertion reinforcing cage inner chamber that cage assembly is connected with vibration, rigid bar is planted cage assembly end play with vibration and is connected, before the pile body concrete does not coagulate, cage assembly, rigid bar and reinforcing cage are planted in the vibration of slinging, the reinforcing cage lower end is inserted in the concrete pile body, the exciting force that relies on gravity and vibration to plant cage assembly carries out vibratory impulse to the rigid bar middle and upper part, and active force is passed to the reinforcing cage bottom by rigid bar, make reinforcing cage sink to desired depth, then rigid bar is extracted ground with the method for vibration.
2, technology according to claim 1 is characterized in that: rigidity power transmission rod member adopts H shaped steel or steel pipe, and cage assembly is planted in the vibration of slinging and reinforcing cage flexibly connects with wire rope.
3, according to claim 1 or 2 described technologies, it is characterized in that: the reinforcing cage lower end is provided with the block of making load with reinforcing bar, the reinforcing bar axis is perpendicular to being projected as crosswise or well word shape on the reinforcing cage axis plane of projection, and being projected as of reinforcing cage axis plane of projection is trapezoidal being parallel to.
4, technology according to claim 2 is characterized in that: rigidity power transmission rod member adopts single steel pipe, the steel pipe lower ending opening, pore is opened on top, in, bottom Kai Bao starches the hole; Or many parallel steel tube of rigidity power transmission rod member employing, connect with lacing between the parallel steel tube.
5, technology according to claim 3 is characterized in that: rigid bar is planted the actual amplitude of cage assembly end play greater than vibrating hammer with vibration.
6, technology according to claim 1, it is characterized in that: when implanted reinforced bar cage sinks to not reaching desired depth at reinforcing cage, rapidly living rigid bar and reinforcing cage with the cable wire rope that suspends in midair on the machine auxiliary hook helps and hangs, crane hook lifting vibrating device hangs as main, utilize the pile pulling principle that reinforcing cage pulling from the concrete pile body is come out, after treating the pile body initial set, repeat above pile-formation process, finish the construction of present walling pile in former stake position.
7, technology according to claim 1 and 2 is characterized in that: the process of implanted reinforced bar cage adopts incomplete off-load to sink to method, relies on the exciting force of gravity and vibrating device that vibratory impulse is carried out in the rigid bar middle and upper part.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200410090810 CN1773024A (en) | 2004-11-12 | 2004-11-12 | Concrete bored pile piling technology with implanted reinforced bar cage |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200410090810 CN1773024A (en) | 2004-11-12 | 2004-11-12 | Concrete bored pile piling technology with implanted reinforced bar cage |
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| CN1773024A true CN1773024A (en) | 2006-05-17 |
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| CN 200410090810 Pending CN1773024A (en) | 2004-11-12 | 2004-11-12 | Concrete bored pile piling technology with implanted reinforced bar cage |
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| CN (1) | CN1773024A (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103097612A (en) * | 2011-01-10 | 2013-05-08 | 亮源工业（以色列）有限公司 | Systems and methods for inserting support members into the ground |
| CN103243709A (en) * | 2013-05-20 | 2013-08-14 | 马春根 | Fast noise-free inserting construction method for super long reinforcement cage |
| CN104120720A (en) * | 2014-08-01 | 2014-10-29 | 中国铁建大桥工程局集团有限公司 | Method for accurately implanting large-diameter pile casing into strong wave flow force inclined bare rock |
| CN104846828A (en) * | 2015-03-31 | 2015-08-19 | 中铁十九局集团第三工程有限公司 | Vibrating device and vibrating method for back-inserted type reinforcement cage cast-in-situ pile |
| CN108442361A (en) * | 2018-04-28 | 2018-08-24 | 山西建筑工程有限公司 | A kind of anti-levitating device of filling concrete pile cages fluking type and application method |
| CN109406340A (en) * | 2018-12-25 | 2019-03-01 | 浙江大学 | Hammer the device and method of prepressing type test cartridge connection structure compactness of grouting |
| CN109566191A (en) * | 2018-12-10 | 2019-04-05 | 江苏省农业科学院 | A kind of portable greenhouse ground intubation mechanism |
| CN116641369A (en) * | 2023-05-29 | 2023-08-25 | 中国电建集团成都勘测设计研究院有限公司 | Long spiral drilling pressure grouting pile bar planting method and bar planting out-of-place treatment method |
-
2004
- 2004-11-12 CN CN 200410090810 patent/CN1773024A/en active Pending
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103097612A (en) * | 2011-01-10 | 2013-05-08 | 亮源工业（以色列）有限公司 | Systems and methods for inserting support members into the ground |
| CN103243709A (en) * | 2013-05-20 | 2013-08-14 | 马春根 | Fast noise-free inserting construction method for super long reinforcement cage |
| CN104120720A (en) * | 2014-08-01 | 2014-10-29 | 中国铁建大桥工程局集团有限公司 | Method for accurately implanting large-diameter pile casing into strong wave flow force inclined bare rock |
| CN104120720B (en) * | 2014-08-01 | 2016-02-24 | 中国铁建大桥工程局集团有限公司 | The accurate method for implantation of high-amplitude wave stream power inclined uncovered rock major diameter casing |
| CN104846828A (en) * | 2015-03-31 | 2015-08-19 | 中铁十九局集团第三工程有限公司 | Vibrating device and vibrating method for back-inserted type reinforcement cage cast-in-situ pile |
| CN108442361A (en) * | 2018-04-28 | 2018-08-24 | 山西建筑工程有限公司 | A kind of anti-levitating device of filling concrete pile cages fluking type and application method |
| CN108442361B (en) * | 2018-04-28 | 2024-05-10 | 山西建筑工程集团有限公司 | Reinforced cage barb type anti-floating device for bored concrete pile and use method |
| CN109566191A (en) * | 2018-12-10 | 2019-04-05 | 江苏省农业科学院 | A kind of portable greenhouse ground intubation mechanism |
| CN109406340A (en) * | 2018-12-25 | 2019-03-01 | 浙江大学 | Hammer the device and method of prepressing type test cartridge connection structure compactness of grouting |
| CN116641369A (en) * | 2023-05-29 | 2023-08-25 | 中国电建集团成都勘测设计研究院有限公司 | Long spiral drilling pressure grouting pile bar planting method and bar planting out-of-place treatment method |
| WO2024244289A1 (en) * | 2023-05-29 | 2024-12-05 | 中国电建集团成都勘测设计研究院有限公司 | Method for planting reinforcing bars of long spiral drilled press-grouting pile, and method for handling not-in-place planting of reinforcing bars of long spiral drilled press-grouting pile |
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