CN109610342A - A kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method - Google Patents
A kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method Download PDFInfo
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- CN109610342A CN109610342A CN201910047087.0A CN201910047087A CN109610342A CN 109610342 A CN109610342 A CN 109610342A CN 201910047087 A CN201910047087 A CN 201910047087A CN 109610342 A CN109610342 A CN 109610342A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
The invention belongs to high-speed railway bridge fields, and in particular to a kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method, comprising: by the straightening of first segment prefabricated tubular pile and squeeze into ground；The second section prefabricated tubular pile is welded on first segment prefabricated tubular pile；The screw rod of long bolt drilling machine is inserted to tubular pole internal drilling, the depth of pilot hole to design requirement under the top of the second section prefabricated tubular pile, then by its straightening and squeezes into ground；Third section prefabricated tubular pile is welded on the second section prefabricated tubular pile, then by its straightening and is squeezed into ground；Subsequent prefabricated tubular pile construction repeats abovementioned steps, until then all prefabricated tubular piles construction finishes after final section prefabricated tubular pile squeezes into ground to projected depth.This construction method uses long bolt drilling machine pilot hole soil compaction, reduces resistance when prestressed reinforced concrete prefabricated tubular pile passes through layer of sand, it is made to pass through layer of sand, beat to projected depth without being exploded, ensure that construction quality.
Description
Technical field
The present invention relates to a kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction methods, belong to high-speed iron
Road and bridge beam field.
Background technique
Conventional ground reinforcing mode --- tubular pole reinforcing is mainly used for room and builds profession, and diameter is in 0.6m hereinafter, conventional pipe
Pile driving construction is directly to squeeze into tubular pole to design position.In high-speed rail construction of railways technique, the deformed bar of diameter 1.0m is mixed
The solidifying current domestic not yet precedent of soil prefabricated tubular pile construction.In North China, geology is with silt, silty clay, clay, flour sand, thin
Based on sand, it is generally the case that only lean on hammering method, tubular pole can not be successfully the layer of sand in soil, be easy to explode pile crown, nothing
Method is beaten to projected depth.
Summary of the invention
In order to solve the above-mentioned technical problem the present invention, provides a kind of high-speed railway bridge major diameter prefabricated tubular pile long spire and draws
Hole construction method.
The technical scheme to solve the above technical problems is that a kind of high-speed railway bridge major diameter prefabricated tubular pile is long
Spiral drawing hole construction method, comprising:
1) piling machine enters construction site, takes first segment prefabricated tubular pile, by its straightening and squeezes into ground；
2) it welds the second section prefabricated tubular pile on above-mentioned first segment prefabricated tubular pile, after natural cooling, is uniformly applied in weld
Brush preservative, then carry out the operation of next step；
3) long bolt drilling machine enters construction site, and the screw rod of long bolt drilling machine is under the top of the second section prefabricated tubular pile
It is inserted to tubular pole internal drilling, the depth of pilot hole to design requirement, then by the second section prefabricated tubular pile straightening and is squeezed into ground；
4) third section prefabricated tubular pile is welded on above-mentioned second section prefabricated tubular pile, after natural cooling, is uniformly applied in weld
Brush preservative, then by third section prefabricated tubular pile straightening and squeeze into ground；
5) subsequent prefabricated tubular pile construction repeats step 4), until final section prefabricated tubular pile squeezes into ground to projected depth
Afterwards, then all prefabricated tubular pile constructions finish.
The beneficial effect of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method of the present invention is:
1, practical
This construction method uses long bolt drilling machine pilot hole soil compaction, reduces prestressed reinforced concrete prefabricated tubular pile and passes through sand
Resistance when layer, makes it pass through layer of sand, beats to projected depth and destroys without being exploded.
This construction method protects prestressed reinforced concrete prefabricated tubular pile pile concrete, ensure that hanging down for tube pile construction
Straight degree makes to reach a standard using the bridge quality of prestressed reinforced concrete prefabricated tubular pile construction.
2, easy to operate, quick
This construction method is easy, quick, easy to operate, and common construction worker can operate after simply instructing, and when construction
Between it is short.
3, energy conservation and environmental protection
This construction method material therefor is common used material in construction, and raw material is easy to get, low in cost, will not be caused to environment
Pollution.
4, safe operation
This construction method is safe and reliable, is less easily accessible to danger using routinely lifting and welding procedure, construction personnel
Position not will cause personal injury.
Based on the above technical solution, the present invention can also be improved as follows.
Further, before construction, following preparation need to be done:
1. smooth construction site；
2. checking whether specification, model and the pile strength of prefabricated tubular pile meet the requirement of design；
3. whether specification, the kind of inspection welding rod or welding wire meet the requirement or national standard " carbon steel specification " of design
The regulation of " gas shielded arc welding carbon steel, low alloy steel welding wire " (GB/T 8110-2008)；
4. whether the dimensional discrepancy and presentation quality of spot-check prefabricated tubular pile meet the requirement of design；
5. marking length mark on prefabricated tubular pile pile body, and the length of pile body is indicated by sequence from bottom to up.
Beneficial effect using above-mentioned further scheme is: smooth construction site is fallen into make piling machine walk back and forth not
Machine, convenient for control pile body verticality；The purpose for checking prefabricated tubular pile specification, size, appearance and pile strength is guaranteed using upper
State the construction quality that prefabricated tubular pile builds bridge；The purpose for checking welding rod or welding wire is that the material that guarantee uses is qualified, is met
Code requirement, will not be caused because of welding rod or Quality of Final Welding Wire problem welding portion occur undercut, overlap, slag inclusion, stomata, crack,
The open defects such as solder skip；The depth of burying of stake is recorded when marking the purpose of length mark on prefabricated tubular pile pile body and being so as to pile sinking
The deflection of degree, every meter of driving number and each Driven Piles.
Further, in 1), the piling machine includes that HHP20 hydraulic impact hammer piling machine or DD160 guide rod type diesel are beaten
Stake machine；
Further, in 1), the equipment for taking first segment prefabricated tubular pile includes piling machine or crane.
Further, in 1), pile body hangs down when first segment prefabricated tubular pile straightening is referred to that first segment prefabricated tubular pile is inserted into ground
Straight degree deviation is not more than 0.3%, and no longer carries out straightening after the pile body of first segment prefabricated tubular pile squeezes into ground 4m.
Beneficial effect using above-mentioned further scheme is: straightening first segment prefabricated tubular pile plays crucial make to pile quality
With whether first segment prefabricated tubular pile pile body vertically decides whether whole pile verticality meets design requirement.
Further, in 2), the welding step of the first segment prefabricated tubular pile and the second section prefabricated tubular pile are as follows: firstly, will
The impurity of first segment prefabricated tubular pile upper surface and the second prefabricated tubular pile lower end surface is removed clean；Secondly, by first segment prefabricated tubular pile
Straight with the pile body of the second section prefabricated tubular pile, both ends of the surface fit closely, and make the perpendicularity deviation of the second section prefabricated tubular pile pile body not
Greater than 0.5%；Finally, using CO between above-mentioned two prefabricated tubular pile2Protection weldering welding；
Further, in 2), the preservative is epoxy resin.
Beneficial effect using above-mentioned further scheme is: brushwork epoxy resin is rusted to prevent weld seam.
Further, in 3), the diameter of the long bolt drilling machine pilot hole is 0.5m~0.8m, and maximum pilot hole depth is 30m
~50m；
Further, in 3), pile body hangs down when the second section prefabricated tubular pile straightening is referred to that the second section prefabricated tubular pile is inserted into ground
Straight degree deviation is not more than 0.5%, and no longer carries out straightening after the pile body of the second section prefabricated tubular pile squeezes into ground 4m.
Beneficial effect using above-mentioned further scheme is: after the pile body of the second section prefabricated tubular pile squeezes into ground 4m no longer
Carrying out straightening is to prevent uneven stress in piling.
Further, in 4), the welding step of the second section prefabricated tubular pile and third section prefabricated tubular pile are as follows: firstly, will
The impurity of second section prefabricated tubular pile upper surface and third prefabricated tubular pile lower end surface is removed clean；Secondly, by the second section prefabricated tubular pile
Straight with the pile body of third section prefabricated tubular pile, both ends of the surface fit closely, and make the perpendicularity deviation of third section prefabricated tubular pile pile body not
Greater than 0.5%；Finally, using CO between above-mentioned two prefabricated tubular pile2Protection weldering welding；
Further, in 4), the preservative is epoxy resin；
Beneficial effect using above-mentioned further scheme is: brushwork epoxy resin is rusted to prevent weld seam.
Further, in 4), pile body hangs down when third section prefabricated tubular pile straightening is referred to that third section prefabricated tubular pile is inserted into ground
Straight degree deviation is not more than 0.5%, and no longer carries out straightening after the pile body of third section prefabricated tubular pile squeezes into ground 4m.
Beneficial effect using above-mentioned further scheme is: after the pile body of third section prefabricated tubular pile squeezes into ground 4m no longer
Carrying out straightening is to prevent uneven stress in piling.
Further, the first segment prefabricated tubular pile, the second section prefabricated tubular pile, third section prefabricated tubular pile and subsequent prefabricated tubular pile
Internal diameter be 50~100cm, pile top selects open-type pile top.
Further, by the first segment prefabricated tubular pile, the second section prefabricated tubular pile, third section prefabricated tubular pile and subsequent prefabricated pipe
The equipment that ground is squeezed into stake includes diesel oil guide rod hammer or hydraulic impact hammer.
Further, in addition to final section prefabricated tubular pile, the first segment prefabricated tubular pile, the second section prefabricated tubular pile, third section
Prefabricated tubular pile and subsequent prefabricated tubular pile stay the pile crown of 0.5m~1m more than ground respectively when squeezing into ground.
Beneficial effect using above-mentioned further scheme is: every section prefabricated tubular pile stays 0.5m~1.0m after squeezing into ground
Head is easy to operate when convenient for the welding of next section prefabricated tubular pile more than ground.
Specific embodiment
The principles and features of the present invention are described below, and the given examples are served only to explain the present invention, is not intended to limit
Determine the scope of the present invention.
Newly-built capital hero inter-city passenger rail is stood from existing Beijing-Kowloon Railway Line Li Ying draws, until Xiong Anxinqu, sets yellow village's elevated station along the line, consolidates
Pacify eastern station, Bazhou northern station, male peace station etc..By the Shanghai Zhong Tie Engineering Bureau be responsible for construction the main construction task of five bid sections be a bridge,
One station, a line and correlation move and change engineering.One bridge is to seize by force grand bridge admittedly, and length is 13.6 kilometers, is located at Langfang City Yongqing County, Guan County
County and Bazhou City are domestic；One station is Bazhou northern station, and 1.6 kilometers of overall length, it is domestic to be located at Bazhou City；One line is dynamic cabling, is located at hero
Peace is domestic.This method has been applied to the construction of solid despot's grand bridge prestressed reinforced concrete prefabricated tubular pile.
1 tubular pole test pile position of table and quantity table
2 main mechanical allocation list of table
| Mechanical equipment title | Specifications and models | Quantity | Remarks |
| Diesel oil guide rod hammer | DD160 | 1 | Impact block mass 16t, maximum stroke 3.0m |
| Hydraulic impact hammer | HHP20 | 1 | Impact block mass 20t, maximum stroke 1.5m |
| Long-spiral drilling machine | / | 1 | Bore diameter is 500mm, and maximum pilot hole depth is 36m |
| Electric welding machine | Carbon-dioxide arc welding | 2 |
Bridge tubular pole test pile uses PHC-1.0-130-AB tubular pole, and tubular pole internal diameter is 740mm, and pile top selects open-type stake
Point, pile top length are respectively two kinds of 0.6m, 1m.Welding should meet professional standard " construction steel structure welding technique regulation "
(JGJ81-2002) pertinent regulations.
One, the construction technology of grand bridge prestressed reinforced concrete prefabricated tubular pile is seized by force admittedly
1, preparative work before construction
1. smooth construction site；
2. checking whether specification, model and the pile strength of prefabricated tubular pile meet the requirement of design；
3. whether specification, the kind of inspection welding rod or welding wire meet the requirement or national standard " carbon steel specification " of design
The regulation of " gas shielded arc welding carbon steel, low alloy steel welding wire " (GB/T 8110-2008)；
4. whether the dimensional discrepancy and presentation quality of spot-check prefabricated tubular pile meet the requirement of table 3 and table 4.Spot-check quantity must not
Pile section number less than 2% and 2 sections must not be less than.When a pile section, which occurs, in sampling result does not meet quality requirement, should double to examine
It looks into, if having found underproof tubular pole again, this batch of tubular pole withdraws scene.
5. marking length mark on prefabricated tubular pile pile body, and the length of pile body is indicated by sequence from bottom to up.
The permissible variation in dimension of 3 tubular pole of table
Note: 1, table inside dimension is on the basis of Pipe pile design drawing；
2, concrete cover to reinforcement should meet design requirement, and no less than 40mm.
The appearance requirement of 4 tubular pole of table
2, stake is taken
Using HHP20 hydraulic impact hammer piling machine, voluntarily towing post takes stake or takes first segment prefabricated tubular pile using 130t crane.
Hook the rear end of tubular pole when taking with iron hook, and wirerope be bundled in the front end of tubular pole away from stake top about 2cm at, it is dilatory to take stake
When, pay attention to the stabilization for keeping piling machine.While the pile crown of part it is noted that the lower section tubular pole of protection bassets, avoid section tubular pole
Slinging fierceness collision in end when straightening causes pile body to rupture.After tubular pole is sling, gently one end is sent into pile cover.
3, straightening pile body verticality
Straightening first segment prefabricated tubular pile, the perpendicularity deviation of pile body is not more than when first segment prefabricated tubular pile being made to be inserted into ground
0.3%.Measurement tubular pile body includes the verticality of pile driving frame guide rod.This test pile is used with two total stations from piling machine
Direction is observed at an angle of 90 other than 10m, and every 2m measurement is primary.Straightening is no longer carried out after pile body squeezes into ground 4m, is prevented
Uneven stress in piling.
4, it drives piles
When lifting by crane prefabricated pile, the wirerope and rigging for hanging stake are first fastened, is then tied near a upper end 30cm with rigging
Prefabricated pile is hung in place, recurrence, and stake is promoted to after plumbness, is sent into pile frame guide rod, accurately to good stake position；Rope can be removed
Tool.It then will be within the scope of tubular pole verticality straightening to code requirement using total station.
When starting piling, is first driven piles in the form of freely falling body with weight, stop to hammer into shape at 2m when getting to, utilize total station
Pile body and pile frame, pile monkey are observed whether in same vertical line, after the 4m that buries, then continuous injection；It is used at any time during piling
The verticality of theodolite inspection stake.Stay the pile crown of 0.5m~1m more than ground after first segment prefabricated tubular pile squeezes into ground, just
It is easy to operate when the welding of next section prefabricated tubular pile.
5, pile extension
Welding step includes: firstly, first segment prefabricated tubular pile upper surface and the impurity of the second prefabricated tubular pile lower end surface is clear
Except clean；Secondly, first segment prefabricated tubular pile and the pile body of the second section prefabricated tubular pile is straight, both ends of the surface are fitted closely, must not be
There is gap in joint, makes the perpendicularity deviation of the second section prefabricated tubular pile pile body no more than 0.5%, and dislocation deviation is not answered between tube coupling
Greater than 2mm；Finally, using CO between above-mentioned two prefabricated tubular pile2Protection weldering welding, weld interval was at 30-45 minutes.It is protected when welding
Disposable welding fabrication is demonstrate,proved, weld seam is full, and welding portion does not have the appearances such as undercut, overlap, slag inclusion, stomata, crack, solder skip to lack
It falls into.
Prefabricated tubular pile after the completion of welding, after natural cooling is not less than 8min, in the uniform brushing preservative epoxy of weld
Resin, then carry out the operation of next step.
6, pilot hole
The drilling rod center of long bolt drilling machine is directed at the second section prefabricated tubular pile hole location center and carries out drawing hole construction, from described second
It saving and is inserted to tubular pole internal drilling under the top of prefabricated tubular pile, drilling vertical subsidence is kept in work progress, pilot hole diameter is 500mm,
Pilot hole to design requirement depth.
7, it drives piles
The second section prefabricated tubular pile is squeezed into again, checks the verticality of stake during piling with theodolite at any time, guarantees the second section
The perpendicularity deviation of prefabricated tubular pile pile body be not more than 0.5%, after the pile body of the second section prefabricated tubular pile squeezes into ground 4m no longer into
Row straightening prevents uneven stress in piling.Second section prefabricated tubular pile squeeze into behind ground stay the pile crown of 0.5m~1m ground with
On, it is easy to operate when convenient for the welding of next section prefabricated tubular pile.
8, it pile extension and drives piles
Welding step includes: firstly, the impurity of the second section prefabricated tubular pile upper surface and third prefabricated tubular pile lower end surface is clear
Except clean；Secondly, the pile body of the second section prefabricated tubular pile and third section prefabricated tubular pile is straight, both ends of the surface are fitted closely, must not be
There is gap in joint, makes the perpendicularity deviation of third section prefabricated tubular pile pile body no more than 0.5%, and dislocation deviation is not answered between tube coupling
Greater than 2mm；Finally, using CO between above-mentioned two prefabricated tubular pile2Protection weldering welding, weld interval was at 30-45 minutes.It is protected when welding
Disposable welding fabrication is demonstrate,proved, weld seam is full, and welding portion does not have the appearances such as undercut, overlap, slag inclusion, stomata, crack, solder skip to lack
It falls into.
Prefabricated tubular pile after the completion of welding, after natural cooling is not less than 8min, in the uniform brushing preservative epoxy of weld
Resin.
Third section prefabricated tubular pile is squeezed into again, checks the verticality of stake during piling with theodolite at any time, guarantees third section
The perpendicularity deviation of prefabricated tubular pile pile body be not more than 0.5%, after the pile body of third section prefabricated tubular pile squeezes into ground 4m no longer into
Row straightening prevents uneven stress in piling.Third section prefabricated tubular pile squeeze into behind ground stay the pile crown of 0.5m~1m ground with
On, it is easy to operate when convenient for the welding of next section prefabricated tubular pile.
9, subsequent construction
Subsequent prefabricated tubular pile construction repeats abovementioned steps 8, until final section prefabricated tubular pile squeezes into ground to projected depth
Afterwards, then all prefabricated tubular pile constructions finish.
In addition to final section prefabricated tubular pile, stay the pile crown of 0.5m~1m on ground respectively when subsequent prefabricated tubular pile squeezes into ground
More than.
10, final set standard
1., should be based on the control of stake end designed elevation, supplemented by penetration control when stake end is located at general soil layer.
2. when stake end reach hard, hard plastic cohesive soil, in the bearing stratums such as the close above silt, flour sand, cobble sand when, into
Enter supporting course not less than 1.5m.It should be based on penetration control, supplemented by the control of stake end absolute altitude.
3. pile penetration reaches design requirement and stake end absolute altitude should continuously hammer 3 times, and press every gust when being not up to designed elevation
10 pile penetrations hit are no more than subject to 50-90mm.
4. continuous three gusts reach design objective, i.e. every gust 10 injection hit after confirmation stake end enters design supporting course
Degree is equal to the pile penetration less than design requirement.If design objective is not achieved, pile follower, pile extension should be taken, change stake is long etc. arranges
It applies.
Two, test pile performance
5 position DK71+200 tubular pole test pile of table squeezes into data statistic
| Serial number | Pile No. | Stake long (m) | Stake diameter (mm) | Pilot hole depth (m) | Shoe form | Total blow counts | Last 1m pile penetration |
| 1 | Test pile 4 | 32.9 | 1000 | 31 | Long 0.6m open-type | 3487 | 10mm/10 is hit |
| 2 | Test pile 5 | 38.8 | 1000 | 36 | Long 0.6m open-type | 1995 | 97mm/10 is hit |
| 3 | Test pile 6 | 42.0 | 1000 | 36 | Long 0.6m open-type | 1278 | 78mm/10 is hit |
| 4 | Test pile 7 | 42.0 | 1000 | 36 | Long 0.6m open-type | 4557 | 33mm/10 is hit |
| 5 | Test pile 8 | 42.0 | 1000 | 36 | Long 0.6m open-type | 2320 | 47mm/10 is hit |
| 6 | Test pile 9 | 42.0 | 1000 | 36 | Long 0.6m open-type | 2656 | 46mm/10 is hit |
Three, detection method
3.1 single pile bearing capacity
Test principle: single pile bearing capacity is the working condition for simulating stake vertical applied force.By hydraulic jack
It is placed at the top of test pile, is completed using buttress-ballast platform and ballast-jack counterforce device and static plate load test instrument control system
Loading observation.Vertical load is applied to stake top by the compression system that jack, oil pump and pressure sensor form, uses displacement sensing
The settling amount of test pile under the load action that device (dial gauge) measurement changes over time.According to static test data and achievement curve,
The vertical allowable load capacity of single pile measured value by inspection stake is determined by corresponding codes and standards.
This accumulation load method static load test, using maintained load test (ML-test) at a slow speed.Test process is according to People's Republic of China's row
Industry standard " railway engineering Test Technology of Pile Foundation regulation " (TB10218-2008) executes.Single pile design bearing capacity limiting value is
10000kN, added counterweight are not less than 1.3 times of maximum load amount.
1, test plus unloading manner are as follows:
1. load classification carry out, step by step equivalent load, classification load be maximum load amount 10000kN 1/10, i.e., every grade
1000kN；The first order takes 2 times of classification load.
2. unloading classification carries out, every grade of unloading measures 2 times of load time stage load.
3. should make when Load-unload load transmitting uniformly, it is continuous, without impact, variation width of the every grade of load in maintenance process
Degree is no more than ± the 10% of classification load.
2, maintained load test (ML-test) test procedure is as follows at a slow speed:
1. every grade of load is surveyed by the 5th, 15,30,45,60min after applying and reads pile head settlement amount, surveys and read every 30min later
Once.
2. detected stake settles opposite stability criterion: the pile head settlement amount in each hour is no more than 0.1mm, and continuously goes out
Twice (since 30min after classification load application, by 1.5h, continuously the settlement observation value of every 30min is calculated three times) now.
3. when pile head settlement rate reaches opposite stability criterion, then applying next stage load.
4. unload, every grade of load maintains 1h, is surveyed after reading pile head settlement amount by the 15th, 30,60min, can unload next stage
Load.After being offloaded to zero, should survey and read stake top residual settlement amount, hold time as 3h, surveying read time is 15,30min, later every
30min, which is surveyed, to be read once.
3, when there are following situations for the moment, load is terminated:
1. under certain grade of load action, pile head settlement amount is greater than 5 times of settling amount under previous stage load action.
Note: when pile head settlement can relatively stable and total settlement be less than 40mm when, being preferably loaded onto pile head settlement amount is more than 40mm.
2. under certain grade of load action, pile head settlement amount is greater than under previous stage load action 2 times of settling amount, and through for 24 hours still
Not up to respect to stability criterion.
3. having reached the maximum load amount of design requirement.
4. the amount of pulling out has reached permissible value on anchoring pile when engineering pile makees anchoring pile.
5. being loaded onto stake top total settlement 60-80mm when load-subsidence curve is in slow change type；Under special circumstances,
It is more than 80mm that stake top can be loaded onto according to specific requirement to add up settling amount.
4, vertical allowable load capacity of single pile determines as follows:
1. taking it that the obvious corresponding payload values of starting point dropped suddenly occur drop type Q-s curve suddenly；
2. curved previous stage payload values under taking s-lgt curve tail to occur obviously；
3. under certain grade of load action, pile head settlement amount is greater than 2 times of settling amount under previous stage load action, and 24 small fashion
Not up to respect to stability criterion, previous stage payload values are taken；
4. can determine according to settling amount for slow change type Q-s curve, the corresponding payload values of 40mm are preferably taken；It is greater than when stake is long
When 40m, pile body Elastic penetration is preferably considered；The stake more than or equal to 800m long for stake, can use s=0.05D, (D is that stake end is straight
Diameter) corresponding payload values；(note: when the vertical compression bearing capacity for determining stake by above-mentioned four sections is not up to the limit, the vertical of stake resists
Pressure ultimate bearing capacity should take maximum Test Loading Value for Loading).
5, vertical allowable load capacity of single pile statistical value determines:
According to code requirement, test points should not be less than at 3 points, when detected engineering pile vertical allowable load capacity of single pile
Test result it is very poor no more than average value 30% when, average value is vertical allowable load capacity of single pile statistical value.
3.2 pile integrity detections (low strain reflected wave method)
Low strain reflected wave method: using transient impact mode, by surveying stake top acceleration or speed responsive time-domain curve,
Foundation pile pile body integrity, i.e. defective locations and its influence degree existing for pile body are determined using one-dimensional fluctuation theory analysis.
3.3 Large strain methods
Large strain method: this method is suitable for detecting the vertical compression bearing capacity and pile body integrity of prefabricated pile.
1, instrument and equipment:
1. the main technical performance index of detecting instrument is not lower than table 1 in " foundation pile movable measurement instrument " (JG/T 3055) and provides
2 grade standards, and should have the function of preservation, display actual measurement power and speed signal and signal disposal and analysis.
2. hammering equipment should have firm guiding device, piling machinery or similar device all can be used as hammering equipment
(except guide rod type diesel hammer).Weight answers uniform in material, symmetrical shape, hammer bottom smooth, and ratio cannot be less than 1 to Gao Jing (width), and adopt
Cylinder iron or cast steel monoblock cast.
3. carry out loading test, the hammer of selection should be greater than estimating the 1.0%-1.5% of ultimate bearing capacity of single pile again.Hammer
Weight and hammer are fallen away from can choose whether should to be properly subject to effectively and the stake side of abundant provocative test stake and pile-end soil resistance.
4. the Instrument measurings such as precision level can be used in the people's degree that passes through of stake.
2, the preparation before detecting should be met the following requirements:
1. stake top face is answered smooth, stake top height should meet the requirement of hammering device, and pile monkey center of gravity should be hammered with stake item centering
Device erection should be consolidated vertically.
2. should do consolidation process to the pile crown that cannot bear hammering, the area of processing should be identical as tested stake, strong concrete
Degree should be higher than that the intensity of tested stake.When conditions permit, pile for prestressed pipe should select stake top to have the stake of end plate as far as possible
As test pile.
3, the installation of sensor should be met the following requirements:
1. two sides are symmetrically installed acceleration transducer and strain transducer each 1 under stake top, at a distance from stake top not
It should be less than 1.0 times of stake diameter or side length.Sensor mounting surface is answered smooth, and the material and size in place section are identical as tested stake.
2. the center of strain transducer and acceleration transducer should be located at same horizontal line on, with level between side senser away from
From not preferably greater than 100mm.It sensor central axes should be parallel with stake axis.
3. sensor after the installation is completed should be close to pile body surface, sensor must not loosen when hammering.Strain sensing is installed
When device, reply sensor initial deformation amount is monitored, and initial deformation amount should be in the range of instrument provides.It should be set at the top of pile crown
Dolly is set, dolly preferably uses the homogeneous materials such as thousand planks or the dry glue plywood of 10-30mm thickness.
4, parameter setting should be met the following requirements before detecting instrument detects:
1. sampling time interval is preferably 100-200 μ s, signal sampling points should not be less than at 1024 points.
2. the setting value of sensor should be set by measurement and calibration result.
3. the stake sectional dimension at measuring point should determine that velocity of wave, mass density and elasticity modulus should be by reality by actual measurement
Situation setting.
4. stake below measuring point is long and the data of design document or construction note offer can be used as setting value in sectional area.
5. the value of piling mass density: concrete precast pile 2.45-2.50t/m3.It is centrifuged tubular pole 2.55-2.60t/m3。
6. pile body velocity of wave has examined the average velocity of wave initial setting of stake in combination with local experience or by same place same type, scene
It should be adjusted by this regulation after the completion of detection.
7. piling elasticity modulus should be calculated as follows:
In E=ρ .c formula
Mono- piling elasticity modulus (kPa) of E；
Mono- pile body of c-dimension longitudinal stress velocity of wave propagation (m/s)；
Mono- piling mass density (t/m') of ρ.
5, on-site test should be met the following requirements:
1. should check confirmation sensor, connecting cable and connector without open circuit, short circuit phenomenon before detection.Pass through instrument internal
Calibration mode, exact p-value system are in normal condition, and by the regulation setup parameter of this regulation.
2. the every effective hammering signal recorded by inspection stake should move displacement, maximum speed, pile body maximum according to stake top maximum
Compression, hammering energy, pile penetration, signal quality and defect level and its development etc. are comprehensive to be determined.
3. weight and hammer carrier installation are in place, it is ensured that the center of gravity and the centering of stake item of hammer, hammer carrier are leveled up, and central axes are vertical, and
Guarantee is also vertical when dropping hammer；When using free-falling hammer as hammering equipment, suitable heavy hammer and low strike, maximum hammering is fallen away from being not greater than
2.5m。
4. should check the quality of acquisition data when detection in time, when actual measurement power and the imbalance of rate curve peak ratio, answer
Analysis reason retests when necessary；When two sides force signal amplitude differs 1 times, impact device should be adjusted, is retested；Hair
Existing test waveform disorder or four-way signal be not full-time, retests after should analyzing reason；Pile body has obvious shortcoming or defect journey
Degree aggravation, should stop detecting.
6, people's degree is passed through in the appropriate to the occasion actual measurement stake of loading test, clicks pile penetration preferably between 2-6mm.
The test of 3.4 horizontal bearing capacity of single pile
This horizontal bearing capacity of single pile test, using maintained load test (ML-test) at a slow speed.Horizontal thrust loading device uses oil pressure thousand
Jin top, load capability should be greater than 1.3 times of maximum finder charge.The counter-force of horizontal thrust can be mentioned by adjacent studs or existing structure
For；When specially setting counterforce structure, bearing capacity and rigidity should be greater than 1.3 times of test pile.
1, test plus unloading manner are as follows:
1. load classification carries out, equivalent is loaded step by step, and the first order takes 2 times of classification load.
2. unloading classification carries out, every grade of unloading measures 2 times of load time stage load.
3. should make when Load-unload load transmitting uniformly, it is continuous, without impact, variation width of the every grade of load in maintenance process
Degree is no more than ± the 10% of classification load.
2, maintained load test (ML-test) test procedure is as follows at a slow speed:
1. every grade of load is surveyed by the 5th, 15,30,45,60min after applying and reads pile head settlement amount, surveys and read every 30min later
Once.
2. detected stake settles opposite stability criterion: the pile head settlement amount in each hour is no more than 0.1mm, and continuously goes out
Twice (since 30min after classification load application, by 1.5h, continuously the settlement observation value of every 30min is calculated three times) now.
3. when pile head settlement rate reaches opposite stability criterion, then applying next stage load.
4. unload, every grade of load maintains 1h, is surveyed after reading pile head settlement amount by the 15th, 30,60min, can unload next stage
Load.After being offloaded to zero, should survey and read stake top residual settlement amount, hold time as 3h, surveying read time is 15,30min, later every
30min, which is surveyed, to be read once.
3, when test during occur following situations it-when, load can be terminated:
1. pile body fractures.
2. horizontal displacement is more than 30-40mm (weak soil takes 40mm).
3. horizontal displacement reaches the horizontal displacement permissible value of design requirement.
4, this experiment is suggested referring to " architecture foundation pile inspection specifications " (JGJ106-2014)
(1) the determination of horizontal bearing capacity of single pile characteristic value should be met the following requirements:
1. can use horizontal critical load when pile body does not allow to crack or the pile body ratio of reinforcement of bored concrete pile is less than 0.65%
0.75 times is used as horizontal bearing capacity of single pile characteristic value.
2. being not less than 0.65% bored concrete pile to precast reinforced concrete piles, piling bar and the pile body ratio of reinforcement, design stake can use
0.75 times of load corresponding to top mark eminence horizontal displacement is used as horizontal bearing capacity of single pile characteristic value；Horizontal displacement can be by following rule
Determine value:
1) building sensitive to horizontal displacement takes 6mm；
2) building insensitive to horizontal displacement takes 10mm.
It takes the level of design requirement to allow to be displaced corresponding load as horizontal bearing capacity of single pile characteristic value, and stake should be met
Body demand of anti-crack.
(2) the determination of the proportionality coefficient m value of static horizontal loading test:
When stake top freedom and when horizontal force action position is located at ground, m value can be determined by following equation:
In formula on m- ground static horizontal loading test proportionality coefficient (kN/m4)；
α-stake horizontal distortion coefficient (M-1)；
ν y- Horizontal Displacement coefficient, when >=4.0 (embedded depth that h is stake)；Vy0=2.441
H- acts on the horizontal force (kN) on ground；
The horizontal displacement (m) of Y0- horizontal force action point；
EI- pile body bending stiffness (kNm2) wherein E be pile shaft material elasticity modulus, I be pile body second moment of area of tranformed section；
B0- pile body calculates width (m)；For round stake: as stake diameter D≤1m, b0=0.9 (1.5D+0.5)；
As stake diameter D > 1m, b0=0.9D+1).For rectangular pile: as hem width B≤1m, b0=1.5B+0.5；Work as side
When wide B > 1m, b0=B+1.
Four, testing result
(1) the results are shown in Table 6 for test pile pile integrity detection.
6 test pile pile integrity detection result summary sheet of table
(2) Large strain on-site test data summary table is as shown in table 7.
7 test pile Large strain on-site test result summary sheet of table
(3) single pile bearing capacity on-site test data summary table is as shown in table 8.
8 single pile bearing capacity result table of table
(4) test pile horizontal bearing capacity of single pile test result is as shown in table 9.
9 horizontal bearing capacity of single pile test data table of table
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all in spirit of the invention and
Within principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.
Claims (10)
1. a kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method characterized by comprising
1) piling machine enters construction site, takes first segment prefabricated tubular pile, by its straightening and squeezes into ground；
2) it welds the second section prefabricated tubular pile on above-mentioned first segment prefabricated tubular pile, after natural cooling, is uniformly brushed in weld anti-
Rotten agent, then carry out the operation of next step；
3) long bolt drilling machine enters construction site, and the screw rod of long bolt drilling machine is inserted under the top of the second section prefabricated tubular pile
Tubular pole internal drilling, the depth of pilot hole to design requirement, then by the second section prefabricated tubular pile straightening and squeeze into ground；
4) third section prefabricated tubular pile is welded on above-mentioned second section prefabricated tubular pile, after natural cooling, is uniformly brushed and is prevented in weld
Rotten agent, then by third section prefabricated tubular pile straightening and squeeze into ground；
5) subsequent prefabricated tubular pile construction repeats step 4), until after final section prefabricated tubular pile squeezes into ground to projected depth, then
All prefabricated tubular pile constructions finish.
2. a kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method according to claim 1,
It is characterized in that, before construction, following preparation need to be done:
1. smooth construction site；
2. checking whether specification, model and the pile strength of prefabricated tubular pile meet the requirement of design；
3. check specification, the kind of welding rod or welding wire whether meet design requirement or national standard " carbon steel specification " and
The regulation of " gas shielded arc welding carbon steel, low alloy steel welding wire " (GB/T 8110-2008)；
4. whether the dimensional discrepancy and presentation quality of spot-check prefabricated tubular pile meet the requirement of design；
5. marking length mark on prefabricated tubular pile pile body, and the length of pile body is indicated by sequence from bottom to up.
3. a kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method according to claim 1,
It is characterized in that, in 1), the piling machine includes HHP20 hydraulic impact hammer piling machine or DD160 guide rod type diesel pile driver；Institute
Stating the equipment for taking first segment prefabricated tubular pile includes piling machine or crane.
4. a kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method according to claim 1,
It is characterized in that, in 1), the verticality of pile body is inclined when first segment prefabricated tubular pile straightening is referred to that first segment prefabricated tubular pile is inserted into ground
Difference is not more than 0.3%, and no longer carries out straightening after the pile body of first segment prefabricated tubular pile squeezes into ground 4m.
5. a kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method according to claim 1,
It is characterized in that, in 2), the welding step of the first segment prefabricated tubular pile and the second section prefabricated tubular pile are as follows: firstly, by first segment
The impurity of prefabricated tubular pile upper surface and the second prefabricated tubular pile lower end surface is removed clean；Secondly, by first segment prefabricated tubular pile and second
The pile body for saving prefabricated tubular pile is straight, and both ends of the surface fit closely, and are not more than the perpendicularity deviation of the second section prefabricated tubular pile pile body
0.5%；Finally, using CO between above-mentioned two prefabricated tubular pile2Protection weldering welding；
The preservative is epoxy resin.
6. a kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method according to claim 1,
It is characterized in that, in 3), the diameter of the long bolt drilling machine pilot hole is 0.5m~0.8m, and maximum pilot hole depth is 30m~50m；
The perpendicularity deviation of pile body is not more than when second section prefabricated tubular pile straightening is referred to that the second section prefabricated tubular pile is inserted into ground
0.5%, and straightening is no longer carried out after the pile body of the second section prefabricated tubular pile squeezes into ground 4m.
7. a kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method according to claim 1,
It is characterized in that, in 4), the welding step of the second section prefabricated tubular pile and third section prefabricated tubular pile are as follows: firstly, by the second section
The impurity of prefabricated tubular pile upper surface and third prefabricated tubular pile lower end surface is removed clean；Secondly, by the second section prefabricated tubular pile and third
The pile body for saving prefabricated tubular pile is straight, and both ends of the surface fit closely, and are not more than the perpendicularity deviation of third section prefabricated tubular pile pile body
0.5%；Finally, using CO between above-mentioned two prefabricated tubular pile2Protection weldering welding；
The preservative is epoxy resin；
The perpendicularity deviation of pile body is not more than when third section prefabricated tubular pile straightening is referred to that third section prefabricated tubular pile is inserted into ground
0.5%, and straightening is no longer carried out after the pile body of third section prefabricated tubular pile squeezes into ground 4m.
8. a kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method according to claim 1,
Be characterized in that, the first segment prefabricated tubular pile, the second section prefabricated tubular pile, third section prefabricated tubular pile and subsequent prefabricated tubular pile internal diameter
It is 50~100cm, pile top selects open-type pile top.
9. a kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method according to claim 1,
It is characterized in that, the first segment prefabricated tubular pile, the second section prefabricated tubular pile, third section prefabricated tubular pile and subsequent prefabricated tubular pile is squeezed into
The equipment on ground includes diesel oil guide rod hammer or hydraulic impact hammer.
10. a kind of high-speed railway bridge major diameter prefabricated tubular pile long spire drawing hole construction method according to claim 1,
It is characterized in that, in addition to final section prefabricated tubular pile, the first segment prefabricated tubular pile, the second section prefabricated tubular pile, third section prefabricated pipe
Stake and subsequent prefabricated tubular pile stay the pile crown of 0.5m~1m more than ground respectively when squeezing into ground.
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