CN1641113A - Prewhirl spray auxiliary pile sinking construction method - Google Patents
Prewhirl spray auxiliary pile sinking construction method Download PDFInfo
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- CN1641113A CN1641113A CN 200410092416 CN200410092416A CN1641113A CN 1641113 A CN1641113 A CN 1641113A CN 200410092416 CN200410092416 CN 200410092416 CN 200410092416 A CN200410092416 A CN 200410092416A CN 1641113 A CN1641113 A CN 1641113A
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Abstract
This invention discloses a method of assistant stake sinking by revolving spray, in this method we ensure the thickness of underground revolving spray before stake sinking, and use revolving spray to drill to move to the resistance layer of stake sinking in stake sinking point, then pass syrup liquid to the drill pole to carry the head of spray using the high pressure pump, with the high pressure level shoot to flow to spray to go in to resistance layer with jet pressure above 30 Mpas, at the same time the drill pole revolving at 15-30 r/ min, promoting with 15-30 cm/ min speed, to the resistance layer of underground sinking stake to harass revolving spray, then using the sinking stake equipments. The method of the invention avoided taking the soil from top to bottom in the beginning from the natural horizon, lowering resistance of sinking, raised sinking speed and protected stake body, increased the side rub resistance of the stake after the formation of stake. The invention is applicable to the processing of preparing stake used in underground stake sinking resistance layer in engineering construction.
Description
Technical field
The present invention relates to a kind of foundation treatment construction method, particularly a kind of in prefabricated pile foundation engineering construction pile sinking at need, the prewhirl spray auxiliary pile sinking construction method that is adopted.
Background technology
In prefabricated pile foundation engineering construction, generally adopt pile driving method by hammer, pile jacking in method pile sinking.In the geological conditions areas with complicated, the stake that particularly will penetrate hard native interlayer, slity soil, sand bed, boulder bed (wherein has the steel bar concrete precast square pile, the PHC pile for prestressed pipe, steel pipe pile etc.), no matter be pile driving method by hammer or pile jacking in method, all very difficult during pile sinking, the footpath of design stake especially in recent years is increasing, and pile sinking equipment is also more and more huger thereupon.
Use the pile driving method by hammer pile sinking, if it is big to run into penetrating resistance, show that mainly hammer number is many, the pile hammer bounce is big, has increased impact force, makes pile body impaired.Simultaneously also shorten the pile hammer operating period, even damage pile hammer.The stake that has hammering sum in pile driving process has surpassed JGJ94-94 " technical code for building pile foundation " regulation, and the stake that has meets or exceeds the pile penetration of " standard " regulation and pile sinking more.
Often because the pressure of Static pressure pile driver is far smaller than penetrating resistance, wear only underground hard resistant layer during pile sinking that downforce makes inadequately with the pile jacking in method pile sinking, pile sinking is not in place.As in Taiyuan iron and steel group 1,500,000 tons of stainless steel projects pile foundation engineering test pile process, having adopted YZY500T Static pressure pile driver test pile; The PHC600 pile tube passes stratum the 3rd～4 floor in Taiyuan Iron and Steel Co. stainless steel district pile sinking sand bed with enter the 7th floor closely knit in stake resistance during sand bed more than 9000KN, and the great talent 5000KN of static pressure machine downforce, obviously downforce is big inadequately.The maximum downforce of the static pressure machine of the domestic maximum of China is 6000KN-8000KN at present, because assembly unit, transportation, downforce and the operating efficiency of static pressure machine can not show a candle to diesel pile hammer, so popularity rate is not high.
In order to solve pile sinking difficult problem in the above-mentioned prefabricated pile foundation engineering construction, traditional auxiliary pile sinking method has prebored hole auxiliary pile sinking method, bath auxiliary pile sinking method.Though these two kinds of auxiliary pile sinking methods produce effect to pile sinking, have following problem: (1) operating expenses height, complex procedures.(2) influence the construction speed of pile sinking.(3) side-friction force of reduction stake, the supporting capacity of influence stake.
Prebored hole auxiliary pile sinking method is in the technology of carrying out pile sinking before the preformed pile pile sinking after the stake site is with spiral drilling machine boring casting again.Because the extruding force when having reduced underground soil layer, so can make stake sink to the design elevation requirement to the preformed pile pile sinking.Great majority use long-spiral drilling machine boring at present; The spiral machine equipment complexity, the earth that gets out need be transported outward, and operating expenses increases 15%～25%.Because the casting pore-forming, make pile sinking after a stake side skin friction significantly descend; Row during construction, the muck haulage time is long, can not form the continuous productive process operation, influences the construction speed of pile sinking.
The basic principle of bath auxiliary pile sinking method is to wash away the sharp soil body of locating of stake to destroy the structure of soil in the place's setting of stake point towards penetrating pipe ejection water under high pressure, thereby and make earth along gushing the soil body resistance that reduced stake point place and the frictional resistance between stake surface and foundation soil body in the stake, make stake in effects such as hammering, vibration, static pressure sinking is buried.Used jetted pile equipment is formed water jet system by high-pressure hydraulic pump, force pipe, band tubing, discharge jet and nozzle etc. during the construction of bath auxiliary pile sinking method.
In can being divided into, jetted pile job practices such as effluxes, outwash effluxes towards interior row, interior dash.
(1) in towards interior row's method: discharge jet is placed in the center of hollow pile, and nozzle does not expose the stake point, is positioned at about pile body 1m and locates, and feeds the auxiliary body refuse of upwards getting rid of of compressed air and starch.
(2) dash the method that effluxes in: discharge jet is placed in the center of hollow pile, and nozzle stretches out 20cm～30cm, and the body refuse slurry that bath is confused will upwards be discharged along stake week outer wall.
(3) outwash effluxes method: the discharge jet more than two is arranged at a side symmetrically, also can be embedded in sometimes in the stake, nozzle should surpass a sharp about 20cm, and the body refuse slurry will upwards be discharged along stake week outer wall.This method operation destroys bigger to all soil of stake, stake is the easy deflection that takes place when sinking.Because the stake side skin friction significantly descended the serious bearing capacity that reduces stake after the soil body at stake week and stake point place was discharged and made pile sinking.And the working procedure complexity consumes a large amount of water, produces the mud contamination public hazards, only should use under specific condition.
More than two kinds of auxiliary pile sinking methods all be to utilize casting to reduce penetrating resistance, and all be to begin to fetch earth from top to bottom from plane naturally, can not fetch earth in underground certain resistant layer selectively.
Summary of the invention
The problem to be solved in the present invention is in prefabricated pile foundation engineering construction process; in the geological conditions areas with complicated; particularly to penetrate underground powder soil horizon, layer of sand, the boulder bed of penetrating resistance layer; no matter be pile driving method by hammer or pile jacking in method; the problem of injection difficulty during pile sinking; its objective is and reduce penetrating resistance, raising pile sinking speed, protection pile body, and behind pile sinking, can increase a side friction resistance again, a kind of prewhirl spray auxiliary pile sinking construction method in underground resistant layer zone is provided therefrom.
The present invention is based on the problem of above-mentioned existence and the purpose that will realize.Implementer's case of being taked is before the preformed pile pile sinking, descend churning absolute altitude and churning thickness definitely, and on pile sinking stake point, be drilled into the penetrating resistance layer with jet drill rig, with high-pressure injection pump slurries are passed through the nozzle of drilling rod termination then, be that high-pressure horizontal jet more than the 30Mpa sprays into the penetrating resistance layer with the expulsion pressure, drilling rod is with 15～30r/min rotation, with 15～30cm/min hoisting velocity simultaneously, descend the pile sinking resistant layer to carry out the churning disturbance over the ground, carry out pile sinking with pile sinking equipment then.
Wherein said churning absolute altitude and the churning thickness of descending definitely is underground churning absolute altitude and the churning thickness that drilling rod penetration rate speed was determined when test pile or jet drill rig pierced the stratum before geological prospecting or the pile sinking before the pile sinking; Described penetrating resistance layer is underground powder soil horizon, layer of sand, the boulder bed that pile sinking is difficult to penetrate; Described slurries are water or bentonite slurry or cement paste.
In the work progress of said method, note following main points:
(1) behind several stake points of churning, carry out pile sinking, when the churning slurries were bentonite slurry or water, the pile sinking time had better not be above 24 hours after the churning at once.When the churning slurries were cement grout, the pile sinking time should also can be added retarding agent less than the initial setting time of cement paste after the churning in cement grout, to prolong the pile sinking time.
(2) construction equipment: used facility or other geological prospecting drilling equipment of churning ground single pipe method construction all can.
(3) churning slurries ratio is: water and swell soil than or the ratio of water and cement be 1: 1.
(4) whitewashing amount is: Q=d
2/ 4 * Л * h * 25%
Q---whitewashing amount
D---pile sinking diameter
Л——3.14
H---jet thickness
(5) different churning equipment can calculate unknown quantity V=H/Q * q according to following formula
V---churning pipe hoisting velocity (m/min)
H---churning thickness (m)
Q---whitewashing amount (L)
The plasma discharge amount (L/min) of q---pump
Advantage and the good effect of the present invention by implementing technique scheme is in the underground resistant layer zone that is difficult to penetrate when the preformed pile pile sinking, utilize jet drill rig equipment extremely after this with slurries (as media such as water, swell soil, cement pastes) churning, carry out pile sinking again, make the subterranean zone soil property that is difficult to pile sinking increase flowability and lubricity, thereby reached the purpose of smooth pile sinking; Its mechanism is to borrow the horizonally projected jet of high pressure slurries constantly to cut stratum soil property and mix with cutting object, underground soil property is carried out local dip, increase soil property flowability and lubricity, have the soil property of mobile and lubricity during pile sinking or be extruded sidesway, by last squeeze or by under push and drag, soil body shear strength is significantly reduced, reduce penetrating resistance.Owing to the extruding of pile body to soil property, the moisture content in institute's churning slurries slowly dissipates with the pore water in the soil property, forms a kind of adhesive at pile body surface behind the pile sinking, makes pile body side friction resistance improve thereby make sandy soil, rubble class soil layer increase cohesiveness.
Prewhirl spray auxiliary pile sinking construction method pile sinking of the present invention is compared as follows with churning hammer piling not, under same geological conditions, use is with a kind of pile sinking equipment pile sinking of model, select No. 1 stake and No. 2 stakes of same model to test comparison, pre-churning pile sinking is not carried out in No. 1 stake, No. 2 stakes are implemented prewhirl spray auxiliary pile sinking construction method in underground resistant layer, to the contrast that experimentizes of the index of two lag pile pile driving processes, and two lag piles behind the pile sinking are carried out loading test, measure the relevant indexs such as supporting capacity of stake, it is as follows to contrast the loading test result at last:
One. with the test contrast of hammering number in the pile driving process
No. 1 sunk pile process hammering number is tested 1 (not the carrying out pre-churning) of seeing attached list
No. 2 sunk pile process hammering number is tested 2 (the carrying out pre-churning) of seeing attached list
Count test card as can be seen by above No. 1 stake and the hammering of No. 2 sunk pile processes, the hammering number obviously reduced about 1/2 when the hammering number compared not churning when pile sinking arrived the churning district.And in pile driving process, stake enters several No. 1 stakes of underground 1～9 meter hammering and No. 2 pile foundations, and this is consistent, and every meter pile sinking hammering number increased when No. 1 stake sank to below 9 meters, waits that every meter pile sinking hammering number is increased sharply when sinking to 22 meters, the pile penetration increase.Every meter pile sinking hammering number did not have showed increased after No. 2 stakes sank to and just arrive pre-churning zone below 9 meters, and every meter pile sinking hammering number just suddenly rises in the time of 23 meters.
Two. with the test contrast of static load
Pile sinking carries out test pile again after 15 days.No. 1 stake (not churning) and No. 2 stakes (churning) field trial are determined the axial compression bearing capacity of single pile.Load action pushes up in stake, and stake will produce displacement (sedimentation), can obtain the Q-s curve (summary) of every test pile.This way of test loading is quick maintained load test (ML-test), adds the one-level load every one hour, and every grade is loaded as 1000KM.
Below be two static load tests summary sheets as a result.
Static load test as a result summary sheet (pre-churning after pile sinking) see attached list 3
Static load test as a result summary sheet (pile sinking after the churning) see attached list 4
By above No. 1 stake and two static load tests of No. 2 stakes as a result the summary sheet settling data show, adopt stake that prewhirl spray auxiliary pile sinking construction method sank and the stake of not adopting prewhirl spray auxiliary pile sinking construction method to sink, the dead load result is the same substantially, settlement number basically identical under every grade of load increment is not because of adopting prewhirl spray auxiliary pile sinking construction method that single pile load is affected.
Three. with prebored hole auxiliary pile sinking method, the contrast of bath auxiliary pile sinking method
Prewhirl spray auxiliary pile sinking construction method of the present invention and pre existing boring auxiliary pile sinking method, the contrast of bath auxiliary pile sinking method, though the two kinds of auxiliary pile sinking methods in back produce effect to pile sinking, but operating expenses height, complex procedures, and influence the construction speed of pile sinking, side-friction force behind the reduction pile, the supporting capacity of reduction stake.Especially the auxiliary pile sinking method of washing by water is destroyed bigger to all soil of stake, stake is the easy deflection that takes place when sinking.And consume a large amount of water during construction, produce the mud contamination public hazards, only should under specific condition, use.Prewhirl spray auxiliary pile sinking construction method of the present invention has been avoided beginning to fetch earth from top to bottom from natural Horizon, has reduced penetrating resistance, has improved pile sinking speed and has protected pile body, has increased stake side friction resistance behind the pile.
Description of drawings
Fig. 1 is that jet drill rig penetrates the penetrating resistance layer and is drilled into the desired depth schematic diagram
Fig. 2 is that high-pressure injection pump passes through drilling rod termination nozzle to slurries, sprays into the soil layer schematic diagram with high-pressure horizontal
Pile body entered by the schematic diagram in the soil property of churning when Fig. 3 was pile sinking
Fig. 4 is a preliminary election spray process for sinking flow process
Among the figure: 1: jet drill rig 2: be borer drill rod 3: be high pressure connecting tube 4: be high-pressure injection pump 5: be underground pre-churning zone 6: be preformed pile
| Engineering name | No. 1 test pile (not churning) | The engineering address | Taiyuan Iron and Steel Co. plant area | Piling order number | |||||||||||||||||||||||||||||||||
| The pile tube external diameter | ????600 ????mm | The pile tube wall thickness | ??110 ??mm | Joint form | Welding | The pointed formula of stake | Opening | Pile tube factory | China is built in Tianjin | ||||||||||||||||||||||||||||
| Stake machine model | ??DH508 | The pile monkey type | Impact | The pile cover type | ??KN | The bearing capacity of single pile design load | ??KN | ||||||||||||||||||||||||||||||
| The hammering record | |||||||||||||||||||||||||||||||||||||
| Stake joint order (extremely pushing up) from ground | Joint long (m) | Pile tube is made the date (year, month, day) | The plumb rule lattice and the distance that falls | The hammering beginning and ending time | Every meter pile sinking hammering number | ||||||||||||||||||||||||||||||||
| ??1 | ??2 | ??3 | ??4 | ??5 | ??6 | ??7 | ??8 | ??9 | ??10 | ??11 | ??12 | ||||||||||||||||||||||||||
| First segment | ????12 | ??2004、5、10 | ??D80 | ??4 | ??6 | ??9 | ??15 | ??23 | ??25 | ??26 | ??28 | ??31 | ??64 | ??76 | ??77 | ||||||||||||||||||||||
| Second joint | ????12 | ??2004、5、10 | ??D80 | ??80 | ??85 | ??86 | ??88 | ??90 | ??76 | ??70 | ??72 | ??107 | ??168 | ??188 | ??231 | ||||||||||||||||||||||
| The 3rd joint | |||||||||||||||||||||||||||||||||||||
| Receive the hammer record | |||||||||||||||||||||||||||||||||||||
| Receive the hammer time | Time-division on days | The plumb rule lattice, distance falls | ????D80 | Final set | 35mm/10 hits | ????Cp+Cq | ??mm | ||||||||||||||||||||||||||||||
| Join pile length | ????24m | The pile follower degree of depth | The stake embedded depth | ????23.9m | Height is exposed in stake | ??0.1m | Pile feeder weight | ??KN | |||||||||||||||||||||||||||||
| Remarks | Weather | Fine | |||||||||||||||||||||||||||||||||||
| Date of filing | On September 1st, 2004 | ||||||||||||||||||||||||||||||||||||
| The recorder | Zhao Ruiqing | The class monitor and group leader | Zheng Shixiang | The building site person in charge | Wear firm | ||||||||||||||||||||||||||||||||
| Engineering name | No. 2 test piles (churning) | The engineering address | Taiyuan Iron and Steel Co. plant area | Piling order number | |||||||||||||||||||||||||||||||||
| The pile tube external diameter | ????60 ????0mm | The pile tube wall thickness | ????110mm | Joint form | Welding | The pointed formula of stake | Opening | Pile tube factory | China is built in Tianjin | ||||||||||||||||||||||||||||
| Stake machine model | The pile monkey type | Impact | The pile cover type | ????KN | The bearing capacity of single pile design load | ????KN | |||||||||||||||||||||||||||||||
| The hammering record | |||||||||||||||||||||||||||||||||||||
| Stake joint order (extremely pushing up) from ground | Joint long (m) | Pile tube is made the date (year, month, day) | The plumb rule lattice and the distance that falls | The hammering beginning and ending time | Every meter pile sinking hammering number | ||||||||||||||||||||||||||||||||
| ??1 | ??2 | ??3 | ??4 | ??5 | ??6 | ????7 | ????8 | ????9 | ????10 | ????11 | ????12 | ||||||||||||||||||||||||||
| First segment | ????12 | ??2004、5、10 | ??D80 | ??4 | ??6 | ??8 | ??15 | ??22 | ??25 | ????27 | ????28 | ????30 | ????31 | ????32 | ????36 | ||||||||||||||||||||||
| Second joint | ????12 | ??2004、5、10 | ??D80 | ??37 | ??38 | ??38 | ??39 | ??42 | ??58 | ????59 | ????63 | ????63 | ????65 | ????162 | ????211 | ||||||||||||||||||||||
| The 3rd joint | |||||||||||||||||||||||||||||||||||||
| Receive the hammer record | |||||||||||||||||||||||||||||||||||||
| Receive the hammer time | Time-division on days | The plumb rule lattice, distance falls | ????D80 | Final set | 40mm/10 hits | ??Cp+Cq | ????mm | ||||||||||||||||||||||||||||||
| Join pile length | ????24m | The pile follower degree of depth | The stake embedded depth | ????23.9m | Height is exposed in stake | ????100m | Pile feeder weight | ????KN | |||||||||||||||||||||||||||||
| Remarks | Weather | Fine | |||||||||||||||||||||||||||||||||||
| Date of filing | On September 1st, 2004 | ||||||||||||||||||||||||||||||||||||
| The recorder | Zhao Ruiqing | The class monitor and group leader | Zheng Shixiang | The building site person in charge | Wear firm | ||||||||||||||||||||||||||||||||
Static load test is summary sheet (pile sinking after the pre-churning) as a result
| Sequence number | Load (KN) | Sedimentation (mm) | ||
| At the corresponding levels | Accumulative total | |||
| ?1 | ?1000 | ?0.23 | ?0.23 | |
| ?2 | ?2000 | ?0.4 | ?0.63 | |
| ?3 | ?3000 | ?0.33 | ?0.96 | |
| ?4 | ?4000 | ?0.5 | ?1.46 | |
| ?5 | ?5000 | ?0.56 | ?2.02 | |
| ?6 | ?6000 | ?0.58 | ?2.6 | |
| ?7 | ?7000 | ?0.9 | ?3.5 | |
| ?8 | ?8000 | ?1.13 | ?4.63 | |
| ?9 | ?9000 | ?3.3 | ?7.93 | |
| ?10 | ?10000 | ?4.5 | ?12.43 | |
| ?11 | ?11000 | ?8.9 | ?21.33 | |
| ?12 | ?12000 | ?15 | ?36.33 | |
Static load test is summary sheet (not churning pile sinking) as a result
| Sequence number | Load (KN) | Sedimentation (mm) | ||
| At the corresponding levels | Accumulative total | |||
| ?1 | ?1000 | ?0.22 | ?0.22 | |
| ?2 | ?2000 | ?0.41 | ?0.63 | |
| ?3 | ?3000 | ?0.33 | ?0.96 | |
| ?4 | ?4000 | ?0.52 | ?1.48 | |
| ?5 | ?5000 | ?0.55 | ?2.03 | |
| ?6 | ?6000 | ?0.57 | ?2.6 | |
| ?7 | ?7000 | ?0.9 | ?3.5 | |
| ?8 | ?8000 | ?1.15 | ?4.65 | |
| ?9 | ?9000 | ?3.2 | ?7.85 | |
| ?10 | ?10000 | ?4.5 | ?12.35 | |
| ?11 | ?11000 | ?8.93 | ?21.28 | |
| ?12 | ?12000 | ?15.1 | ?36.38 | |
The specific embodiment
Below in conjunction with embodiment the present invention is further detailed:
One. Shanxi Province's Taiyuan Iron and Steel Co. plant area pile sinking place.
Two. adopt PHC600 concrete tubular pile 12m+12m, two joint length overall 24m.
Three. geological prospecting is carried out in the place come lower area churning absolute altitude and churning thickness definitely
According to the prospecting result, the face of land, place mainly is distributed with artificial earth fill (Q
Ml), it is lamination (Q in the Quaternary system down
Al) silt, silty clay, fine sand, medium sand.The formation lithology principal character sees the following form.
| The geological epoch and the origin cause of formation | The layering numbering | The ground title | Stratigraphic description | Denseness or density | Bed thickness (m) | Layer end absolute altitude (m) (boundary value) |
| Q Ml | (1) | Miscellaneous fill | Mainly form by rubble, concrete, building waste and cohesive soil etc. | Loose | 2.2 | 794.90-792.70 |
| Q Al | (2) | Silty clay | Yellowish-brown contains iron oxide, and the reaction of no shake has smoothly slightly, and dry strength is medium, and toughness is medium.Folder silt, clay thin layer | Soft moulding-plastic | 3.2 | 792.70-789.50 |
| (3) | Silt | Yellowish-brown contains iron oxide, mica, and the shake reaction is medium, matt reaction, and dry strength is low, and toughness is low.Folder cohesive soil and sand thin layer.Saturated. | Closely knit | 4 | 789.50-785.50 | |
| (3)-1 | Fine sand | Yellowish-brown, contains mica at quartz-feldspathic, toughness soil, and grating is better, and is saturated.The part is a medium sand. | In close | 2.8 | 785.50-782.70 | |
| (4) | Silty clay | Yellowish-brown-lark contains iron oxide, and the reaction of no shake has smoothly slightly, and dry strength is medium, and toughness is medium.Folder silt, clay thin layer | Plastic-as to mould firmly | 5.4 | 782.70-778.2 | |
| (5) | Silt | Sallow-yellowish-brown contains iron oxide, mica, and the shake reaction is medium, matt reaction, and dry strength is low, and toughness is low.Folder cohesive soil and sand thin layer.Saturated. | Closely knit | 2.9 | 778.2-775.30 | |
| (6) | Medium sand | Sallow-yellowish-brown, contains mica at quartz-feldspathic, and level prepares, and the local cobble that mixes is saturated. | Closely knit | 6 | 775.30-769.30 |
Layering numbering (3)-1 fine sand layer mark passes through and hits several maximum values 35 and hit.Layer of sand mark passes through and hits several maximum values 50 and hit in the layering numbering (6), belongs to dense layer, and dark 26.5M holes.
Four. make churning subterranean zone absolute altitude and churning thickness according to the geology prospecting report, be advisable with the penetration resistance layer.The experience of drilling rod penetration rate speed is determined the subterranean zone absolute altitude and the churning thickness of churning in the time of also can holing according to jet drill rig.This is implemented lower area definitely and is fine sand layer and farinose argillic horizon under 9.4 meters of the natural Horizons between geological prospecting layering numbering (3)-1 to (4), 4 meters of churning thickness.Determine pile sinking stake point, utilize jet drill rig to be drilled into nature Horizon 9.4+4 rice, with high-pressure pump slurries are passed through the churning drill bit of drilling rod termination then, spray into soil layer with high-pressure horizontal, nozzle is when spraying slurries, and one side is rotation (20r/min) slowly, and one side promotes (being 25cm/min) slowly, borrow the horizonally projected jet of high pressure slurries constantly cut soil layer and with natively fully mixing of cut, underground soil property is carried out local dip.Churning thickness stops churning when reaching 4 meters, and carries and get out ground.The churning jet drill rig that finishes is withdrawn.
This implement to adopt AF-700 type engineering driller, 700 type Rome high-pressure injection pumps, 200 kilograms of 4 meters whitewashing amounts, and the churning slurries are bentonite slurry, water is 1: 1 with the swell soil ratio.If when using cement paste, water is 1: 1 with cement than still, and also available water is directly handled.
Five. pile driving process (selecting pile driving method by hammer for use) after the pre-churning
The preparation of construction equipment: selecting pile sinking machinery piling main frame is the DH508 type, piling diesel hammer D80 pile sinking
Before the pile sinking, should be the length mark of unit, and indicate the length of stake, so that observe the stake embedded depth and write down every meter pile sinking hammering number as record by order from bottom to up according to long on pile body, the marking of stake with rice.
The stake machine is marched into the arena, and to move to the start position place after the Installation and Debugging in place, utilize the guide rod vertical collimator, it is preliminary vertical that guide rod is transferred to, then carry out first segment stake lifting, and aim at the stake position of having put well on ground, make a point gently insert 30～50cm in the soil, and be in stability state, carry out two-way vertical correction with two transits then, until pile body verticality meet the requirements (annotate: the stake end buries and must not proofread and correct verticality behind the 3m, if find that deviation is arranged, should rise and insert again after pulling out backfill), to hammer throttle into shape and be adjusted into middle-gradely, and start pile monkey and carry out hammering; In pile driving process, must remain pile monkey, pile cover, pile body center three on same vertical line, must not eccentric hammering, work progress requires must not stop hammer midway continuously, and stake sinks to the stake top and gets final product from natural Horizon+100mm.
Claims (4)
1. prewhirl spray auxiliary pile sinking construction method, it is characterized in that this method is before the preformed pile pile sinking, descend churning absolute altitude and churning thickness definitely, and on pile sinking stake point, be drilled into the penetrating resistance layer with jet drill rig, with high-pressure injection pump slurries are passed through the nozzle of drilling rod termination then, be that high-pressure horizontal jet below the 50Mpa sprays into the penetrating resistance layer with the expulsion pressure, drilling rod rotates with 15～30r/min simultaneously, with 15～30cm/min hoisting velocity, descend the pile sinking resistant layer to carry out the churning disturbance over the ground, carry out pile sinking with pile sinking equipment then.
2. prewhirl spray auxiliary pile sinking construction method according to claim 1 is characterized in that described churning absolute altitude and the churning thickness of descending definitely is underground churning absolute altitude and the churning thickness that drilling rod penetration rate speed is determined when geological prospecting or test pile or jet drill rig boring before the pile sinking.
3. prewhirl spray auxiliary pile sinking construction method according to claim 1 is characterized in that described penetrating resistance layer is underground powder soil horizon, layer of sand, the boulder bed that pile sinking is difficult to penetrate.
4. prewhirl spray auxiliary pile sinking construction method according to claim 1 is characterized in that described slurries are water or bentonite slurry or cement paste.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101929158A (en) * | 2010-09-13 | 2010-12-29 | 天津天一建设集团有限公司 | Statically pressed pile high-pressure whirl jet lead hole construction method |
| CN102828504A (en) * | 2012-09-10 | 2012-12-19 | 杭州南联地基基础工程有限公司 | Precast reinforced concrete hollow lateral-force resisting pile and pile embedding method |
| CN107217673A (en) * | 2017-06-12 | 2017-09-29 | 中交航局第工程有限公司 | A kind of linkage of vibration hammer is shaken the construction technology of heavy steel cylinder |
| CN107882032A (en) * | 2017-12-20 | 2018-04-06 | 陈露露 | A kind of static pressure pile-sinking machine |
| CN108049405A (en) * | 2017-12-20 | 2018-05-18 | 陈露露 | A kind of static pressure pile-sinking construction technology |
| CN110777780A (en) * | 2019-10-25 | 2020-02-11 | 天津大学 | Concrete pipe pile offshore pile sinking construction method |
| CN110777779A (en) * | 2019-10-25 | 2020-02-11 | 天津大学 | Offshore pile sinking construction method for concrete precast pile |
-
2004
- 2004-12-17 CN CN 200410092416 patent/CN1274914C/en active Active
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101929158A (en) * | 2010-09-13 | 2010-12-29 | 天津天一建设集团有限公司 | Statically pressed pile high-pressure whirl jet lead hole construction method |
| CN102828504A (en) * | 2012-09-10 | 2012-12-19 | 杭州南联地基基础工程有限公司 | Precast reinforced concrete hollow lateral-force resisting pile and pile embedding method |
| CN107217673A (en) * | 2017-06-12 | 2017-09-29 | 中交航局第工程有限公司 | A kind of linkage of vibration hammer is shaken the construction technology of heavy steel cylinder |
| CN107882032A (en) * | 2017-12-20 | 2018-04-06 | 陈露露 | A kind of static pressure pile-sinking machine |
| CN108049405A (en) * | 2017-12-20 | 2018-05-18 | 陈露露 | A kind of static pressure pile-sinking construction technology |
| CN110777780A (en) * | 2019-10-25 | 2020-02-11 | 天津大学 | Concrete pipe pile offshore pile sinking construction method |
| CN110777779A (en) * | 2019-10-25 | 2020-02-11 | 天津大学 | Offshore pile sinking construction method for concrete precast pile |
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|---|---|
| CN1274914C (en) | 2006-09-13 |
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