CN101250878A - Method for supporting deep building pit using non bulit-in end pile anchor in combination with anchor slab wall - Google Patents
Method for supporting deep building pit using non bulit-in end pile anchor in combination with anchor slab wall Download PDFInfo
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- CN101250878A CN101250878A CNA200810014452XA CN200810014452A CN101250878A CN 101250878 A CN101250878 A CN 101250878A CN A200810014452X A CNA200810014452X A CN A200810014452XA CN 200810014452 A CN200810014452 A CN 200810014452A CN 101250878 A CN101250878 A CN 101250878A
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- 239000004567 concrete Substances 0.000 claims abstract description 21
- 238000009412 basement excavation Methods 0.000 claims abstract description 9
- 238000005507 spraying Methods 0.000 claims description 9
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Abstract
Description
Technical field
The present invention relates to be a kind of deep foundation ditch comparatively complicated at geological condition, the job practices under the more shallow situation of rock stratum buried depth is specifically related to the job practices of foundation pit supporting construction.
Background technology
Modern architecture is on the middle and senior level and super highrise building more and more, and corresponding basement is more and more darker, shows deep foundation pit support engineering design and construction day important.According to the geological condition difference, general campshed, piled anchor combining structure, diaphragm wall, the soil nailing wall etc. of adopting of design solve the pattern foundation pit supporting structure problem.Region following the line of the sea geological conditions such as area, similar Qingdao are comparatively complicated, and the rock stratum buried depth is more shallow, and the inapplicable employing diaphragm wall of foundation ditch, soil nailing wall mode adopt campshed or the supporting of piled anchor combining structure then to have problems such as long construction period, cost are multiplied.
Summary of the invention
Deficiency at prior art, the invention provides a kind of with the deep pit support maintaining method of no position of fixity piled anchor in conjunction with the anchor slab wall, this method can solve pattern foundation pit supporting structure problem under the more shallow situation of rock stratum buried depth, can significantly compress the construction period, reduce the construction period to greatest extent to the total duration influence of engineering, and significantly reduce construction costs.
It is a kind of with the deep pit support maintaining method of no position of fixity piled anchor in conjunction with the anchor slab wall below to introduce the present invention in detail, and the degree of depth of soldier pile only enters pressure zone on the strong-weathered rock; Excavation of foundation pit is provided with prestressed anchor respectively and reserves 0.5～1.0 meter rock step in the lower end of soldier pile with excavation of foundation pit in soldier pile upper end, middle part, lower end; The foundation ditch side concrete spraying support wall that the rock step is following, and on the concrete support wall, prestressed anchor is set, form supporting anchor slab wall.
Optimally, high-pressure rotary jet grouting pile is set between the soldier pile.
Advantage of the present invention is relatively to have following advantage with campshed or pile-anchor retaining mode:
1, saves cost; Adopt campshed or pile-anchor retaining mode, soldier pile must embed the following rock stratum of substrate certain depth.The diving percussive drill must be used in weathering and gentle breeze rock stratum during long-armed spiral drilling machine and common rig all can't enter.The art of this patent adopts long-armed spiral drilling machine and common rig to get final product smooth construction.Common rig One-Shift Costs is about 2/3 of diving percussive drill One-Shift Costs.And adopt campshed or pile-anchor retaining mode, finish draw money on credit expense that fender pile takes place of a 20m and be about soldier pile of the art of this patent and add 2～3 times of respective anchors board wall generation expense.
2, the reduction of erection time; Adopt campshed or pile-anchor retaining mode, finish the soldier pile of 9 meters of weathered rock formations in 20 meters long embeddings, must use the construction 3 days continuously of diving percussive drill, also should carry out constructions such as anchor pole and foundation pit walls whitewashing synchronously with earthwork evacuation; Adopt the art of this patent, use common rig can finish the soldier pile that 3 nothings are gone into the rock requirement every day, it is identical with campshed or pile-anchor retaining mode earthwork evacuation time that earthwork evacuation adds the anchor slab wall engineering time.As seen, adopt the art of this patent duration remarkable benefit.
Description of drawings
Fig. 1 is the sectional drawing of foundation pit supporting construction of the present invention;
Fig. 2 is the enlarged diagram of soldier pile of the present invention lower end.
The specific embodiment
Below in conjunction with Figure of description the present invention is done further disclosure.
Embodiment 1:
See also Figure of description, a kind of the degree of depth of soldier pile 1 only enters pressure zone on the strong-weathered rock with the deep pit support maintaining method of no position of fixity piled anchor in conjunction with the anchor slab wall, and soldier pile adopts the construction of long auger concrete perfusion technology; High-pressure rotary jet grouting pile 7 is set between the soldier pile 1; Foundation ditch 2 excavation is provided with prestressed anchor 3 respectively and at the rock step 4 of 0.5～1.0 meter of the lower end of soldier pile reservation with excavation of foundation pit in soldier pile upper end, middle part, lower end; The foundation ditch side concrete spraying support wall 5 of rock step below 4, and prestressed anchor 6 is set on the concrete support wall, form supporting anchor slab wall.
Concrete steps are as follows:
1, soldier pile construction (long auger concrete perfusion technology)
Construction technology process
---the reinforcing cage making------boring---displacement that whole hole---is provided with reinforcing cage---that rig is in place of foundation pile location
Construction point
(1) stake position unwrapping wire
(2) pile order: adopt to jump at interval and play construction.
(3) rig installation, in place
Long auger when construction, with the front and back of rig body of the tower and about vertical mark post inspection body of the tower guide rod, correction position makes drilling rod vertically to center, stake stake position, guarantees that the pile body perpendicularity deviation is not more than 1%.
(4) drilling and forming hole
When beginning boring, close the drill bit valve, move down drilling rod when drill bit touches ground, starter creeps into.Generally should be earlier slow back is fast, and this can reduce drilling rod like this and rocks, and checks the pore-forming deviation again easily, so that in time correct.
In pore forming process, as finding that drilling rod rocks or during difficult boring, should slow down drilling depth, otherwise more easily cause a hole deflection, displacement, even drilling rod, drilling tool damage, and the degree of depth of creeping into depends on the position of designing pile length and impervious layer.Need consider during construction that the absolute altitude difference of construction working face does corresponding increase and decrease.Weight when avoiding influencing rate of penetration and alleviating tube drawing can send when creeping into and be assisted the brill personnel and fall earth pillar above the helical blade at any time clearly.
(5) concrete spouting
The stake pore-forming is after design elevation, and empty boring at the clear end begins to select for use pump pressure to be not less than the pressure type plunger displacement pump pumping Superfluid state concrete of 7MPa, begins tube drawing after the drilling rod inner chamber is full of concrete, and drilling rod limit pumping of concrete is carried on the limit, to high last 500 millimeters of design stake top mark.
Forbid to promote earlier stock behind the drilling rod, the promotion speed of pile depends on concrete pumpability, establishes special messenger's orchestration.Formation of pile should carry out continuously, should avoid causing shutdown to wait to expect because of the backstage feed is untimely.The inventory of every pile must not be less than the design groundwater increment in the construction.
(6) reinforcing cage processing
Main muscle adopts overlap welding, and main muscle is answered straightening, and stirrup adopts spot welding, and stirrup must can use through stretching hub disk curl.During the reinforcing cage carrying, can adopt brace rod to reinforce for preventing distortion.
Reinforcing cage manufactured size allowable deviation table
(7) reinforcing cage hangs with fixing
After the filling of coagulation soil pressure is finished, immediately the reinforcing cage of moulding is put into stake.Reinforcing cage can be sling by the hoist engine on the rig, manually sets upright, and the align piles heart is slowly put into.Control well behind absolute altitude and the topping the reinforcing cage fixation, avoid.The moulding of reinforcing cage must adhere to specification, and enough intensity is arranged, and prevents to be out of shape in the hoisting process.
(8) soldier pile top beam construction
Collar tie beam construction sectional carries out, and can directly utilize the grooving in the soil to do a mould or a template, requires unwrapping wire accurate, the Molded Depth unanimity, and die wall is straight, has the available dirt in soil place that collapses floating.
(9) test block is kept somewhere: keep somewhere one group every day, 3 every group.
2, high-pressure rotary jet grouting pile curtain
Technological process
---rig is in place, and---intubate---high-pressure injection operation---facility wash to draw the hole
Technical essential
(1) draws the hole
After reserve the stake position, carry brill and move to next rotary churning pile stake position to designing hole depth with long-spiral drilling machine boring.
(2) rotary churning pile rig installation, in place
Wait to draw after hole construction finishes, the rotary churning pile machine is installed on the position, hole of design, makes the center of drilling rod head mating holes position, reaches the verticality of designing requirement for guaranteeing rig, after rig is in place, must do horizontal calibration, makes its center, drilling rod axle perpendicular alignmnet hole.Guarantee that the pile body perpendicularity deviation is not more than 1.5%.
(3) boring
Adopt the geological drilling rig pore-forming,, should adopt the boring of mud or swell soil retaining wall, guarantee not take place to collapse the hole phenomenon because this stratum, place is mainly Quaternary system.
In pore forming process, as finding that drilling rod rocks or during difficult boring, should slow down drilling depth, otherwise cause a hole deflection, displacement easily, even drilling rod, drilling tool damage.The degree of depth of creeping into depends on the position of designing pile length or bearing stratum.Need consider the absolute altitude difference of construction working face during construction, do corresponding increase and decrease.Require to enter the strong-weathered rock layer depth during boring and be not less than 0.5m.
(4) intubate
The rotary jet grouting pipe is inserted the stratum desired depth.In the intubate process, for preventing the mud plug nozzle, but limit jetting, limit intubate, water pressure generally is no more than 1Mpa.If hypertonia is then easily penetrated hole wall and is collapsed.
(5) high-pressure injection operation
Jet pipe from bottom to top carries out spraying operation after inserting desired depth.Technician on duty must notice constantly checking whether parameters such as slurries initial setting time, flow rate of grouting, pressure, tolerance, rotary lifting speed adhere to specification in the work progress.
The rotation of drilling rod and lifting must not interrupted continuously.When dismounting drilling rod continued churning, drilling rod will keep 0.1 meter lap length, must not make to spray induration and disconnect, and during deep layer rotating spraying, should whitewash earlier and afterwards rotate and promote.
(6) flushing
Construction finishes and should rinse plants such as Grouting Pipe well, must not remaining cement paste in the machine in the pipe, prevent to tie hard plugging.
Construction precautions
(1) should remove all interior obstacles of pore-forming scope before the construction, prevent to execute and only be obstructed or become pile deflection.When the removing scope was big or dark, it was real to carry out the shoe soil pressure, earlier the soil leveling was carried out in old Equipment Foundations removing back when meeting underground existing equipment basis.
(3) pore-forming drill is started to specifying the stake position, notes adjusting the verticality of frame when ground is uneven.Therefore frame machine verticality is the key that determines into pile verticality, must strictly control, perpendicularity deviation should be controlled in 1%.Boring requirement enters the strong-weathered rock layer depth and is not less than 0.5m.
(4) before construction, should do the technology test pile, be familiar with the concrete soil property situation of works area, determine drilling depth, whitewashing hoisting velocity, rotary speed, creep into technological parameters such as situation, cement accession by test pile.
(5) after pore-forming finishes rotary jetting apparatus is located, and begin to prepare cement paste, treat to begin rotary-spraying construction after two work are carried out according to the design cement consumption.The hoisting velocity of strict control spray boom during rotary-spraying construction, remain in the 0.13m/min according to the unit type control hoisting velocity of marching into the arena, guarantee that cement mortar is along the long even distribution of full stake, and guarantee slip casting simultaneously when promoting beginning, the whole slurries sprays of this stake finish when being promoted to the stake top, the relation of whitewashing flow and hoisting velocity controlled well is extremely important, may be controlled to a diameter like this and carries out in strict accordance with preliminary dimension.
3, prestressed anchor supporting construction
Technical essential
(1) armature boring construction
All strict levels spacing and the level by designing requirement of a, every layer of anchor pole positions and constructs to row's spacing.Anchor pole adopts mechanical hole building.
B, dip angle of hole: work plane requires more smooth to guarantee the anchor pole inclination angle.
C, anchor pole pore-forming: common soil layer uses common augers pore-forming, adopts down-the-hole hammer drill machine pore-forming in the basement rock; When collapsing the hole phenomenon, employing neat slurry retaining wall creeps into or the sleeve pipe retaining wall creeps into.
D, anchor pole aperture: in soil layer, be not less than 130 millimeters, in basement rock, be not less than 110 millimeters.
E, clear hole require: clear water circulation behind the whole hole of circulation boring.
(2) pull bar is made
A, pull bar must have product certificate with steel, steel strand, and can use after qualified through reviewing.
B, steel bar rod weld the 5d double welding, and do soldering test by code requirement.
C, pull bar locating support: the ship shape support that the steel strand anchor pole adopts column type cement mortar, reinforced anchor bolt to adopt ф 6.5 to make, per 1.5～2 meters one.
D, cutting length: the anchor pole cutting length is the free section of anchor pole, anchoring section and protruded length sum, and protruded length must satisfy pedestal, waist rail and stretch-draw job requirements, error ± 100 millimeter, and rock-bolt length is started at by the screw end bar.
(3) pull bar is installed
Pull bar is installed after finishing as early as possible in a, the clear hole of boring, the hole in case boring is collapsed.
B, Grouting Pipe and pull bar should be held together in the while patchhole at the bottom of the hole 200 millimeters when inserting pull bar.
C, the free section of anchor pole will adopt the plastic sheeting protection, to guarantee this section Free Transform.
D, before slip casting with aperture sealing, connect madjack pipe, get final product slip casting, the perfusion anchoring body.
(4) slip casting
A, grouting P.O32.5 neat slurry are mixed system by 0.5 water/binder ratio, add to have freeze proof, powerful composite additive early.
The second pulp feeding method is adopted in b, slip casting, and cement paste is delivered to grouting pump at the bottom of the hole, and marginal not slurry limit tube drawing should guarantee that in the tube drawing process mouth of pipe is embedded in the cement paste all the time, second pulp feeding after 0.5 hour.
Forbid collision such as excavator pull bar after c, the slip casting.
D, test block are kept somewhere: during anchor bolt construction, every layer is stayed one group of cement paste test block (70.7 * 70.7 * 70.7 millimeters).
(5) tensioning fixation
E, stretch-draw cement paste intensity reach 15MPa and reach design strength 75% after carry out.
F, anchor pole tensioning fixation value: according to the design scheme tensioning fixation.
Must keep vertical with pull bar when g, bearing plate installation.
4, the little anchor bolt construction of binding type
The little anchor pole of binding type adopts YT-24 to bore drilling construction, and essence is non-prestressed anchor pole, and its construction technology is as long as remove " tensioning fixation " operation on " prestressed anchor construction " basis.
4, girt strip and surface construction
(1) domatic finishing, cleaning
Before domatic linked network, shotcrete construction, should be earlier that domatic correction is smooth, and surface dust cleaned out.
(2) girt strip colligation
Vertical girt strip with domatic construction in layer height as a colligation element length, laterally girt strip with 9 meters as a colligation element length.4 Φ, 14 main muscle are all placed on the tension and compression limit of girt strip in length and breadth, and stirrup is φ 6.5@200, and joint adopts the 5d double welding.
(3) linked network
Treat to carry out after every layer of domatic finishing again, form steel grid by 200 * 200 millimeters spacings in length and breadth, steel mesh reinforcement adopts 300 millimeters overlap joints.Have the girt strip place in length and breadth the net muscle can save.
(4) girt strip is installed
After anchor pole, domatic linked network work are finished, install, should make anchor pole be in girt strip intersection point centre position in length and breadth in length and breadth to girt strip; Notice that facing the domatic flanging master muscle that is subjected to is 4 Φ 12, the main muscle of the tight side of free face is 4 Φ 12; L1, L2 are 2 Φ 12.During the girt strip joint, main muscle adopts the 5d double welding.
(5) sprayed mortar operation
A, linked network and girt strip colligation install, and get final product the jet face layer concrete through managing after examination finishes.Sprayed mortar proportioning C20; Jet thickness Mc1:8-10 millimeter, the Mc2:6-8 millimeter.
B, spraying operation answer segmentation to carry out, and injection order should be from bottom to top in the same segmentation.
When c, sprayed mortar, shower nozzle should keep vertical with being subjected to spray plane, and distance is preferably 0.5-1.0 rice.
D, sprayed mortar be after 2 hours, the maintenance of should sprinkling water, and curing time is 3～7 days.
(6) construction precautions
The laying of steel mesh reinforcement will meet the following requirements in a, the sprayed mortar:
1. should remove dirty rust before reinforcing bar uses;
2. steel mesh reinforcement should connect firmly with anchor pole or other anchoring devices, and reinforcing bar must not rock during injection.
B, the operation of steel mesh reinforcement sprayed mortar also should meet the following requirements:
When 1. beginning to spray, should reduce shower nozzle and the distance that is subjected to spray plane, and regulate spray angle, to guarantee concrete density between reinforcing bar and the wall;
2. lived by bar frame if any the concrete that comes off in spraying, should in time clean out.
5, bedrock fracture water high pressure grouting construction
With excavation of foundation pit, the structure of rock changes more and more distincter, and vein, zone of fracture isotonic water passage are disclosed gradually, can reduce the basement rock water yield along these structural plane punching grouting.
The slip casting measure of taking is as follows:
6.1 boring: along the crack or structural plane adopt down-the-hole to beat the hole, 90 millimeters in aperture is to guarantee grouting pressure, hole depth is not less than 2 meters, 0.8～1.5 meter of pitch-row, plum blossom is arranged.
6.2 hole flushing: utilize air compressor machine big air quantity hole flushing of moment, the mediation penetrating passage.
6.3 pipe laying: in completed boring, put into Grouting Pipe.
6.4 seal: with fast hardening concrete the aperture section is carried out shutoff, seal the degree of depth and be not less than 0.5 meter.
6.5 segmenting slip casting: look the water yield and rock structure section, slip casting is carried out in segmentation.
6.6 mend slurry: once grouting after 24 hours water yield can reduce, according to water burst section and water yield situation, utilize pre-buried Grouting Pipe repeatedly to mend slurry.
It is (0.8～1) that above injecting paste material adopts water/binder ratio: 1 neat slurry adds an amount of expansion agent, and cement adopts the P.O32.5 level.
Claims (2)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA200810014452XA CN101250878A (en) | 2008-03-11 | 2008-03-11 | Method for supporting deep building pit using non bulit-in end pile anchor in combination with anchor slab wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA200810014452XA CN101250878A (en) | 2008-03-11 | 2008-03-11 | Method for supporting deep building pit using non bulit-in end pile anchor in combination with anchor slab wall |
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| Publication Number | Publication Date |
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| CN101250878A true CN101250878A (en) | 2008-08-27 |
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| Application Number | Title | Priority Date | Filing Date |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102031784A (en) * | 2011-01-12 | 2011-04-27 | 陕西建工集团第六建筑工程有限公司 | Slope protection pile pouring and cable bolting construction method for deep foundation pit |
| CN102330436A (en) * | 2011-07-05 | 2012-01-25 | 中冶天工上海十三冶建设有限公司 | Composite retaining structure and composite retaining method for half geotechnical layer ultradeep round spiral flow tank |
| CN103132530A (en) * | 2011-11-29 | 2013-06-05 | 上海市基础工程有限公司 | Guard relay pile construction method under land and rock combination geological conditions |
| CN105178331A (en) * | 2015-09-01 | 2015-12-23 | 中国十九冶集团有限公司 | Deep foundation pit and ultra-deep foundation pit pile-anchor support method |
-
2008
- 2008-03-11 CN CNA200810014452XA patent/CN101250878A/en not_active Application Discontinuation
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102031784A (en) * | 2011-01-12 | 2011-04-27 | 陕西建工集团第六建筑工程有限公司 | Slope protection pile pouring and cable bolting construction method for deep foundation pit |
| CN102330436A (en) * | 2011-07-05 | 2012-01-25 | 中冶天工上海十三冶建设有限公司 | Composite retaining structure and composite retaining method for half geotechnical layer ultradeep round spiral flow tank |
| CN102330436B (en) * | 2011-07-05 | 2014-06-04 | 中冶天工上海十三冶建设有限公司 | Composite retaining structure and composite retaining method for half geotechnical layer ultradeep round spiral flow tank |
| CN103132530A (en) * | 2011-11-29 | 2013-06-05 | 上海市基础工程有限公司 | Guard relay pile construction method under land and rock combination geological conditions |
| CN103132530B (en) * | 2011-11-29 | 2015-10-14 | 上海市基础工程集团有限公司 | Tu Yan is in conjunction with the construction method of guard relay pile under geological conditions |
| CN105178331A (en) * | 2015-09-01 | 2015-12-23 | 中国十九冶集团有限公司 | Deep foundation pit and ultra-deep foundation pit pile-anchor support method |
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