CN101994314A - Longhole rectangular terraced antiskid pile jump-preventing excavating construction - Google Patents
Longhole rectangular terraced antiskid pile jump-preventing excavating construction Download PDFInfo
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- CN101994314A CN101994314A CN2010101183957A CN201010118395A CN101994314A CN 101994314 A CN101994314 A CN 101994314A CN 2010101183957 A CN2010101183957 A CN 2010101183957A CN 201010118395 A CN201010118395 A CN 201010118395A CN 101994314 A CN101994314 A CN 101994314A
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Abstract
The invention relates to longhole rectangular terraced antiskid pile jump-preventing excavating construction. The pile jump-preventing artificial excavation has the main characteristics of improving the construction efficiency to a maximum degree and providing necessary guarantee for emergency rescue and smoothness, along with less disturbance of mountains, safety, reliability, simplicity of constructional operation, multiple working surfaces and short construction period. A locking notch of an antiskid pile is reinforced necessarily on the premise of establishing the strict quality control and guarantee measures, monitoring points are distributed on a slip mass to monitor the variation condition of water pressure and soil pressure and multipoint displacement condition of the slip mass. The detailed construction scheme is formulated to organize construction, a rectangular orifice is subjected to lofting, the lofting of a five-point perpendicular line is controlled strictly, the delimitation in a hole is checked after each section of artificial excavating is finished, and the size and perpendicularity of the pile are controlled strictly. The quality of concrete strength of retaining walls is ensured. The terraced operation is performed in a mode of terraced excavation and the vertical displacement excavation, so that the operation depths of excavating piles are in accordance with a concave-convex mode, and the disturbance to unstable soil mass due to oversized excavating is avoided and the effect of expected construction is achieved.
Description
Technical field
The present invention relates to carry out on the loose accumulation body townhouse and do not jump a manual digging pile construction operation.
Background technology
The present invention is in all kinds of geological calamity synthetic training works constructions, and it is comparatively general to adopt antislide pile to administer the landslide, and comparatively narrow at the construction site construction plant, machinery can't be constructed.Given this, our positive enhancing efficiency by relying on tapping internal latent power has been developed in the practice of construction and has been applicable to rich groundwater, soil property is loose and an artificial construction technology difficult problem of carrying out retaining wall supporting antislide pile while excavating during rainy season.Its constructing operation is simple, and the duration is short, saves engineering cost, rainy season the geological conditions complexity the application geological calamity synthetic of the same type at home at present of antislide pile construction technology administer still belong in the construction the first.
Summary of the invention
The present invention has developed in the practice of construction and has been applicable to rich groundwater, soil property is loose and an artificial construction technology difficult problem of carrying out retaining wall supporting antislide pile while excavating during rainy season.At rainy season the geological conditions complexity the application of antislide pile construction technology geological calamity synthetic of the same type at home at present administer still belong in the construction the first.The construction Difficulties of deep hole rectangle townhouse antislide pile has following five aspects: 1) this antislide pile is direct labor's borehole on sliding mass only, because the sliding mass instability, pore-forming is very difficult.2) this antislide pile is the deep hole rectangle, and based on circular deep hole, circular deep hole construction setting-out is easy in a lot of engineerings, the rectangle setting-out is very difficult, if control badly in construction, the rectangle deep hole is distorted easily, cause the center not on vertical line, and the hole takes place to collapse on a large scale.3) since this antislide pile construction period on the occasion of local rainy season, 24 hours uninterrupted rainwater can cause the instability of deep hole sidewall sliding mass to the immersion of pore-forming, native water pressure changes increase with rainfall, and the operating personnel is threatened.4) because this antislide pile is the logical emergency work of guarantor of Sino-Nepal highway, strict to construction speed, to the requirement on the construction proposition speed.5) general hand excavated pile job requirements is jumped the stake excavation, can guarantee job safety like this.
Description of drawings
Accompanying drawing is the light-duty Hanging Basket cantilever pouring of a highway engineering triangle construction technology process
The specific embodiment
1. key points for operation
1.1 preparation of construction: measure the stake position, smooth place is built and is cut a drainage, and side slope is cleaned with water off-load and side slope is taked to spray concrete, linked network, built safeguard procedures such as slope angle wall by laying bricks or stones.Derrick is installed, equipment such as hoist engine are installed.Get the required facility of each instrument, equipment and drainage underground, lighting installation ready, and bury the observation point of Landslide Deformation, displacement, native water pressure underground, the record initial value.Above the aperture, adopt φ 48 δ 3.5 steel pipes to set up the awning support before the excavation, cover colour bar cloth on the support and take shelter from rain, guarantee all weather operations, and the aperture does not have the dirty hole wall that washes away of rainwater when rainy, and excavate the gutter around in the aperture, prevent in ponding and the rainwater run-in-hole.
1.2 fore shaft is made: carry out collar set by design, its end face should be higher than original place upper thread 50cm, flows into to prevent the salty sunken surface water that reaches of stake.
1.3 do not jump an excavation construction main points: adopt and not jump vertically excavation simultaneously of stake, clear distance 2m only between stake, between adjacent two the construction disturbance very big, have very big potential safety hazard.For this reason, only take the adjacent studs hole excavation that vertically staggers, the excavation height that staggers is advisable with 7m, promptly at first jump first stake of stake excavation according to the principle of jumping the stake excavation, treated first excavation 7 days, its cutting depth has reached 7m, go up most joint casting reinforced concrete retaining wall and reached 7 days intensity, begin to insert second batch of stake hole excavation, two batches of parallel excavations of stake are to guarantee the height that vertically staggers, and guarantee that first pile wall adjacent with second batch of stake excavation soil layer reached 7 days intensity, strict simultaneously by designing requirement in the stake hole in accordance with regulations spacing the i iron horizontal support is set.After first stake is excavated to the rock stratum, suitably accelerate second batch of stake excavation speed, strive for that two batches of stakes finish simultaneously, reach the purpose that reduces excavation disturbance thus.
1.4 panelling construction: antislide pile is answered the merogenesis excavation, and every excavation one joint should in time be carried out this joint retaining wall, can excavate next joint after the retaining wall concrete has certain intensity, and in order to guarantee the duration, retaining wall should add early strength admixture.Retaining wall respectively saves longitudinal reinforcement and must weld, and forbids simple colligation.To the vibrations of hole wall, based on the pneumatic pick excavation, the part can cooperate air pressure gun when excavating for alleviating.The harder location of stone matter adopts air pressure gun to bore the loosening blasting of shallow eye.Sequence of excavation is first mid portion, the metapore wall part.
Retaining wall supports: remove surface dust and loosening stone on the retaining wall before the formwork erection earlier, retaining wall should be avoided at native stone boundary and slide plane punishment joint.By design label and thickness perfusion retaining wall steel concrete.When building the retaining wall concrete, must guarantee that retaining wall do not invade in the cross section headroom, should calibrate its verticality and headroom size at any time in the digging process of stake hole.
1.5 slag tap and the hole internal drainage: people's frock quarrel in the stake hole, use hoist engine to make lifting means, artificial dolly is transported to and unloads the quarrel point, and the unified automobile that adopts is transported to the spoil disposal area that the supervising engineer agrees.The hole is dug when water is arranged, and adopts centrifugal pump in time to draw water.
1.6 formwork bracing system design: for effectively reducing conventional little punching block assembling duration; and after guaranteeing the breast wall concrete casting complete; stake has enough spaces can carry out soil excavation in the hole; adopt bulk typing punching block directly to lift; and i iron is set at a certain distance in order in bulk steel form face inboard to support; reserve the soil excavation space, and bear the concrete lateral earth pressure when guaranteeing concrete pouring.According to soil thickness H=20m design bulk punching block, punching block is provided with requirement by concrete guard wall, highly adopts 1m; For reduce rolled steel dosage as far as possible, again enough soil excavations space can after finishing, be arranged in concrete pouring, and intend adopting on the certain thickness steel plate, adding perpendicular rib and cross rib, and in the middle of vertical punching block, add three road i iron horizontal supports.
1.7 special geology situation pile body excavation: if come down location surface water, rich groundwater, water percolating capacity is big in the pile body digging process, and soil property is mobile big, is stream and moulds shape, and it is serious to cave in around the pile body retaining wall, the pore-forming difficulty.Then can adopt following strengthening measure: completed retaining wall, because distortion, serious cracking, with the steel plate retaining wall, steel plate external application i iron and reinforcing bar welding are fixing, be firm steel plate and i iron, every meter retaining wall is squeezed into the long anchor pole of 6 3m in the 3.5m of antislide pile direction, 2.5m direction is squeezed into the long anchor pole of 4 3m, makes it firm.Perforate on completed retaining wall is filled the C20 concrete by place, aperture hollow sectors behind retaining wall, till cavity behind the retaining wall is closely knit fully.The retaining wall perforate is of a size of 30 * 30cm square hole from top to bottom, presses 2m spacing blossom type and lays, and suitably add Φ 32 screw-thread steels at tapping, makes retaining wall, filling concrete, pile peripheral earth form one.Retaining wall concrete thickness is adjusted to 50cm by intrinsic 20cm, and the retaining wall reinforcing bar is adjusted into Φ 32 steel mesh reinforcements by former design Φ 12 steel mesh reinforcements.The every joint retaining wall of antislide pile length control 60cm.For guaranteeing the antislide pile smooth construction, arrange leading ductule in the slide plane location, in advance for a short time leading adopted L=2m φ 42*4 floral tube, spacing is that 50 * 50cm blossom type is arranged, outer limb 30 degree, the leading effective length of ductule is 1.73m, can divide two to three circulations to excavate.Ductule adopts the two fluid grouting machine to annotate the biliquid slurry, and biliquid slurry match ratio is C: S=1: 0.5, and water/binder ratio is 0.7: 0.9, grouting pressure is 2.5MPa.The behind loose media also plays the effect of advance support around the not only fixed excavation section of the ductule retaining wall.If retaining wall can not continue downward excavation when excavation, just must carry out the secondary excavation in backfill dank material gravelly soil to cracking place.
2. material and equipment
2.1 material
2.1.1 the two rock English gneiss that rubble stone matter is hard, clean, dry, have good compressive strength, grating meet AC-16 screening requirement.
2.1.2 sand: in thick natural sand, fineness modulus 2.3～3.0, apparent density is not less than 2.5g/m3, mainly from the Qu Xiang of Sino-Nepal highway K5322 mileage from adopting.
2.1.325# reinforcing bar, bulk punching block, i iron support.
2.1.4 cement: 325# cement.
2.2 plant
2.2.1 excavation equipment: 54 in hoist engine, 40 of air pressure guns, pneumatic pick several.
2.2.2 other equipment: 60 delivery pumps, one cover (HBT), 9 of forced mixers (JZC350), the above dump truck of 15t, air compressor machine, loader, crane, excavator, generator etc.
2.2.3 checkout equipment: sound detecting pipe, the integrality of detection stake, long, the uniformity of stake.Multiple position extensometer, earth pressure cell, inclinometer etc.
3. quality control
3.1 antislide pile quality control standards (QCS): main allowable variation project (substrate absolute altitude: ± 50mm is excavated in the stake hole, base plane size: be not less than design, steel bar stress (castinplace pile) ± 20mm, vertically spend hole digging pile: 0.5% is long and be not less than 200mm, cage of reinforcement bottom surface elevation: ± 50mm).
3.2 reinforcement construction quality control: the pile body reinforcing bar is processed on the spot, because ground assembling reinforcement integral hoisting is subjected to spatial constraints, difficulty is big.The pile body laid reinforcement binding adopts assembling reinforcement cage in the hole.Concrete way is earlier upright 3 reinforcing bars of every side, and vertically stirrup is enclosed in 2m colligation one at interval, forms skeleton, presses design colligation master's muscle and stirrup by root again.Colligation vertically fixedly stirrup can weld main muscle with electric welding and main muscle but spot welding can not be burnt.Water is arranged in the hole, and power supply is introduced in the hole, and earth leakage protective device should be adorned in ground, and reinforcing cage props up with bar dowel on every side and peaks at retaining wall, the stable and assurance concrete cover thickness of control reinforcing cage.The overlap joint of vertical main muscle or other steel should be avoided being located on the main sliding layer, and overlap welding connects with two-sided overlap welding, and lap length is not less than 5d, and welding quality is noted in welding, and weld bead height is not less than 0.3d.Weld width is not less than 0.7d, and make the overlap joint two reinforcing bars axis point-blank.Main muscle joint adopts electroslag pressure welding to connect, and joint is avoided the moment of flexure maximum.
3.3 do not jump the quality control of an excavation construction
3.3.1 take measures, guarantee the supporting concrete strength: because the excavation pile construction phase crosses over winter, temperature is lower, and concrete strength increases slower, causes the breast wall concrete striking time longer.Form the intensity time for effectively shortening concrete, increase the stake hole and excavate effective time, must mix and stir admixture water reducing agent and early strength admixture in the material at concrete, the water reducing agent volume with 1% of cement consumption be advisable, the early strength admixture volume is advisable with 4% of cement consumption, to reduce the consumption of water as far as possible, improve concrete early strength, make 3 days intensity of concrete reach more than 50% of design strength.Preceding 3 days master plates reach a support integral and keep out soil pressure, guarantee safety.Concrete strength do not reach design strength 50% before can not form removal, but following joint stake hole excavation and supporting can not stop again, according to excavating every day and supporting one joint (1m height), reach 3 days by every joint retaining wall and take down also form removal reckoning of i iron support after the intensity, need to adopt three to overlap usefulness of templates.After dado template is removed, must in time be shored with i iron and keep out soil pressure, treat that the adjacent studs hole digs when flushing with this joint retaining wall, this joint retaining wall has reached 7 days intensity (more than 70% of design strength value), can guarantee the safety that excavate in the adjacent studs hole fully.
3.3.2 strengthen retaining wall long side direction reinforcing bar, the long limit of cancellation retaining wall supports: former design protection wall of bored pile is the thick steel concrete of 40cm, the high retaining wall of every joint 1m is established moment of flexure and the shearing that 10 Φ 20 steel bar stresses are born long side direction being parallel to long side direction, and needs to support establishing three roads perpendicular to long limit.Support force request according to design, need supporting with i iron, just can guarantee a hole safety perpendicular to long side direction.But because pile holes protecting wall cast earlier, i iron is shored after supporting, and i iron supports with concrete guard wall and is difficult to closely by touching, and only can guarantee to support passive stressed in the extruding of retaining wall stress deformation; And because i iron deadweight is bigger, do not hold out against stressedly as i iron, fall very easily down, stake hole, bottom excavation formation security threat; Transfer colligation because i iron support occupy-place will cause a hole stirrup to make in advance simultaneously, stirrup can only be resolved into cutting back and transfer welding again, thereby cause the duration to be delayed.For this reason, suggestion is suitably strengthened the retaining wall reinforcing bar according to the required reinforcing bar of different soil Thickness Checking retaining wall, make breast wall concrete satisfy requirement of strength after, can cancel i iron and support.
3.3.3 perfusion pile concrete: for preventing to seep water in the hole, earlier at the bottom of the hole with 1: 3 cement mortar shop fixtures 10cm; Remove and protrude position and foreign material, moistening breast wall concrete on the retaining wall.When having crackle, uses the retaining wall in the landslide location air pressure gun cloth intraocular pressure slurry, to strengthen the skid resistance of stake.Use tumbling barrel or catheter perfusion pile concrete, wherein the landslide is gone up Anti-sliding Pile and is adopted the concrete pump conveying, and machinery vibrates.Perfusion should be carried out continuously, and first makes layer thickness firm by ramming should not surpass 30cm.When gliding mass has the slip sign or needs accelerating construction progress, can adopt the rapid hardening early strength concrete.
4. safety measure
4.1 manually digging hole to gas situation in the stable and suspender equipment of hole wall and the hole etc., is answered running check.
4.2 before the hole, with blast fan air in the hole is discharged earlier and changes under the personnel.When the borehole degree of depth surpasses 10m, adopt mechanical ventilation, personnel must join safety belt in the hole up and down.
4.3 at country rock soft broken and slide plane sections, adds strong supporting along sliding direction with false stull in the retaining wall, and notes observing its stressing conditions, in time reinforce, when finding the stull stress deformation, damaged and when losing efficacy, the personnel in the pit withdraws immediately.
4.4 for just in the highway section of operation,, establish eye-catching construction marker board at the crossing, remind space pedestrian, vehicle, in order to avoid pedestrian, vehicle travel in the excavation area.
5. environmental practice
Environmental protection is a fundamental state policy of China, and the sustainable development of doing environmental protection and water and soil conservation and country well is closely related, according to the relevant requirements of Environmental Protection Agency's file do well to construct environmental protection, water and soil conservation and civilized construction.Concrete measure is as follows:
5.1 engineering construction is a principle not destroy the ecosystem environment, because of construction needs the necessary zone of destroying, carries out revegetable after the engineering ending.
5.2 set up civilized construction environmental protection, water and soil conservation and civilized construction management system, improve management system.
5.3 carry out construction environmental protection, water and soil conservation and civilized construction managerial accountability, environmental protection, water and soil conservation and civilized construction and each operation teams and groups and the administrative staff's distribution of awards hook of will constructing.
5.4 formulate construction environmental protection, water and soil conservation, civilized construction, construction site management, the management of construction order, Safety Management detailed rules and regulations, and earnestly implement.
Environmental protection, water and soil conservation and civilized construction inspection 5.5 project management department once constructed in every month are at the problem time limit rectification of finding in checking.
5.6 prevent the pollution measure
5.6.1 path formation, smooth and easy in the job site, draining is good.Temporory structure is all by the standard hardened ground, and construction water drains into without exception specifies the ditch, must not arbitrarily disorderly arrange to leave about, and influences local water source.
5.6.2 rationally avoid existing together and move more motive power machine equipment in the workplace of distributed power machinery, to the plant equipment that noise exceeds standard, adopts the dress noise damper to reduce noise as far as possible.
5.6.3 implement the system of three responsibilities in front of the gate measure, carry out cement conscientiously, sandstone is marched into the arena, and keeps on-the-spot methodization, the place spoir is in time transported by automobile, and instrument and placing of material are neat, accomplish civilized construction, and the place is clean and tidy, in order.
Claims (1)
1. to adopt the main feature do not jump a manually digging hole be to the massif disturbance is few, safe and reliable, constructing operation is simple, work plane is many, the duration is short in the present invention, improves efficiency of construction to greatest extent, is that the guarantor that speedily carries out rescue work is led to necessary guarantee is provided.Set up under the prerequisite of strict quality and safeguard, the antislide pile fore shaft is carried out necessary reinforcing, on sliding mass, arrange the monitoring point then, the situation of change of monitoring hydraulic pressure and soil pressure, monitoring sliding mass multi-point displacement situation.Formulate detailed constructure scheme organizing construction, the rectangular apertures setting-out, 5 vertical line setting-outs of strict control, every joint manually digging hole finishes the back to be checked gauge in the hole, the size and the verticality of strict control stake.Guarantee breast wall concrete intensity quality.When the townhouse operation, adopt the form of townhouse excavation, vertical dislocation excavation to carry out, allow the depth of implements of each hole digging pile become concavo-convex and carry out, avoid excessive disturbance the unstable soil body.
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| CN2010101183957A CN101994314A (en) | 2010-03-05 | 2010-03-05 | Longhole rectangular terraced antiskid pile jump-preventing excavating construction |
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| CN2010101183957A CN101994314A (en) | 2010-03-05 | 2010-03-05 | Longhole rectangular terraced antiskid pile jump-preventing excavating construction |
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| CN101994314A true CN101994314A (en) | 2011-03-30 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102828506A (en) * | 2012-09-11 | 2012-12-19 | 中国建筑第二工程局有限公司 | Ultra-deep large-section square supporting pile and construction method thereof |
| CN109989753A (en) * | 2019-03-01 | 2019-07-09 | 长沙矿山研究院有限责任公司 | A kind of townhouse hole cutting groove forming process |
| CN110821519A (en) * | 2019-10-28 | 2020-02-21 | 中铁十八局集团有限公司 | Construction method of ultra-deep anti-sliding anchor pile retaining wall concrete |
| CN111720142A (en) * | 2020-05-28 | 2020-09-29 | 三明学院 | Man-excavated pile advanced support method suitable for karst stratum |
| CN111739260A (en) * | 2020-06-24 | 2020-10-02 | 江西理工大学 | Bauxite loess geology side slope landslide early warning device |
| CN112982381A (en) * | 2021-02-25 | 2021-06-18 | 中铁二十五局集团第五工程有限公司 | Construction method of slide-resistant pile |
-
2010
- 2010-03-05 CN CN2010101183957A patent/CN101994314A/en active Pending
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102828506A (en) * | 2012-09-11 | 2012-12-19 | 中国建筑第二工程局有限公司 | Ultra-deep large-section square supporting pile and construction method thereof |
| CN109989753A (en) * | 2019-03-01 | 2019-07-09 | 长沙矿山研究院有限责任公司 | A kind of townhouse hole cutting groove forming process |
| CN110821519A (en) * | 2019-10-28 | 2020-02-21 | 中铁十八局集团有限公司 | Construction method of ultra-deep anti-sliding anchor pile retaining wall concrete |
| CN111720142A (en) * | 2020-05-28 | 2020-09-29 | 三明学院 | Man-excavated pile advanced support method suitable for karst stratum |
| CN111739260A (en) * | 2020-06-24 | 2020-10-02 | 江西理工大学 | Bauxite loess geology side slope landslide early warning device |
| CN112982381A (en) * | 2021-02-25 | 2021-06-18 | 中铁二十五局集团第五工程有限公司 | Construction method of slide-resistant pile |
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Open date: 20110330 |