CN102235007B - Method for supporting deep foundation with upper nail-lower pile combination - Google Patents

Method for supporting deep foundation with upper nail-lower pile combination Download PDF

Info

Publication number
CN102235007B
CN102235007B CN 201010156313 CN201010156313A CN102235007B CN 102235007 B CN102235007 B CN 102235007B CN 201010156313 CN201010156313 CN 201010156313 CN 201010156313 A CN201010156313 A CN 201010156313A CN 102235007 B CN102235007 B CN 102235007B
Authority
CN
China
Prior art keywords
going
soil nailing
nail
supporting method
basic supporting
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN 201010156313
Other languages
Chinese (zh)
Other versions
CN102235007A (en
Inventor
谭福生
郑宇�
陈国会
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
China Huaye Group Co Ltd
Original Assignee
China Huaye Group Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by China Huaye Group Co Ltd filed Critical China Huaye Group Co Ltd
Priority to CN 201010156313 priority Critical patent/CN102235007B/en
Publication of CN102235007A publication Critical patent/CN102235007A/en
Application granted granted Critical
Publication of CN102235007B publication Critical patent/CN102235007B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The invention provides a method for supporting a deep foundation with an upper nail-lower pile combination, which comprises a wall-protecting pile constructing process, a soil nail shotcrete and anchor support process, a drainage and excavation process, and a quick sand and pebble bed treatment process. By adopting the method for supporting the deep foundation with the upper nail-lower pile combination, the time limit for a project is guaranteed, the cost is saved, and the good social benefit is achieved.

Description

The dark basic supporting method of following combination of last nail
Technical field
The present invention relates to a kind of dark basic supporting method, particularly, relate to a kind of dark basic supporting method of going up following combination of nail.
Background technology
Pattern foundation pit supporting structure is the safety for the construction requirement that satisfies underground structure and protection foundation ditch surrounding enviroment, retaining, reinforcing and safeguard measure that foundation pit side-wall is taked.In order in foundation pit supporting project, to accomplish advanced technology, economical rationality; guarantee the safety of excavation slope, foundation ditch surrounding building, road and underground installation; answer multi-purpose area engineering geology and hydrogeological conditions, basement requirement, the excavation of foundation pit degree of depth, factors such as drainage condition, surrounding enviroment and all side loads, construction seasons, supporting and protection structure useful life are fallen, select rational supporting and protection structure form with suiting measures to local conditions.
The raising that requires at aspects such as safety, economy, durations along with support technology and the continuous development of support technology, the supporting and protection structure form that adopts in actual engineering is also more and more.Support form commonly used in the foundation pit supporting project has: cantilever slope protection pile or the diaphragm wall of various pile-formation process, the piling wall anchor structure that slope protection pile or diaphragm wall and anchor pole are formed, slope protection pile or diaphragm wall and steel concrete or steel support the piling wall inner supporting structure of forming, supporting pile wall construction in the annular, the soil nailing wall that soil nailing and sprayed mortar are formed, the composite soil nailing wall that soil nailing wall and agitation pile or rotary churning pile are formed, the composite soil nailing wall that soil nailing wall and mini pile are formed, the cement-soil gravity barricade that agitation pile or rotary churning pile form, the contrary arch wall of doing, DOUBLE-ROW SLOPE PROTECTION PILES, the steel sheet pile supporting, the agitation pile supporting of SMW worker's method, the underground structure supporting of contrary work or semi-inverse method construction, reinforcement of soft soil in the various supporting and protection structure foundation ditches, soil body freezing process etc.Not following tens kinds at present of the support forms alone or in combination that in actual engineering, has adopted.
Though concrete support form is a lot, be pile-anchor retaining structure (campshed or diaphragm wall), soil nailing wall structure, gravity structure (cement soil wall), several fundamental types of arch wall structure but divide merger according to the loading characteristic of supporting and protection structure.The citation form of these several supporting and protection structure has loading characteristic and applicable elements separately, should rationally select for use according to concrete project situation.During the supporting and protection structure type selecting, also should consider the three-dimensional effect of structure and the improvement of stress condition, adopt the form that is conducive to the stressed proterties of supporting and protection structure material.Can adopt methods such as deep layer stirring, high pressure jet grouting in the weak soil place, local or integral body is reinforced foundation ditch subsoil body, or under the situation that does not influence the foundation ditch surrounding enviroment, adopts the shear strength of dewatering measure raising soil and reduce water and soil pressure.Wherein, technology commonly used is the pile-anchor retaining structure, Fig. 1 is the sectional view of the pile-anchor retaining structure that relates to of expression prior art, as shown in Figure 1, this pile-anchor retaining structure adopts a castinplace pile twice anchor pole to realize pattern foundation pit supporting structure, and this support technology advantage is technology maturation, and is safe and reliable, shortcoming is long in time limit, the expense height.
Summary of the invention
At shortcoming long in time limit in the existing support technology, that expense is high, in conjunction with embodiments of the invention, the present invention proposes a kind of dark basic supporting method of going up following combination of nail, has not only guaranteed construction quality, and under the situation that guarantees the duration, saved expense, obtain good social benefit.
A kind of dark basic supporting method of going up following combination of nail provided by the invention, it is characterized in that, may further comprise the steps: lagging pile construction: adopt the mud off deposited reinforced concrete pile, spiral drilling machine drilling process pore-forming, conduit underwater grouting method pour concrete, its detailed process is at first to carry out the unwrapping wire location, be that rig is in place then, rig is in place holes after finishing, then carry out reinforcing cage making and installation, carry out the concrete perfusion then, be the Guan Liang construction at last; The soil nailing combined bolting and shotcrete, in described soil nailing combined bolting and shotcrete, make the nail position and carry out repetition measurement by designing requirement, soil nailing is constructed in the soil body or is easy to manual pore-forming's position employing luoyang spade pore-forming, insert indented bars, inject cement mortar, the type soil nailing is squeezed in the position employing that is difficult for pore-forming at cobble, mud stone or luoyang spade, with impacting roof-bolter anchor tube is squeezed into, slurry outlet is set on the anchor tube, and its detailed process is that soil nailing or anchor tube at first are set, and then carries out slip casting, laying the surface layer reinforced mesh then, is the sprayed mortar surface layer at last; And draining shoveling and quicksand and boulder bed processing, comprise quicksand and boulder bed processing procedure between draining shoveling process and stake.
In addition, preferably, wherein, in described lagging pile work progress, the error of the locating hole in the described unwrapping wire position fixing process is not more than 5cm.
In addition, preferably, wherein, in the process of described lagging pile construction, the rig position deviation in the described rig process in place is not more than 5cm.
In addition, preferably, wherein, in the process of described lagging pile construction, the making of described reinforcing cage and the reinforcing cage welding point in the installation process are no more than 1/2 of main muscle sum, and the reinforcing cage protective layer thickness is not less than 4cm.
In addition, preferably, wherein, in the process of described lagging pile construction, the sediment thickness in the described concrete perfusion is less than 20cm.
In addition, preferably, wherein, in the process of described lagging pile construction, the length that described hat beam work progress king-pile top reinforcing bar stretches in the hat beam is not less than 700mm.
In addition, preferably, wherein, in the process of described soil nailing combined bolting and shotcrete, the injecting paste material of described slip casting is cement paste, and water/binder ratio is no more than 0.4 to 0.45, slurries stir to exist side by side and namely use, before the slip casting and after slip casting is stopped over and operation finishes, and the water flushing line.
In addition, preferably, wherein, in the process of described soil nailing combined bolting and shotcrete, the grid variation of the reinforced mesh in the described laying surface layer reinforced mesh process is ± 10mm that the lap length on every limit is not less than 200mm when steel mesh reinforcement is laid.
In addition, preferably, wherein, in the process of described soil nailing combined bolting and shotcrete, sprayed mortar thickness in the described sprayed mortar surface layer process is 80mm, and strength grade is C20, and proportioning by experience is cement: sand: stone=1: 2: 2, maximum size of coarse aggregate is not more than 16mm, and water/binder ratio is not more than 0.45.
Description of drawings
Fig. 1 is the sectional view of the pile-anchor retaining structure that relates to of expression prior art.
Fig. 2 schematic diagram that to be the foundation ditch that relates to of expression embodiments of the invention concern with the position between the surrounding buildings thing.
Fig. 3 is the sectional view of going up the structure of following closely following dark basic supporting method that makes up that the expression embodiments of the invention relate to.
Fig. 4 is the flow chart that illustrates the dark basic supporting method of going up following combination of nail according to an embodiment of the invention.
Fig. 5 is the schematic diagram that illustrates according to an embodiment of the invention soil nailing in following dark basic supporting method that makes up of nail or anchor tube specification.
Fig. 6 is the schematic diagram of going up surfacing steel bar net sheet and soil nailing termination link node in following dark basic supporting method that makes up of nail that illustrates embodiments of the invention.
Fig. 7 illustrates according to an embodiment of the invention the upward sectional view of quicksand and boulder bed processing procedure between the dark basic supporting method king-pile of following combination of nail.
Specific embodiment
Describe the dark basic supporting method of going up following combination of nail of the present invention in detail below in conjunction with specific embodiments and the drawings.
Be example with certain heat exchange station pond engineering, specify following the dark basic supporting method that makes up of nail of going up of the present invention.The long 35.2m in pond in this project, wide 30m, dark 13.5m, wall thickness 1.0m.The foundation ditch place is narrow and small, and there is blast furnace, the coke oven gas pipe that has moved in east, southern aerobic gas voltage regulating station, and there are hot-blast stove blower fan and the high concrete chimney of 80m in the west, and therefore above building and foundation ditch relation must select scientific and reasonable Base hole supporting technology as shown in Figure 1.
At first the soil layer of this project is analyzed, its clay distribution is as follows: miscellaneous fill, silty clay, fine sand layer, boulder bed, high weathered clay rock.Groundwater table is at-5.0m, and basal water is fine sand layer and boulder bed, is artesian aquifer, and argillic horizon is impervious layer.
Fig. 3 and Fig. 4 represent this project application engineering sectional drawing and flow chart of going up the dark basic supporting method of following combination of nail of the present invention respectively.As shown in Figure 3 and Figure 4, the dark basic supporting method of going up following combination of nail according to the present invention mainly comprises the work progress of three aspects, (step 1), soil nailing combined bolting and shotcrete (step 2) and draining shoveling and quicksand and boulder bed handle that (step 3) describes in detail the work progress of this three part respectively below to be respectively the lagging pile work progress according to sequence of construction.
At first introduce lagging pile construction (the step 1) process in following dark basic supporting method that makes up of nail that goes up of the present invention.
(process of step 1) adopts mud off deposited reinforced concrete pile, spiral drilling machine drilling process pore-forming, conduit underwater grouting method pour concrete in the lagging pile construction.
Its detailed construction process is: at first carry out unwrapping wire location (step 11), be rig (step 12) in place then, (the step 13) of holing after finishing that rig is in place, (step 14), (step 15) is Guan Liang construction (step 16) at last to carry out the concrete perfusion then then to carry out the making of reinforcing cage and installation.Specifically introduce the construction point of each step below in detail according to sequence of construction, as described below:
(step 11): according to the excavation of foundation pit sideline, carry out unwrapping wire with instrument and steel ruler and decide the wellhole position, wherein error must not be greater than 5cm in the unwrapping wire location.
Rig is in place, and (step 12): the rig installation requirement is steadily firm, and rig deviation in place must not be greater than 5cm.
Boring (step 13): after site inspection is qualified, just can hole, after hole drilling reaches projected depth, check, the check wellbore depth.
The making of reinforcing bar and installation (the step 14) process specifically comprises seven main points, is described in detail as follows:
1. reinforcing cage will be made and colligation at the scene;
2. the reinforcing cage welding point adopts two-sided overlap welding, and lap length is 5d, and welding point is no more than 1/2 of main muscle sum on the same cross section;
3. reinforcing rib and main muscle spot welding are firm, and the place should add strong weld at the reinforcing cage suspension centre, snaps when avoiding putting down;
4. guarantee that the reinforcing cage protective layer thickness is not less than 4cm, should be on reinforcing cage one concrete pad of every 4.0m place's colligation;
5. stirrup and main muscle are all should colligation at each intersection point place firm;
6. the position, Heave Here is arranged on 1/4 place at cage two ends, in case reinforcement cage hoisting time distortion is excessive;
7. during install reinforcing cage, note main muscle direction, will scribble distinguishing mark in cage the same side during the reinforcing cage colligation, reinforcing cage requires vertical hand-hole, can not touch borehole wall.
The concrete perfusion (step 15):
1. begin the preceding clear hole of perfusion, make sediment thickness less than 20cm;
2. carry out every record in the whole filling process, comprise the perfusion beginning and ending time, stop the improper factor etc. in supply delay time, weather and the perfusion, record is complete, accurate, timely;
3. concrete adopts the tremie method continous pouring, avoids in the filling process the washing away of hole wall, and conduit is that flange connects, at the bottom of conduit Di Kou and the hole apart from controlling about 0.5m;
When 4. concrete perfusion to stake is pushed up, suitably surpass stake top design elevation 30cm, to guarantee that after cutting laitance stake top mark height and quality can adhere to specification;
5. with the rising of concrete influx height, what guarantee to pour into is uninterrupted continuously, and guarantees the single pile amount of pouring into.Limited if any special circumstances, infusion time is not interrupted should surpass 30 minutes, preferred, and concrete is directly evenly put in the hopper of conduit from tank car;
6. concrete detection test, each batch concrete all needs to go out according to concrete sample to report by standard.Each machine-team prepares one group of concrete test block, needs for check;
7. before building a top coupling beam concrete, residue, surface dust and ponding are cleaned out in the stake top, are connected firmly to guarantee slope protection pile and stake top coupling beam.
Guan Liang constructs (step 16), and this step specifically comprises five main points, is described in detail as follows:
1. stake top laitance cutter is clean, make pile crown be held in level;
2. stake top reinforcing bar stretches into the length of being preced with in the beam and is not less than 700mm, so that Guan Liang cast back pours into as a whole with pile body;
3. it is firm to be preced with the necessary colligation of beam steel;
4. template install should be smooth, firm, be strictly on guard against in the perfusion that distortion or concrete leak;
5. the pourable concrete in passed examination rear is answered while watering in the cast and is vibrated.
So far, finish first's lagging pile work progress (1) by above-mentioned six steps.
In the armlet pile driving construction process (1) of first, the master operation quality control standard is as follows:
(1) slope protection pile
Stake footpath deviation ± 50mm
Verticality is filled deviation 1% perhaps
Deviation 50mm is perhaps filled in the stake position
Long deviation+the 200mm of stake
(2) reinforcing cage is made and is filled deviation perhaps
Main muscle spacing ± 10mm
Stirrup spacing ± 20mm
Reinforcing cage diameter ± 10mm
Length of reinforcing cage ± 50mm
And, below the points for attention in construction have two:
When (1) reinforcing cage is made, notice that all the ring muscle require and stud spot welding, and interior bearing rod will with main muscle full weld, reinforcing bar connects and adopts the vertical pressure welding, guarantees that reinforcing cage becomes as a whole, guarantees in the hoisting process indeformablely, does not disintegrate.
(2) during concrete pouring, conduit mouth and the boring end apart from control about 0.5m.First jar of concrete will be guaranteed the back cover concrete to the above 1m of conduit mouth, will check when carrying conduit on simultaneously, and conduit is embedded in the concrete more than the 1m all the time, guaranteeing not broken pile, and irritates more than the 500mm in the stake toplap, can reach requirement to guarantee to cut behind the laitance the high and quality of stake top mark.
According to the dark basic supporting method of going up following combination of nail of the present invention, second step is to carry out soil nailing combined bolting and shotcrete (step 2), specifically, make the nail position and carry out repetition measurement by designing requirement, soil nailing is constructed in the soil body or is easy to manual pore-forming's position employing luoyang spade pore-forming, the aperture is 100mm, inserts Φ 18 indented barss, and injecting paste material is 1: 2 cement mortar; The type soil nailing is squeezed in the position employing that is difficult for pore-forming at cobble, mud stone or luoyang spade, with impacting roof-bolter the DN40 anchor tube is squeezed into, and slurry outlet is set on the anchor tube, and the soil nailing inclination angle is 10 ° to 15 °.
Construction of soil-nailed wall is intersected mutually with the soil excavation construction, and segmentation from top to bottom, layering (step) are carried out.In the soil nailing work progress, at first be excavated surface and rest and reorganization side slope, as shown in Figure 4, thereafter construction process is: soil nailing or anchor tube (step 21) at first are set, then carry out slip casting (step 22), laying surface layer reinforced mesh (step 23) then, is sprayed mortar surface layer (step 24) at last, and concrete detailed step is as described below:
Soil nailing or anchor tube (step 21) are set:
Fig. 5 is the schematic diagram of soil nailing or anchor tube specification in the expression present embodiment, as shown in Figure 5, meets design requirement for making soil nailing or anchor tube inclination angle, should adjust the guide rail inclination angle.Carry out the pore-forming record during construction, press soil nailing numbering the record soil body feature of taking out, hole quality, issue handling etc. one by one, carry out behind the luoyang spade pore-forming clearly that the hole checks, in the hole collapse hole and loosen the soil and should handle immediately, part.
In the work progress that anchor tube or soil nailing are set, should avoid peripheral underground utilities and other obstructions, cause anchor tube not meet design requirement as underground obstacle, look concrete condition when the time comes and do suitably to adjust.
Slip casting (step 22):
Mortar depositing construction uses 85NS type grouting pump, and injecting paste material is cement paste, and water/binder ratio should not surpass 0.4 to 0.45, and slurries should stir to exist side by side and namely use, before the slip casting and after slip casting is stopped over and operation finishes, and must the water flushing line.
Slip casting can be adopted the low-pressure grouting of 0.4MPa to 0.6MPa, and lateral aperture adopts low pressure or high pressure method.During slip casting, Grouting Pipe is answered at the bottom of the patchhole, and grout outlet is in the surface of slurry in the hole all the time, in slip casting with conduit at the uniform velocity, extract lentamente, when treating slurry reflux to the aperture, smash in the hand-hole, use damp clay shutoff aperture again with cement bag paper etc., keep-uped pressure several minutes.In the hole during slip casting, should calculate required slurry volume in advance and compare with actual grouting amount, the fullness coefficient that injects slurry in the hole must be greater than 1.
Lay surface layer reinforced mesh (step 23):
Fig. 6 is the schematic diagram of surfacing steel bar net sheet and soil nailing termination link node in the expression present embodiment, and as shown in Figure 6, reinforced mesh employing Φ 6.5@250 * 250 colligations form, and the grid allowable variation is ± 10mm that protective layer thickness should adhere to specification.The lap length on every limit was not less than 200mm when steel mesh reinforcement was laid.Prop up mask and climb over the foundation ditch top portion, the reinforcing bar that concrete protects in the top should connect into integral body with domatic steel mesh reinforcement, if not enough 1m is pushed up on the slope domatic interior steel mesh reinforcement is upwards climbed over the top, slope and gets final product.Reinforcing rib adopts 1 Φ, 16 horizontal elongated settings, in the soil nailing termination soil nailing crotch is adopted the welding of seven fonts and stiffener, adopts the weldering of Φ 16 reinforcing bars group to connect in the anchor tube termination, and the weld length of reinforcing rib is 10d.
Sprayed mortar surface layer (step 24):
In the work progress of sprayed mortar surface layer, the sprayed mortar surface layer adopts the HPZU-5B concrete sprayer.Sprayed mortar thickness 80mm, strength grade are C20, and the proportioning by experience of cement, sand, stone is: cement: sand: stone=1: 2: 2, and maximum size of coarse aggregate should not be greater than 16mm, and water/binder ratio should not be greater than 0.45.Injection order should be from bottom to top, shower nozzle be subjected to spray plane apart from control in 0.8m to 1.5m scope, jet direction vertically points to jet face, at the reinforcing bar position, should spray earlier and fill out the reinforcing bar rear, again the spray fill out reinforcing bar the place ahead, to prevent the space occurring at the reinforcing bar back side.
Be control concrete jetted layers thickness, in a preferred embodiment of present embodiment, on the wall of limit, vertically squeeze into bar dowel and do sign, when Local Convex recess plane layer thickness surpasses 10cm, spray at twice, be preferably 50 minutes to 70 minutes at every turn, descend step concrete to spray again before, should remove laitance on the bonding surface and loose fines and water spray and make it moist.Answer wet curing after the sprayed mortar final set, curing time is determined according to temperature, was generally 3 to 7 days.
According to the dark basic supporting method of going up following combination of nail of the present invention, final step is to carry out draining shoveling and quicksand and boulder bed to handle (step 3), according to construction process as shown in Figure 4, this step comprises quicksand and two parts of boulder bed processing (step 32) process between draining shoveling (step 31) process and stake, introduces this two-part processing procedure below respectively.
Draining shoveling (step 31):
Draining and shoveling, especially draining, directly influence the supporting and protection structure success or not, so cut the earth to adopt and dig 6.0m earlier and put the ramp in the pond in this project, carry out precipitation simultaneously, then three in thing south is dug the groove of wide 2.0m, dark 2.0m earlier and done the gutter, double thing both sides Guan Liang and the southern side soil nailing wall work plane done in gutter, on one side the precipitation thing two sides stake apical cap beam of constructing on one side carries out the soil nailing construction of the 3rd step of southern side soil nailing simultaneously.The maintenance of having constructed and having carried out with top 3 to 5 days begins to cut the earth at southeast corner then, and does drain at this.Construct simultaneously with two backacters, northwestwards push away from the southeast, once the earthwork is dug and put in place, will observe slope stability at any time during excavation, and the stability of ground and building and structure around the monitoring foundation ditch, should in time handle if pinpoint the problems.
Quicksand and boulder bed are handled (step 32) between stake:
Because rich groundwater is with six flow 45m 3/ hour the simultaneously uninterrupted operations of 4 cun water pumps just can exhaust, along with underground water is gushed out, causing becomes the cavity between stake, have huge potential safety hazard at excavation rear section, east side quicksand, cobble.Fig. 7 is the sectional view of quicksand and boulder bed processing procedure between expression present embodiment king-pile, as shown in Figure 7, processing method is as follows: stop to cut the earth, plank with thick 50mm, wide 300mm, long 1500mm lies across earlier between two, fill up the cave with the better blinding bag of water permeability then, underground water is gushed out, and sand, stone etc. are no longer gushed out, be clear water until what flow out, guaranteed side slope safety.
At last in an embodiment of the present invention, the points for attention of the assurance construction quality that should be noted that and safety mainly comprise the following aspects:
1. control the cast-in-place concrete pile aperture, adopt suitable hole tester to check each hole one by one, prevent necking.
When 2. castinplace pile is installed reinforcing cage guiding rib to be arranged, so that the topping of control castinplace pile.
3. castinplace pile is built the super filling 500mm to 800mm that will reach certain, guarantees to dig out concrete compaction behind the pile crown.
4. to formulate standby measure before cast-in-place pile concrete is built, guarantee concrete continuous placing, prevent that concrete is because supplying the untimely broken pile that causes.
5. the position at concrete delivery truck and pump truck station greater than 3 meters, guarantees that excavation slope is stable apart from the foundation ditch limit, if do not construct night, main equipment should move to above the hole, prevents that the foundation ditch accident from caving in and bury equipment.
When 6. soil nailing is constructed, make special split heads, guarantee that reinforcing bar is in the hole.
7. carry out record during the soil nailing mud jacking, control mud jacking pressure well, guarantee the concrete compactness.
8. soil nailing wall reinforced mesh should not adopt plum blossom to tie up, and should adopt cross to tie up, and every is all wanted colligation.Want random inspection jet face concrete thickness, if do not reach design thickness, add spray one time.
9. carry out the deformation observation of the observation of surrounding buildings thing and lagging pile, carry out the settlement observation of the soil body during precipitation.
Adopt the work progress of going up the dark basic supporting method of following combination of nail of the present invention, finish in pond backfill, and excavation slope is out of shape very little, and detailed observational record is as shown in table 2, and any problem does not take place for building and road all around.
With traditional pile-anchor retaining method contrast shown in Figure 2, anchor bolt construction is difficult relatively in traditional pile-anchor retaining method, and the back fill course when constructing pipeline in addition also influences axis force of anchor, adopts the pile-anchor retaining cycle long, the expense height, and actual effect is also undesirable.The present invention has overcome the above-mentioned shortcoming that exists in the existing pile-anchor retaining structure.Be that duration contrast table and the expense of these two kinds of supporting and protection structure are calculated shown in the following table 1.
Table 1
As can be seen from Table 1, the dark basic supporting method of going up following combination of nail provided by the invention can be saved a large amount of expenses for a construction works.Moreover, select the dark basic supporting method of going up following combination of nail of the present invention, safe and reliable equally, and can shift to an earlier date the duration, obtain good social benefit.
It should be noted that, though utilize the technical characterictic identical with concrete structural element etc. and embodiment and the figure of restriction that the present invention has been described, but this is just in order to help more fully to understand the present invention, the present invention is not limited to above-described embodiment, all can carry out numerous variations and distortion by above-mentioned record one of ordinary skill in the art of the present invention.
Therefore; thought of the present invention is not limited to the embodiment of above explanation, and thought category of the present invention not only comprises the scope of claims record, also comprises with claim being equal to or distortion of equal value; any change and distortion in this scope all drops within protection scope of the present invention.

Claims (9)

1. a dark basic supporting method of going up following combination of nail is characterized in that, may further comprise the steps:
Lagging pile construction: adopt the mud off deposited reinforced concrete pile, spiral drilling machine drilling process pore-forming, conduit underwater grouting method pour concrete, its detailed process is at first to carry out the unwrapping wire location, be that rig is in place then, rig is in place holes after finishing, then carry out reinforcing cage making and installation, carry out the concrete perfusion then, be the Guan Liang construction at last;
Soil nailing combined bolting and shotcrete: in described soil nailing combined bolting and shotcrete, make the nail position and carry out repetition measurement by designing requirement, soil nailing is constructed in the soil body or is easy to manual pore-forming's position employing luoyang spade pore-forming, insert indented bars, inject cement mortar, the type soil nailing is squeezed in the position employing that is difficult for pore-forming at cobble, mud stone or luoyang spade, with impacting roof-bolter anchor tube is squeezed into, slurry outlet is set on the anchor tube, its detailed process is that soil nailing or anchor tube at first are set, then carrying out slip casting, lay the surface layer reinforced mesh then, is the sprayed mortar surface layer at last; And
Draining shoveling and quicksand and boulder bed are handled: comprise quicksand and boulder bed processing procedure between draining shoveling process and stake, wherein, quicksand and boulder bed processing procedure comprise between stake: stop to cut the earth, lie across earlier between two with plank, fill up the cave with the better blinding bag of water permeability then, underground water is gushed out, and sand, stone no longer being gushed out, is clear water until what flow out.
2. the dark basic supporting method of going up following combination of nail as claimed in claim 1 is characterized in that, wherein, in the process of described lagging pile construction, the error of the locating hole in the described unwrapping wire position fixing process is not more than 5cm.
3. the dark basic supporting method of going up following combination of nail as claimed in claim 1 is characterized in that, wherein, in the process of described lagging pile construction, the rig position deviation in the described rig process in place is not more than 5cm.
4. as claimed in claim 1 going up followed closely following dark basic supporting method that makes up; it is characterized in that, wherein, in the process of described lagging pile construction; the making of described reinforcing cage and the reinforcing cage welding point in the installation process are no more than 1/2 of main muscle sum, and the reinforcing cage protective layer thickness is not less than 4cm.
5. the dark basic supporting method of going up following combination of nail as claimed in claim 1 is characterized in that, wherein, in the process of described lagging pile construction, the sediment thickness in the described concrete perfusion is less than 20cm.
6. the dark basic supporting method of going up following combination of nail as claimed in claim 1 is characterized in that, wherein, in the process of described lagging pile construction, the length that described hat beam work progress king-pile top reinforcing bar stretches in the hat beam is not less than 700mm.
7. as claimed in claim 1 going up followed closely following dark basic supporting method that makes up, it is characterized in that, wherein, in the process of described soil nailing combined bolting and shotcrete, the injecting paste material of described slip casting is cement paste, and water/binder ratio is no more than 0.4 to 0.45, and slurries stir to exist side by side and namely use, before the slip casting and after slip casting is stopped over and operation finishes, the water flushing line.
8. as claimed in claim 1 going up followed closely following dark basic supporting method that makes up, it is characterized in that, wherein, in the process of described soil nailing combined bolting and shotcrete, the grid variation of the reinforced mesh in the described laying surface layer reinforced mesh process is ± 10mm that the lap length on every limit is not less than 200mm when steel mesh reinforcement is laid.
9. as claimed in claim 1 going up followed closely following dark basic supporting method that makes up, it is characterized in that, wherein, in the process of described soil nailing combined bolting and shotcrete, sprayed mortar thickness in the described sprayed mortar surface layer process is 80mm, and strength grade is C20, and the match ratio of cement, sand, stone is cement: sand: stone=1:2:2, maximum size of coarse aggregate is not more than 16mm, and water/binder ratio is not more than 0.45.
CN 201010156313 2010-04-27 2010-04-27 Method for supporting deep foundation with upper nail-lower pile combination Active CN102235007B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN 201010156313 CN102235007B (en) 2010-04-27 2010-04-27 Method for supporting deep foundation with upper nail-lower pile combination

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN 201010156313 CN102235007B (en) 2010-04-27 2010-04-27 Method for supporting deep foundation with upper nail-lower pile combination

Publications (2)

Publication Number Publication Date
CN102235007A CN102235007A (en) 2011-11-09
CN102235007B true CN102235007B (en) 2013-08-07

Family

ID=44886077

Family Applications (1)

Application Number Title Priority Date Filing Date
CN 201010156313 Active CN102235007B (en) 2010-04-27 2010-04-27 Method for supporting deep foundation with upper nail-lower pile combination

Country Status (1)

Country Link
CN (1) CN102235007B (en)

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102864781A (en) * 2012-09-29 2013-01-09 成都四海岩土工程有限公司 Foundation pit supporting method utilizing inclined piles
CN103362131B (en) * 2013-08-02 2015-10-28 江苏正方园建设集团有限公司 A kind of pattern foundation pit supporting structure compound bamboo reinforcement combined bolting and shotcrete and construction method thereof
CN106869151A (en) * 2017-02-20 2017-06-20 安徽新建控股集团有限公司 A kind of bridge construction method of deep foundation ditch
CN108842764B (en) * 2018-06-01 2020-04-10 中力建设集团有限公司 Rotary stirring type anchor pipe construction method
CN110821519B (en) * 2019-10-28 2021-01-22 中铁十八局集团有限公司 Construction method of ultra-deep anti-sliding anchor pile retaining wall concrete

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101225661A (en) * 2008-02-02 2008-07-23 浙江环宇建设集团有限公司 Pile-anchor foundation ditch supporting construction method
KR100917044B1 (en) * 2007-05-31 2009-09-10 (주)유니트엔지니어링 Concrete retaining wall construction method with dual wall jointed by anchor

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US7377725B2 (en) * 2005-01-12 2008-05-27 Cammack Charles H Arched soil nail wall

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100917044B1 (en) * 2007-05-31 2009-09-10 (주)유니트엔지니어링 Concrete retaining wall construction method with dual wall jointed by anchor
CN101225661A (en) * 2008-02-02 2008-07-23 浙江环宇建设集团有限公司 Pile-anchor foundation ditch supporting construction method

Also Published As

Publication number Publication date
CN102235007A (en) 2011-11-09

Similar Documents

Publication Publication Date Title
CN104612162B (en) A kind of Deep Foundation Pit of Metro Stations excavation construction method
CN102518135B (en) Horizontal jet grouting soil anchor and castinplace pile Composite Foundation Pit supporting construction engineering method
CN104564128B (en) A kind of shallow-depth-excavation tunnel construction deformation monitoring method
CN103343544B (en) Construction method for large-scale open caisson
CN106759473B (en) The constructing structure and its construction method of underground pipe gallery and road
CN104500077B (en) A kind of shallow-depth-excavation tunnel passes through cottage area construction method
CN106958256B (en) A kind of placement layer by layer, the open caisson construction technique repeatedly sunk
CN205742213U (en) Foundation pit supporting construction
CN106049505A (en) Construction method for deep foundation pit supporting and protecting system
CN108797598A (en) The construction technology of pre-loaded support struts in a kind of deep basal pit
CN204491626U (en) The foundation pit enclosure structure that Larsen steel sheet pile and prestressed anchor combine
CN105155550A (en) Construction method for digging deep foundation pit in large-thickness highly weathered sandstone stratum in combined supporting mode
CN106499413A (en) A kind of Shallow-buried section tunnel stratum consolidation construction method
CN105951711A (en) Enclosing construction method of underground continuous wall of seashore power station
CN106869151A (en) A kind of bridge construction method of deep foundation ditch
CN106049195A (en) Method for strengthening subgrade basement of existing high speed railway line
CN109778869A (en) Foundation ditch construction method
CN102235007B (en) Method for supporting deep foundation with upper nail-lower pile combination
CN107447778A (en) The heightening and consolidation structure and method of a kind of in-service reinforced concrete retaining wall
CN207331740U (en) A kind of heightening and consolidation structure of in-service reinforced concrete retaining wall
CN109706952A (en) Large-scale well-sinking construction method
CN113174958A (en) Construction method for foundation pit of adjacent road under poor ground condition
CN104453915B (en) Big cross section vertical shaft pre-pouring grout reinforces Rapid Excavation method
CN206070508U (en) A kind of device of foundation
CN107489164A (en) The heightening and consolidation structure and method of a kind of in-service reinforced concrete retaining wall

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
C14 Grant of patent or utility model
GR01 Patent grant