CN101748741B - Construction method of concrete supporting structure - Google Patents
Construction method of concrete supporting structure Download PDFInfo
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- CN101748741B CN101748741B CN2009102428982A CN200910242898A CN101748741B CN 101748741 B CN101748741 B CN 101748741B CN 2009102428982 A CN2009102428982 A CN 2009102428982A CN 200910242898 A CN200910242898 A CN 200910242898A CN 101748741 B CN101748741 B CN 101748741B
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Abstract
The invention provides a construction method of a concrete supporting structure, comprising the following steps: step (101) of excavating working surface, step (102) of injecting a first layer of concrete retaining wall, step (103) of arranging hole sites, step (104) of pore-forming, step (105) of borehole cleaning, step (106) of installing a supporting structure, step (107) of pressure slip casting, step (108) of hanging and paving steel mesh sheets, step (109) of injecting a second layer of concrete pavement, step (110) of concrete pavement backside back fill grouting, step (111) of concrete pavement curing, the step of using drilling equipment to drill at preset design positions in the step (104) of pore-forming and the step of using a hole extruding and chambering device to expand bore diameter of boreholes when drilling is to reach preset depth to form a supporting structure with a big-head tail end and with diameter being larger than bore diameter. With the design adopted, reinforcing capacity of the concrete supporting structure can be fully enhanced.
Description
Technical field
This method relates to a kind of job practices of concrete supporting structure, especially refers to a kind of job practices that adopts the pattern foundation pit supporting structure of soil nailing or anchor pole.
Background technology
At present; Soil nailing or bolt support structure at home and abroad are in to be promoted and developing period; Obtained in the foundation pit support construction in fields such as highway engineering widely using, adopted this concrete supporting structure after, can reinforce and protect side slope or foundation ditch in time; Reach the stability that keeps side slope fully, prevent that it from purposes such as massif weathering unstability taking place.
To above-mentioned concrete supporting structure, various job practicess have appearred, and comparatively common job practices mainly comprises the following steps: the excavated surface step, sprays first floor layer of concrete step, installs the supporting and protection structure step; Mainly comprise boring, install reinforcing bar, slip casting etc., after above-mentioned steps is accomplished, the assembling reinforcement net; Be connected firmly with reinforcing bar, guarantee that the reinforcing bar screen cloth can produce and rock when spraying second layer concrete; After the steel mesh reinforcement installation, generally also be welded with reinforcing rib or tame hilllock, firm with anchor pole reinforcing bar or steel pipe welding; Then spray second layer layer of concrete, then layer of concrete spray finish after, wet curing; Whole construction is accomplished, and is in construction, general also with the drain step to the ponding that occurs in each step.
But in the traditional concrete support construction process, in installing the supporting and protection structure step, generally all be to adopt engineering driller or manual work on work plane, to get out the identical boring of diameter with luoyang spade; Then install soil nailing or anchor pole reinforcing bar; And utilize conduit to carry out concrete grouting, utilize the pressure of concrete slurry closely to contact, and final sclerosis back closely is fixed together with soil nailing (anchor pole) reinforcing bar with the soil layer that will reinforce; Form the composite construction of a reinforcing bar, concrete grouting induration, the soil body; Its interaction has increased the uplift resistance of soil nailing or anchor pole, and the soil body that maybe slippage is anchored in the soil stabilization zone, carries lotus jointly with this soil body and presses; Retrained the distortion of the soil body, and reached by the purpose of the soil stabilization of supporting.
But because in the above-mentioned work progress; Because the diameter of the concrete grouting induration and the soil body is identical,, the soil body is produced the words of lower pressure if in the concrete perfusion slurries; The interface frictional resistance that weak soil provides is very low; Hole wall is unstable after will causing pore-forming, to such an extent as to can not securely soil body constraint be lived, does not finally reach and wants supporting protection purpose.
Summary of the invention
The present invention proposes a kind of job practices of concrete supporting structure, solved deep foundation pit slope soil nailing or anchor pole bearing capacity deficiency and the imperfect problem of slope stability ability in fields such as highway engineering, its concrete technical scheme is following:
A kind of concrete supporting structure job practices; Comprise the following steps: excavated surface step 101, injection first floor concrete guard wall step 102, lay position, hole step 103, pore-forming step 104, clear hole step 105, install supporting and protection structure step 106, slip casing by pressure step 107, hang and spread steel fabric sheet step 108, injection second layer concrete pavement step 109, concrete pavement backfill grouting step 110, concrete pavement maintenance step 111 behind; Wherein, In said excavated surface step 101; Adopt from top to down, the layer and section construction; And the soil nailing injecting cement paste of the upper strata soil layer scope of operation and sprayed concrete strength reach design strength 70% before, must not descend the excavation of one deck earthwork; In said injection first floor concrete guard wall step 102; Segmentation and slicing carries out concrete successively and sprays; Soil layer in same section sprays from bottom to up, and the concrete water/binder ratio that is sprayed is not more than 0.45, the section sheet and layer by layer between all to make 45 ° inclined-plane; In the step 103 of position, said laying hole, on work plane, lay the boring position of soil nailing, wherein, arrange the arrangement of staggering between the casting nail up and down, the boring position is the plum blossom shape on the whole and arranges that position, hole allowable variation is controlled at and is not more than 150mm;
In said pore-forming step 104; Adopt rig in predetermined design attitude place boring; And when boring is about to reach projected depth; Adopt equipment will the hole boring aperture of bottom in squeezed hole to enlarge, forms the dish structure of a diameter greater than the aperture, said position in the bottom reaming of holing is not on same tangent plane.
After having adopted above-mentioned job practices, in pore-forming step 104, when boring is about to reach projected depth; Adopt equipment will the hole boring aperture of bottom in squeezed hole to enlarge, forms the dish structure of a diameter, put and formed one behind the muscle grouting reinforcement and have the soil nailing or the anchor pole that coil reducing of reinforcing bar to be drawn concrete structure greater than the major part tail end in aperture; This structure and the original position soil body bond together and form the compound soil body, soil nailing and undisturbed soil acting in conjunction, in addition; The slurries of soil nailing slip casting displace the part soil body; And the crack in the soil body or weak regional infiltration, diffusion and filling, especially slip casing by pressure, become slurry bubble at slip casting point set mesorelief; Through the contiguous soil body of slurry bubble extruding, make soil body densification and improved its shear strength.
In addition, under the situation that the earth stress condition changes, lateral displacement can take place in slope soil; Cause that supporting and protection structure is stressed to change, because the end load of above-mentioned dish structure, and the frictional resistance of the concrete induration and the soil body; Its interaction and then strengthened the uplift resistance of soil nailing and anchor pole is anchored in the soil body that maybe slippage in the soil stabilization zone, bears load jointly with the soil body; The constraint soil deformation impels by the supporting soil stabilization, has reached the purpose of wanting supporting.
Improvement as a kind of technical scheme; In said pore-forming step 104; Can also boring mid portion expand one or more diameters greater than the aperture the dish structure, form a kind of three-dimensional Tiebar structure with certain cage construction, can strengthen the bearing capacity of supporting and protection structure better.
As preferably, in said excavation step 101, to excavate according to following order, first excavation pit core is then dug according to two diagonal angles of correspondence respectively, and last opposite side digs.
Further improve; Install in the supporting and protection structure step 106 said; Welding centering spacer bars support on the soil nailing reinforcing bar, Steel bar rack guarantees that the soil nailing reinforcing bar is positioned at the hole center position, the setting of staggering of Steel bar rack hoop; After above-mentioned soil nailing reinforcing bar processed, the soil nailing reinforcing bar that welding is good was placed in the boring.
As a kind of improvement, above-mentioned supporting and protection structure adopts anchor structure, promptly installs in the supporting and protection structure step 106 said, and anchor pole is placed in the boring.
In addition, preferred as further, in the said slip casing by pressure step 107; Adopt secondary pressure slip casting, on slip casting for the first time is inserted into conduit at the bottom of the hole on the position of 200～500mm, with pressure, the gravity slip casting of 0.4～0.6Mpa; Conduit detaches the pressure that to the aperture 0.5～1m uses at the place 1～2Mpa instead and fills with, and keeps high pressure 3～5min, intermittently carries out secondary grouting after 24 hours in that the slip casting first time is intact; Pressure is controlled at 0.5～2.0Mpa; Adopt porose colored steel pipe, and predetermined fixed is placed in the boring on the soil nailing reinforcing bar and with the soil nailing reinforcing bar, has a plurality of slurry outlets above the said porose colored steel pipe.
In said slip casting step, grouting pressure is greater than 0.4Mpa.
In said slip casting step, grouting pressure is greater than 0.8Mpa.
In order more a step to increase reinforcement effect to the soil body; As a kind of improvement; Be welded with high-strength bolt end bar at said soil nailing steel bar end; After spraying second layer concrete pavement step 109, treat that facing concrete intensity reaches design strength after, strengthen this backing plate and tighten nut soil nailing is applied 10～20% prestressing force of design pulling force.
In addition, before installing supporting and protection structure step 106, also include the drain step 112 to the ponding behind the armour layer, an armour layer is provided with spilled water hole, and spilled water hole adopts horizontal duct, and an armour layer is stretched out in the outer end, and the ponding behind the concrete pavement is discharged.
After having adopted technique scheme; Above-mentioned soil body composite construction forms the three-dimensional Tiebar structure with certain skeleton function on space combining; Extruding through cage of reinforcement tractive and slip casing by pressure is closely knit, has improved the strength and stiffness of undisturbed soil greatly, plays the effect of soil mass consolidation; Solve deep foundation pit slope soil nailing or anchor pole bearing capacity deficiency and the imperfect problem of slope stability ability in fields such as highway engineering, obtained better technical effect.
Description of drawings
Fig. 1 is the flow chart of the specific embodiment of the invention;
Fig. 2 is the excavation of foundation pit precedence diagram of the specific embodiment of the invention;
The specific embodiment
Below in conjunction with accompanying drawing and specific embodiment the present invention is done further detailed description:
Fig. 1 is the flow chart of the specific embodiment of the invention, and Fig. 2 is the excavation of foundation pit precedence diagram of the specific embodiment of the invention, and in this embodiment, supporting and protection structure adopts the soil nailing structure, and is as shown in Figure 1, among this embodiment, mainly constructs according to the following step:
At first, carry out excavated surface step 101, promptly according to predefined sequence of construction, from top to down, layer and section construction; Every layer of soil layer excavation layer is apart from being 1～2m, and the segment length is 5～20m, and according to design drawing and excavation slope requirement, has calculated slope excavation line and foundation ditch core soil sideline; The sequence of excavation of concrete each layer of foundation ditch is as shown in Figure 2, promptly first excavation pit core D, and then the diagonal angle digs the A part; The diagonal angle digs the B part then, and last opposite side digs the C part, according to top order; Occur so that reduce phenomenon such as caving in of work plane as much as possible, simultaneously, can also dwindle the exposed time of slope soil as much as possible; Especially to the relatively poor soil body of self-stable ability, more should speed dig fast, guarantee in the time that limits, to accomplish excavation and supporting.
In addition, if when adopting machinery to carry out above-mentioned excavation operation, the degree of depth is wanted strict control absolute altitude during the single step excavation, forbids the side slope of backbreaking, and preferably reserves domatic about 100mm in the side slope of foundation ditch and clears up with manual work, to guarantee the slope excavation quality.
In addition, when the above 300mm of excavation of foundation pit to foundation ditch bed course, should carry out foundation ditch and check and accept, and adopt manual work to excavate remaining cubic metre of earth, dig timely smooth foundation ditch to the design elevation, ponding in the drainage hole, and in time execute and make bed course.
For construction safety better, prevent that soil layer from caving in, before the soil nailing injecting cement paste of the upper strata soil layer scope of operation and sprayed concrete strength reach design strength 70%, must not descend the excavation of one deck earthwork.
Then, get into and spray first floor concrete guard wall step 102, this step main purpose is to carry out protective effect in order to split the soil layer that digs out; Prevent that slope soil open-assembly time is long and come off, subside that among the embodiment, the first floor concrete thickness is controlled at 40～50mm; And carrying out concrete when spraying, should carry out successively by segmentation and slicing, the soil layer in same section should spray from bottom to up; In addition, in order to guarantee to set up firmly, the section sheet all will be made 45 ° inclined-plane between reaching layer by layer.
In addition, when concrete sprays, keep plumbness between shower nozzle and the work plane that is sprayed, and keep the distance about 1.0m, simultaneously, in course of injection, will keep the sprayed mortar surfacing, no dry spot or the slippage phenomenon of trickling.
In order to reach the effect of injection better, need control water/binder ratio well, the preferred water gray scale is not more than 0.45; In addition; The cement grout resting period is wanted strict control, if when cement grout is not mixed accelerating admixture, the resting period must not be above 2 hours; If during cement grout admixture accelerating admixture, deposit max 20 mins.
Next,, get into and lay position, hole step 103 between curing time at first floor layer of concrete surface layer; On work plane, lay the boring position of soil nailing, wherein; Arrange the arrangement of should staggering between the casting nail up and down, it is the plum blossom shape on the whole and arranges that position, hole allowable variation is controlled at and is not more than 150mm; For control better, can when laying, carry out successively the position, hole is numbered.
Next, get into pore-forming step 104, in this step; The soil nailing pore-forming adopts the boring of anchor pole engineering driller, and drill bit can adopt special-shaped squeezed hole drill bit, if rig creeps into difficulty in the part location; Also can use the luoyang spade manual work to tunnel pore-forming, creep into slowly the mating holes position when perforate, when treating that drilling depth reaches certain depth and soil layer and stablizes; Can quicken to creep into, should check the abrasion condition of drill bit in the drilling process at any time, prevent that drilling diameter from not reaching designing requirement; Design standard must be satisfied in aperture, hole depth, pitch-row, inclination angle, and its error will meet the requirement of correlation technique rules.
In addition, when Completion of Drilling Hole is about to reach projected depth, launch squeezed hole equipment immediately; The aperture, bottom of will holing enlarges, and forms the dish structure of diameter greater than the major part tail end in aperture, in addition; According to stratum and requirement of engineering; The centre in duct is reaming according to circumstances to twice also, so that reach better reinforcing supporting effect, whole plate brad supporting structure is in the textural three-dimensional skeleton form that has formed similar pull bar.
In addition, it should be noted that the position of empennage end reaming can not be on same tangent plane, suitably adjust the position of empennage position reaming, avoid up and down on same tangent plane according to geological conditions and field condition.The method of adjustment position can be controlled through jumping the length of breaking or adjust reinforcing bar at interval.
In addition, the boring of expansion is propped up dish and must when carrying out drilling construction, be controlled through calculating definite slide surface position in the outside of slide surface.
Next step carries out hole step 105 clearly, adopts high pressure wind 2～3min during clear hole; Blow off dregs in the hole; Especially the tail end in squeezed hole is propped up disc portion and will carry out the conscientious slag that blows and handle, guarantee hole quality clearly, collapse hole or drop and loosen the soil and to handle immediately of the part infiltration that occurs in the hole.
Then, get into and install supporting and protection structure step 106, adopt indented bars as the soil nailing reinforcing bar; Before arrangement, need on reinforcing bar, weld the centering locating support; Guaranteeing that the soil nailing reinforcing bar is in the centre, hole, per pass centering locating support is wanted the hoop setting of staggering, and angle is 120 degree; Every establish together at a distance from 3m, the setting of centering locating support flowing freely of slurries when not hindering slip casting is as the criterion.
After above-mentioned reinforcing bar is accomplished, get into slip casing by pressure step 107, the position of 200～500mm on slip casting for the first time is inserted into conduit at the bottom of the hole earlier; Low pressure, gravity slip casting with 0.4～0.6Mpa; In the slip casting process with conduit at the uniform velocity slowly outwards withdrawing from, but the grout outlet of conduit will be in below the surface of slurry in the hole all the time, guarantees that gas can all be overflowed in the hole; The place is provided with stop grouting plug and steam vent in the aperture, starches with ending with exhaust.(1～2MPa) fills with, and keeps high pressure 3～5min, and slip casting is for the first time accomplished when conduit detaches to the aperture 0.5～1m, to change high pressure into.After the slip casting first time finishes 24 hours intermittences, will carry out secondary grouting, pressure is controlled at 0.5～2.0MPa.Wherein, the secondary grouting pipe adopts the porose colored steel pipe of Φ 20, and this steel pipe should be fixed on earlier on the soil nailing reinforcing bar in the soil nailing reinforcing bar is positioned over the soil nailing hole.
In addition; Slurry fullness coefficient in the injection hole must be greater than 1; And at every turn in the hole during slip casting, should calculate required slurry volume in advance and calculate the slurry volume that should in the hole, inject, surpass the volume of pore-forming to confirm actual grouting amount according to the number of stroke of grouting pump.
Injecting paste material selects for use the water/binder ratio of cement paste by designing requirement, when the design no requirement (NR), gets 0.5, and cement paste answers mix even, and with mixing with usefulness, the cement paste of a mix should use up before initial set.
Can add Admixture according to actual needs during slip casting, to improve injecting cement paste intensity and the frictional resistance that increases compound inside soil body.
Next, hang shop steel fabric sheet step 108, reinforced mesh forms with welding or colligation; Reinforced mesh can form with welding of diameter 6～8mm wire rod reinforcing bar or colligation, size of mesh opening 150～300mm, and the lap length on every limit should be not less than a grid length of side or 300mm when steel mesh reinforcement was laid; As then weld long 10 times of being not less than net muscle diameter for single-selded lap joint, in construction, 90 ° of crotches are bent at first that the soil nailing reinforcing bar is outer one end; In its elbow, pass the elongated horizontal reinforcement of Φ 16 and weld; Compress reinforced mesh simultaneously, squeeze in the soil with fixing reinforced mesh colligation at net sheet middle part again with the bar dowel of Φ 6.Reinforced mesh, thickness of protection tier are not less than 20mm, and reinforced mesh vibration should not occur under concrete sprays, and steel mesh reinforcement should be laid after spraying a layer concrete, and steel mesh reinforcement should extend to ground surface, and stretches out side slope line 0.5m.
Next step sprays second layer concrete pavement step 109, and this layer concrete sprayed construction technology and first floor sprayed construction are basic identical; Injection order should be from bottom to top during sprayed mortar, and shower nozzle should be controlled in 80～150mm scope with receiving the spray plane distance, and jet direction vertically points to jet face; Should spray the reinforcing bar rear earlier at the reinforcing bar position; And then spray fills out reinforcing bar the place ahead, prevents the space to occur at the reinforcing bar back side, and is should be earlier before the sprayed mortar wetting to the layer of concrete water spray of front spray just; Should add accelerating admixture during injection to improve concrete rate of set, prevent the concrete slump.
In addition, to the method for reinforcing bar position inject process be, the reinforcing bar rear soil body is filled out in spray earlier, and then spray fills out reinforcing bar the place ahead, prevents the space to occur at the reinforcing bar back side, influences construction quality.
Finish at concrete second layer surface construction, after intensity reaches requirement, need in time concrete pavement to be carried out behind backfill grouting step 110; It is carried out slip casing by pressure behind, and slip casting behind is for closely knit between concrete pavement and the back soil, to improve the plate brad supporting quality; Guarantee that possible thereafter space filling is closely knit, among the embodiment, before sprayed mortar, bury Φ 48mm steel pipe in advance underground; Be arranged in domatic on, longitudinal separation 2m.Filling water mud, water/binder ratio are 0.45, and slip casting is carried out to the discharge orifice from few water hole, and final grouting pressure should have been annotated the slurry back and shut the mouth of pipe with fast hydraulic cement mortar less than 0.4Mpa.Just constantly observe the variation of pressure and flow during slip casting, pressure rises gradually, and flow reduces gradually, when grouting pressure reaches design final pressure, stablizes 3 minutes again, can finish this hole slip casting.
At last, get into concrete pavement maintenance step 111,2h after the sprayed mortar final set according to field condition, takes wet curing, and to reduce the cracking that causes because of the heat of hydration, water spray carried out maintenance 5～7 days to concrete continuously.
In addition, before installing supporting and protection structure step 106, also include the drain step 112 to the ponding behind the armour layer, an armour layer is provided with spilled water hole, and spilled water hole adopts horizontal duct, and an armour layer is stretched out in the outer end, and the ponding behind the concrete pavement is discharged.
In addition, as a kind of improvement, above-mentioned supporting and protection structure also goes in the bolt support construction.
As a kind of improved embodiment, in said slip casting step 107, grouting pressure is greater than 0.8Mpa; Can fully increase the volume of anchoring; Thereby improve adhesion stress and frictional resistance between the anchoring body and the soil body, after grouting pressure is improved, can fully improve the uplift resistance of supporting and protection structure.
Further preferred embodiment; Be welded with high-strength bolt end bar at said soil nailing steel bar end; After spraying second layer concrete pavement step 109, treat that facing concrete intensity reaches design strength after, strengthen this backing plate and tighten nut soil nailing is applied 10～20% prestressing force of design pulling force; Behind this artificial prestressing force, can fully improve anticracking ability after the antiskid of the soil body.
Though it should be noted that and utilize the technical characterictic identical with concrete structural element etc. and the embodiment and the figure of qualification that the present invention has been described, this is in order to help more fully to understand the present invention, the present invention is not limited to the foregoing description.All can carry out numerous variations and distortion one of ordinary skill in the art of the present invention through above-mentioned record.
Therefore; Thought of the present invention is not limited to above illustrated example, 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 (10)
1. concrete supporting structure job practices; Comprise excavated surface step (101), injection first floor concrete guard wall step (102), laying position, hole step (103), pore-forming step (104), clear hole step (105), install supporting and protection structure step (106), slip casing by pressure step (107), hang and spread steel fabric sheet step (108), injection second layer concrete pavement step (109), concrete pavement behind backfill grouting step (110), concrete pavement maintenance step (111); Wherein
In said excavated surface step (101), adopt from top to down, the layer and section construction, and the soil nailing injecting cement paste of the upper strata soil layer scope of operation and sprayed concrete strength reach design strength 70% before, must not descend the excavation of one deck earthwork;
In said injection first floor concrete guard wall step (102); Segmentation and slicing carries out concrete successively and sprays; Soil layer in same section sprays from bottom to up, and the concrete water/binder ratio that is sprayed is not more than 0.45, the section sheet and layer by layer between all to make 45 ° inclined-plane;
In position, said laying hole step (103), on work plane, lay the boring position of soil nailing, wherein, arrange the arrangement of staggering between the casting nail up and down, the boring position is the plum blossom shape on the whole and arranges that position, hole allowable variation is controlled at and is not more than 150mm;
In said pore-forming step (104); Adopt rig in predetermined design attitude place boring; And when boring is about to reach projected depth; Adopt equipment will the hole boring aperture of bottom in squeezed hole to enlarge, forms the dish structure of a diameter greater than the aperture, said position in the bottom reaming of holing is not on same tangent plane.
2. concrete supporting structure job practices as claimed in claim 1 is characterized in that,
In said pore-forming step (104), boring mid portion expand one or more diameters greater than the aperture the dish structure.
3. concrete supporting structure job practices as claimed in claim 1 is characterized in that,
In said excavated surface step (101), first excavation pit core is then dug according to two diagonal angles of correspondence respectively, and last opposite side digs.
4. concrete supporting structure job practices as claimed in claim 1 is characterized in that,
Install in the supporting and protection structure step (106) said; Welding centering spacer bars support on the soil nailing reinforcing bar; Said Steel bar rack guarantees that the soil nailing reinforcing bar is positioned at the hole center position; The setting of staggering of Steel bar rack hoop, after above-mentioned soil nailing reinforcing bar processed, the soil nailing reinforcing bar that welding is good was placed in the boring.
5. concrete supporting structure job practices as claimed in claim 1 is characterized in that,
Install in the supporting and protection structure step (106) said, anchor pole is placed in the boring.
6. concrete supporting structure job practices as claimed in claim 1 is characterized in that,
In the said slip casing by pressure step (107), adopt secondary pressure slip casting, on slip casting for the first time is inserted into conduit at the bottom of the hole on the position of 200～500mm; Pressure, gravity slip casting with 0.4～0.6Mpa; Conduit detaches the pressure that to the aperture 0.5～1m uses at the place 1～2Mpa instead and fills with, and keeps high pressure 3～5min, intermittently carries out secondary grouting after 24 hours in that the slip casting first time is intact; Pressure is controlled at 0.5～2.0Mpa; Adopt porose colored steel pipe, and predetermined fixed is placed in the boring on the soil nailing reinforcing bar and with the soil nailing reinforcing bar, has a plurality of slurry outlets above the said porose colored steel pipe.
7. concrete supporting structure job practices as claimed in claim 1 is characterized in that,
In said slip casting step, grouting pressure is greater than 0.4Mpa.
8. concrete supporting structure job practices as claimed in claim 1 is characterized in that,
In said slip casting step, grouting pressure is greater than 0.8Mpa.
9. concrete supporting structure job practices as claimed in claim 1 is characterized in that,
The steel bar end of said soil nailing is welded with high-strength bolt end bar; After spraying second layer concrete pavement step (109); After treating that facing concrete intensity reaches design strength, strengthen cover backing plate and tighten nut soil nailing is applied 10～20% the prestressing force that designs pulling force.
10. concrete supporting structure job practices as claimed in claim 1 is characterized in that,
Supporting and protection structure step (106) is preceding installing, and also includes the drain step (112) to the ponding behind the armour layer, and an armour layer is provided with spilled water hole, and spilled water hole adopts horizontal duct, and an armour layer is stretched out in the outer end, and the ponding behind the concrete pavement is discharged.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009102428982A CN101748741B (en) | 2009-12-18 | 2009-12-18 | Construction method of concrete supporting structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102296615B (en) * | 2010-06-25 | 2013-09-25 | 中国二十冶集团有限公司 | Complex deep foundation pit stepped combined supporting method of under condition of soft soil foundation |
| CN102535474B (en) * | 2010-12-13 | 2015-09-30 | 五冶集团上海有限公司 | A kind of construction method of deep-foundation pit excavation |
| CN102644273A (en) * | 2012-05-11 | 2012-08-22 | 中建新疆建工（集团）有限公司 | Improved construction method of manual hole digging pile retaining wall for building |
| CN102979531B (en) * | 2012-12-13 | 2015-12-02 | 中国电建集团成都勘测设计研究院有限公司 | Reinforce construction method and the structure of large-scale rock slope deep weak structural plane |
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| CN104775438B (en) * | 2015-04-08 | 2016-06-29 | 国家电网公司 | The method of tower position foundation pit construction in karst landform basis rainy season |
| CN105649092A (en) * | 2016-01-18 | 2016-06-08 | 中国水利水电第八工程局有限公司 | Slope supporting method for crumbly strata |
| CN105926646A (en) * | 2016-05-10 | 2016-09-07 | 中铁第勘察设计院集团有限公司 | Reinforcing method for swelling rock cut slope |
| CN105970955A (en) * | 2016-06-07 | 2016-09-28 | 青岛海川建设集团有限公司 | Self-drilling type nail and pipe combined double-liquid grouting soil nail construction process |
| CN106567393A (en) * | 2016-11-04 | 2017-04-19 | 中建六局土木工程有限公司 | Collapsible loess deep foundation pit support construction method |
| CN106884670A (en) * | 2017-03-06 | 2017-06-23 | 西安科技大学 | A kind of support method for underground goaf roof of coal mine |
| CN109208611A (en) * | 2018-10-19 | 2019-01-15 | 中国黄金集团建设有限公司 | A kind of construction of soil-nailed wall method |
| CN109944596B (en) * | 2019-03-20 | 2020-07-10 | 中铁四局集团有限公司 | Secondary reinforcing method for shield crossing near-river rich water sand layer |
| CN110616715A (en) * | 2019-09-12 | 2019-12-27 | 北京城建远东建设投资集团有限公司 | Construction method of foundation pit supporting soil nailing wall |
| 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 |
| CN111119195A (en) * | 2019-12-31 | 2020-05-08 | 中国能源建设集团东北电力第一工程有限公司 | Foundation pit soil nail shotcrete support construction method |
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| CN1332296A (en) * | 2001-08-16 | 2002-01-23 | 吕怀民 | Construction process of retaining wall with inner anchoring wall |
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| CN1332296A (en) * | 2001-08-16 | 2002-01-23 | 吕怀民 | Construction process of retaining wall with inner anchoring wall |
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| JP特开2009-249966A 2009.10.29 |
| 任宏伟.喷锚支护技术在某地下室深基坑施工中的应用.《福建建设科技》.2008,(第5期),第17页第5和6节，图1-2. * |
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