CN201746840U - Foundation pit support system equipped with a plurality of inclined rear anchors capable of recycling - Google Patents
Foundation pit support system equipped with a plurality of inclined rear anchors capable of recycling Download PDFInfo
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- CN201746840U CN201746840U CN2010202762384U CN201020276238U CN201746840U CN 201746840 U CN201746840 U CN 201746840U CN 2010202762384 U CN2010202762384 U CN 2010202762384U CN 201020276238 U CN201020276238 U CN 201020276238U CN 201746840 U CN201746840 U CN 201746840U
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Abstract
The utility model discloses a foundation pit support system equipped with a plurality of inclined rear anchors capable of recycling. The system includes a support surface assembly surround the foundation pit, a rear pile assembly around the periphery of the foundation pit and rear anchors dragging and connecting the rear pile assembly and the support surface assembly, The rear pile assembly is provided with a rear pile cantilever, the support surface assembly of the foundation pit is provided with inclined holes inclinedly extending to the rear pile cantilever toward the periphery, the rear anchor includes steel stranded wires in the inclined holes, both ends of each steel stranded wire are fixedly connected to the support surface assembly and the rear pile cantilever. inclined steel stranded wires are arranged between the support surface assembly and the rear pile cantilever, the water and soil pressure on the sides of the foundation pit is transferred to the rear pile assembly by connecting the plurality of steel stranded wires to the support surface, thereby being suitable for the foundation pit with larger excavation depth; the steel stranded wires can be recycled after the foundation pit is completed preventing building garbage from being left underground.
Description
Technical field
The utility model relates to a kind of building operations accessory system, relates in particular to a kind of pattern foundation pit supporting structure system with the callable oblique post-tensioning anchor of multiple tracks that prevents that foundation ditch from caving on every side.
Background technology
Known post-tensioning anchor support system all is that bigger soldier pile of rigidity or support wall are set around foundation ditch, drawing steel stranded wire after soldier pile or one level of supporting coping setting, by the back drawing steel stranded wire water and soil pressure of excavation of foundation pit face is passed to the back anchor, with the equilibrium water soil pressure, reach the purpose of pattern foundation pit supporting structure.Because this post-tensioning anchor support system has only the stressed fulcrum in top at the excavation face, therefore soldier pile or the support wall moment of flexure of bearing is very big, cause supporting facial disfigurement amount bigger, for avoiding the excessive rigidity that then needs to increase support material of flexural deformation, cause the cost of soldier pile or support wall too high.Simultaneously, because a mask vertically has only the top that the load fulcrum is set, cause the excavation of foundation pit degree of depth to be restricted, the general only suitable degree of depth is the base pit engineering of 4～9m.Because above limitation makes that this support system can not extensive use.
For fear of the excessive problem of bending deformation quantity that single fulcrum support system unbalance stress causes, adopting more at present is multiple tracks pile-anchor supporting system or combined bolting and shotcrete system.Though these two kinds of support systems can overcome the problem of single fulcrum rigidity deficiency, to imbed the side soil layer and can not reclaim because anchor cable is steel strand, this will be at the underground building waste that stays.Up to the present, existing recyclable Anchor Cable Technique exists price height, quality to be not easy to control, can not to reclaim fully problems such as metal object, makes this technology still can not be used widely.Simultaneously, because the anchored force of steel strand depends on the formation properties of its anchoring, if superficial part does not have the stratum of applicable anchoring, then these two kinds of systems are all inapplicable, and can only select the inconvenient interior support foundation pit supporting system that involves great expense, constructs.
Summary of the invention
At the deficiencies in the prior art, the technical problems to be solved in the utility model provides a kind of pattern foundation pit supporting structure system with the callable oblique post-tensioning anchor of multiple tracks that satisfies than the foundation ditch use of the heavy excavation degree of depth.
In order to solve the problems of the technologies described above, the technical scheme that the utility model adopted is: a kind of pattern foundation pit supporting structure system with the callable oblique post-tensioning anchor of multiple tracks, comprise and be located at a foundation ditch mask assembly on every side, described pattern foundation pit supporting structure system with the callable oblique post-tensioning anchor of multiple tracks also comprises the back anchor assembly that is arranged at described foundation ditch periphery, traction connects the post-tensioning anchor of described back anchor assembly and described mask assembly, described back anchor assembly has post-tensioning dowel crown beam, described foundation ditch is offered the inclined hole that extends to described post-tensioning dowel crown beam obliquely to the periphery by described mask assembly, described post-tensioning anchor comprises the steel strand of being located in the described inclined hole, the two ends of described steel strand respectively with described mask assembly, described post-tensioning dowel crown beam is fixedly connected.
As the improvement of such scheme, described steel strand are outstanding to be drawn in described inclined hole.
As the improvement of such scheme, described steel strand are non-bending steel cables.
As the improvement of such scheme, described post-tensioning anchor also comprises the grouting body of filling in described inclined hole.
Improvement as such scheme, described mask assembly comprise vertical setting soldier pile, with described soldier pile interconnect the horizontally set that reticulates waist rail, be fixedly set in the supporting dowel crown beam on described soldier pile top, described waist rail and supporting dowel crown beam are fixedlyed connected with described post-tensioning dowel crown beam prestretching by described post-tensioning anchor.
As the improvement of such scheme, the coupling beam that described back anchor assembly also comprises the back anchor of the vertical setting that is arranged at described post-tensioning dowel crown beam downside, fixedlys connected with described post-tensioning dowel crown beam and described auxiliary hat beam respectively with auxiliary pile, the auxiliary Guan Liang that is arranged at described auxiliary pile top, two ends that described anchor afterwards is arranged side by side.
As the improvement of such scheme, be provided with a side around described back anchor and the described auxiliary pile and add solid.
The beneficial effects of the utility model are: the oblique rollering steel twisted wire is set as anchor cable between a mask assembly and post-tensioning dowel crown beam, all the time guarantee wherein bringing out and be exposed to ground and promptly be connected in post-tensioning dowel crown beam of steel strand, thereby after guaranteeing to finish foundation pit construction, steel strand can be reclaimed, thereby reduce the foundation ditch construction cost, avoid at the underground building waste of leaving over.The multiple tracks steel strand can be set on same vertical direction to be connected with a mask, the water and soil pressure of foundation ditch side is converted to back anchor assembly to be born, thereby the foundation ditch that can satisfy than the heavy excavation degree of depth uses, and makes the widely applicable property of this pattern foundation pit supporting structure system be improved.
Description of drawings
Fig. 1 is a kind of longitudinal profile schematic diagram with pattern foundation pit supporting structure system of the callable oblique post-tensioning anchor of multiple tracks of the utility model.
Fig. 2 sprays the elevation of concrete at the excavation face for soldier pile and the net that a mask assembly adopts.
Fig. 3 is the local enlarged diagram of a-quadrant among Fig. 2.
Fig. 4 is the vertical view of back anchor assembly.
Fig. 5 be among Fig. 4 B-B to sectional view.
Fig. 6 is the local enlarged diagram in C zone among Fig. 4.
Fig. 7 is the node schematic diagram of i iron and post-tensioning dowel crown beam.
Fig. 8 is steel strand and the sectional view of Grouting Pipe in inclined hole.
Fig. 9 is the schematic cross-section after the inclined hole grouting.
The specific embodiment
Further specify the specific embodiment of the present utility model below in conjunction with accompanying drawing.
As Fig. 1, Fig. 2, shown in Figure 3, a kind of pattern foundation pit supporting structure system of the utility model with the callable oblique post-tensioning anchor of multiple tracks, comprise and be located at foundation ditch 10 a mask assembly 30 on every side, described pattern foundation pit supporting structure system with the callable oblique post-tensioning anchor of multiple tracks also comprises the back anchor assembly that is arranged at described foundation ditch 10 peripheries, traction connects the post-tensioning anchor of described back anchor assembly and described mask assembly, anchor assembly top, described back is that the place, ground has post-tensioning dowel crown beam 23, described foundation ditch is offered the inclined hole 18 that extends to described post-tensioning dowel crown beam 23 obliquely to the periphery by described mask assembly, described post-tensioning anchor comprises the steel strand of being located in the described inclined hole 18, the two ends of described steel strand respectively with described mask assembly 30, described post-tensioning dowel crown beam 23 is fixedly connected.
Between a mask assembly and post-tensioning dowel crown beam 23, oblique rollering steel twisted wire 11 is set as anchor cable, all the time guarantee wherein bringing out and be exposed to ground and promptly be connected in post-tensioning dowel crown beam 23 of steel strand 11, thereby after guaranteeing to finish foundation pit construction, steel strand 11 can be reclaimed, thereby reduce the foundation ditch construction cost, avoid at the underground building waste of leaving over.Multiple tracks steel strand 11 can be set on same vertical direction to be connected with a mask, the water and soil pressure of foundation ditch side is converted to back anchor assembly to be born, thereby the foundation ditch that can satisfy than the heavy excavation degree of depth uses, and makes the widely applicable property of this pattern foundation pit supporting structure system be improved.
Adopt the pattern foundation pit supporting structure system of the oblique post-tensioning anchor of multiple tracks, improve the stress performance of soldier pile, thereby it is little to make soldier pile 31 stress points increase stressed homogeneous deformation, thereby can reduce the thickness of section of soldier pile 31, reduce its building-in depth, thereby the reduction construction costs has also overcome single track post-tensioning anchor and can only be applicable to the shortcoming that shallow foundation is cheated.If back anchor and soldier pile 31 all adopt callable piling bar, the pattern foundation pit supporting structure system that originally has the callable oblique post-tensioning anchor of multiple tracks can thoroughly reclaim all underground hardwares, can not stay any metallics underground, helps environmental protection, saves building materials.
More preferably, before the grouting, described steel strand are outstanding to be drawn in described inclined hole 18, keeps steel strand linearly to stretch, and guarantees that its traction effect avoids hole wall and hinder.
More preferably, the preferred non-bending steel cable of described steel strand is so that reclaim.
More preferably, with reference to figure 3, Fig. 6, Fig. 8, shown in Figure 9, described post-tensioning anchor also comprises the grouting body 15 of filling in described inclined hole 18.The post-tensioning anchor assemblies is also referred to as post-tensioning anchor subsystem.
More preferably, described post-tensioning anchor also comprises the sleeve pipe that wraps up described steel strand 11, sleeve pipe is set can further isolates steel strand 11 and grouting body 15, is convenient to the recovery of steel strand 11.Its middle sleeve can be bellows, rubber tube 14, preferably adopts outer ripple elastic pipe.Bellows is locked in grouting body 15 from the ripple that utilizes its appearance in shape, makes steel strand be convenient to reclaim.For non-bending steel cable be used have certain flexible rubber tube also can so that the removal process of steel strand 11 to the pull of steel strand.
Not Guan Jiang post-tensioning anchor assemblies cross section as shown in Figure 8, with reference to figure 6, it comprises steel strand 11, ground tackle 13, backing plate 12, rubber tube 14.In Excavation Process, by at the excavation face obliquely behind the pore-forming, when utilizing the drilling rod of pore-forming to reclaim non-bending steel cable is taken back excavation face mouth from ground, make an end of steel strand 11 fixing at the waist rail 33 of excavation face, its other end is fixed at post-tensioning dowel crown Liang23Chu.Utilizing 16 pairs of borings of Grouting Pipe (inclined hole) to be in the milk then, make the boring 18 inner grouting bodies 15 that form, is the slacken effect of inclined hole to the soil body to remedy boring, avoids boring to become underground water, rain water channel simultaneously.The cross section of the post-tensioning anchor subsystem of grouting after finishing as shown in Figure 9, it comprises steel strand 11, rubber tube 14, grouting body 15 etc.Adopting non-bending steel cable is for steel strand 11 and grouting body 15 being isolated, playing the purpose of protection steel strand.Ground tackle 13, backing plate 12 are set are used for stretch-draw, locking steel strand 11.
When steel strand 11 are lax, after the loss of prestress, can repeatedly increase prestressing force at post-tensioning dowel crown beam 23 easily.Simultaneously,, also can add the back anchor easily at any time, remedy that speed of application is fast, expense is low, safe if it is big to meet the bulk deformation amount.
Back drawing steel stranded wire 11 can apply prestressing force behind pore-forming perfusion slurry, the length of time of the body 15 that need not to consider to be in the milk, to a certain extent the reduction of erection time, reduce distortion.
More preferably, as shown in Figure 2, described mask assembly comprise vertical setting soldier pile 31, with described soldier pile 31 interconnect the horizontally set that reticulates waist rail 33, be fixedly set in the supporting dowel crown beam 32 on described soldier pile 31 tops, described waist rail 33 and supporting dowel crown beam 32 are fixedlyed connected with described post-tensioning dowel crown beam 23 prestretchings by described steel strand 11.
Prop up mask assembly (supporting face system) and comprise soldier pile 31, supporting dowel crown beam 32, waist rail 33 and net spray concrete 34.Because of adopting the pattern foundation pit supporting structure system in the utility model with the callable oblique post-tensioning anchor of multiple tracks, increase the road number of post-tensioning anchor, it increases little to overall cost, but can reduce the moment of flexure and the shear loads of soldier pile by a relatively large margin, therefore soldier pile 31 can be selected the less steel pipe pile of rigidity, root pile for use or adopt the measure of dredging stake screening spray concrete, thereby reduce the engineering overall cost, to obtain favorable economic benefit.
More preferably, as Fig. 1, Fig. 4, shown in Figure 5, the coupling beam 25 that described back anchor assembly also comprises the back anchor 22 of the vertical setting that is arranged at described post-tensioning dowel crown beam 23 downsides, fixedlys connected with described post-tensioning dowel crown beam 23 and described auxiliary hat beam 28 respectively with auxiliary pile 28, the auxiliary hat beam 24 that is arranged at described auxiliary pile 28 tops, two ends that described anchor 22 afterwards is arranged side by side.Back anchor 22 and auxiliary pile 28 are the stressed stake of vertical setting, can be referred to as the back anchor, are divided into front-seat back anchor (back anchor), row back, back anchor (auxiliary pile) when being arranged side by side.Follow-up back row back anchor is auxiliary pile 28, and front-seat back anchor is a back anchor 22.
Post-tensioning stake system i.e. back anchor assembly, and it comprises that mainly back anchor 22, auxiliary pile 28, post-tensioning dowel crown beam 23, auxiliary hat beam 24, coupling beam 25 and stake side add solid 26.
Described back anchor 22 comprises that auxiliary pile 28 can be i iron, steel pipe pile, also can be castinplace pile, prefabricated tubular pile.Because back anchor promptly loses effect after the foundation ditch period of service expires, for saving constructional materials, avoid simultaneously at the underground building waste that stays, be good generally with callable i iron and steel pipe pile, the bearing capacity of single pile of back anchor 22 should be determined by field trial.
Described post-tensioning dowel crown beam 23 is for the globality of anchor after strengthening, and conveniently applies prestressing force setting simultaneously, and its cross-sectional sizes or arrangement of reinforcement should be determined according to pile spacing and the stressed size of level.
Described coupling beam 25 is provided with in order to improve bearing capacity of single pile.Field trial shows, by two row back anchors i.e. back anchor 22 and auxiliary pile 28 are set, utilizes various piece that Guan Liang (comprising post-tensioning dowel crown beam 23, auxiliary hat beam 24) and coupling beam 25 will back anchor assemblies to be linked to be the stressed system of integral body.This back anchor total system is 1.5～2 times of these bearing capacity of single pile sums, simultaneously, the bulk deformation amount significantly reduces, and the pile body maximal bending moment of back anchor also reduces to some extent, so 2 row back anchors are set usually row's auxiliary pile 28 is set in the periphery of back anchor 22 promptly again.
Described stake side soil stabilization body is mainly used in soft clay area.Because in the soil layer of weak soil, bearing capacity of single pile is less, if adopt then cost height of close pile, it is not obvious to improving bearing capacity to add the timber pile footpath, therefore can adopt the measure of reinforcing the stake side soil body, to increase economic efficiency.When being provided with water-stop curtain, water-stop curtain can be added the part of solid 26 as the stake side.
Generally beyond excavation of foundation pit effect of depth scope, (be generally 1～3 times of cutting depth) back anchor assembly is set, a mask assembly is set at excavation of foundation pit face place, by multiple tracks tiltedly back drawing steel stranded wire 11 the water and soil pressure of excavation of foundation pit face is reached back anchor assembly, thereby reach the purpose of pattern foundation pit supporting structure.After the foundation ditch period of service finishes, steel strand 11 are reclaimed, if soldier pile 31 and back anchor 22,28 adopt steel H pile or steel pipe pile, can also reclaim soldier pile 31 and back anchor 22,28.
Phreatic area is being arranged, should take the sealing dewatering measure earlier.Adopt the sealing dewatering measure be for the construction multiple tracks tiltedly the prebored hole of back drawing steel stranded wire pass through the stratum time, water burst takes place when preventing pore-forming, gushes the sand phenomenon and in the foundation ditch periphery sealing is set and encloses curtain 21 all more than groundwater table in boring hole body.Therefore, the sealing in the utility model encloses the position that sealing that curtain 21 position is different from current routine encloses curtain, should be arranged on beyond excavation of foundation pit face certain limit, and anchor stake side adds solid 26 behind this water-stop curtain double as usually.Described dewatering measure promptly encloses act close range with the interior precipitation that carries out to sealing, like this can convenient construction, simultaneously, also play consolidation for the soil body beyond the excavation of foundation pit face, make supporting and protection structure only need bear soil pressure, and need not to bear water pressure, greatly reduce requirement of strength to supporting and protection structure.
More preferably, be provided with a side around described back anchor 22 and the described auxiliary pile 28 and add solid 26.For the foundation ditch in area, no anchoring stratum, can be by taking a measure of side soil stabilization, to solve the inapplicable problem of this type of regional piled anchor.Certain distance is provided with the associating dewatering measure of water-stop curtain beyond the excavation of foundation pit face; just can not consider the effect of water pressure of the supporting soil body; significantly reduce water and soil pressure; alleviated the requirement of support system; this measures of preventing water at layer of sand stratum construction drill, can not occur water burst yet, gush sand simultaneously; protect surrounding enviroment, also can guarantee hole quality.
Effect further specifies to utility model below.
As shown in Figure 1, the post-tensioning stake system of the utility model support system comprises two row's back anchors 22 (comprising auxiliary pile 28) and post-tensioning dowel crown beam 23, assists hat beam 24, coupling beam 25.In order to strengthen bearing capacity of single pile, post-tensioning stake system has also taked the measure of stake side soil stabilization.The supporting face system adopts the soldier pile 31 of sparse distribution to combine with net spray concrete 34, and soldier pile 31 is linked to be integral body with supporting dowel crown beam 32, waist rail 33, as shown in Figure 2.Corresponding supporting dowel crown beam 32 is established back drawing steel stranded wire 11 with the absolute altitude of waist rail 33, and steel strand 11 adopt backing plate 12 to be connected locking with ground tackle 13 with supporting dowel crown beam 32, waist rail 33 respectively, as Fig. 3, shown in Figure 6.The utility model also is provided with sealing and encloses curtain and 21 be beneficial to sealing, precipitation, convenient construction.
The node of i iron and post-tensioning dowel crown beam as shown in Figure 7.Back anchor 22 wherein should preferentially be selected recuperable i iron 41 for use, when bearing capacity can not satisfy or be subjected to other condition restriction, selects castinplace pile or other types again.When adopting i iron 41, the deashing rust cleaning should be carried out in its surface, and under drying condition, smears the anti-friction agent through heating and melting, and the shaped steel part that is embedded in the hat beam 42 must separate itself and concrete with hard isolated materials such as malthoids, so that reclaim.
The construction of post-tensioning anchor subsystem comprises following step:
A, get the raw materials ready
B, lay steel strand
If supporting dowel crown beam is concordant with ground, then the anchor steel strand need not pore-forming behind first road, can be directly at ground construction, otherwise should in soil layer, hole to wear steel strand.After steel strand 11 were placed the appropriate location, an end passed from the preformed hole of supporting dowel crown beam 32, and the other end passes from the reserved passageway of post-tensioning dowel crown beam 23, and the two ends of steel strand 11 all need to expose hat beam certain-length as 1～1.5m, to make things convenient for stretch-draw.
C, boring, steel strand
After boring forms the inclined hole that adheres to specification, take the place, aperture of excavation face when steel strand 11, rubber tube 14 and the Grouting Pipe of getting ready 16 reclaimed by the pore-forming drilling rod to, finish wearing of steel strand 11.Steel strand 11 are answered about the 1.5m of exposure aperture, and Grouting Pipe 16 should be stayed in the hole, then with yellow mud or end the slurry bag aperture of excavation of foundation pit face is blocked.After having worn steel strand 11, Fig. 8 is seen in the cross section of inclined hole.
D, grouting
Utilize 16 pairs of inclined holes of Grouting Pipe to form the grouting body at place, the face of land, should prevent that when pulling back Grouting Pipe 16 steel strand 11 from being taken back simultaneously.After the slip casting, inclined hole is filled cross section, injecting cement paste 15 back and is seen Fig. 9.
E, steel strand tension locking
For constructed the in advance influence of adjacent steel strand of 11 pairs of steel strand that reduce the back anchor, should adopt the method for circulation stretch-draw, the steel strand of back on the anchor are circulated be stretched to separately tensioning fixation value, at excavation face place the stretching force of these steel strand 11 by design locked at last, excise the unnecessary steel strand in excavation face place then.The steel strand 11 of noting back anchor stake end can not excise, and wait until the later stage and use when stretch-draw is with recovery again, and its revealed section should be carried out antiseptic and rustproof measure, carries out the labelled notation of steel strand simultaneously.
After underground construction is finished, back-filling in layers in time, be backfilled to waist rail 23 after, loosen steel strand 11, remove ground tackle 13 and backing plate 12 on the waist rail, reclaim waist rail.Then backfill then repeats above work, until being backfilled to ground.Remove all ground tackles 13 and backing plate 12 on the post-tensioning dowel crown beam 23, with hoist engine steel strand 11 are reclaimed then.If soldier pile or back anchor adopt i iron 41, then need to reclaim i iron 41, the space after with cement paste i iron 41 being extracted is then filled up.
Above disclosed only is preferred embodiment of the present utility model, can not limit the interest field of the utility model certainly with this, and therefore the equivalent variations of being done according to the utility model claim still belongs to the scope that the utility model is contained.
Claims (6)
1. pattern foundation pit supporting structure system with the callable oblique post-tensioning anchor of multiple tracks, comprise and be located at a foundation ditch mask assembly on every side, it is characterized in that: described pattern foundation pit supporting structure system with the callable oblique post-tensioning anchor of multiple tracks also comprises the back anchor assembly that is arranged at described foundation ditch periphery, traction connects the post-tensioning anchor of described back anchor assembly and described mask assembly, described back anchor assembly has post-tensioning dowel crown beam, described foundation ditch is offered the inclined hole that extends to described post-tensioning dowel crown beam obliquely to the periphery by described mask assembly, described post-tensioning anchor comprises the steel strand of being located in the described inclined hole, the two ends of described steel strand respectively with described mask assembly, described post-tensioning dowel crown beam is fixedly connected.
2. the pattern foundation pit supporting structure system with the callable oblique post-tensioning anchor of multiple tracks according to claim 1, it is characterized in that: described steel strand are non-bending steel cables.
3. the pattern foundation pit supporting structure system with the callable oblique post-tensioning anchor of multiple tracks according to claim 1 and 2 is characterized in that: described post-tensioning anchor also comprises the grouting body of filling in described inclined hole.
4. the pattern foundation pit supporting structure system with the callable oblique post-tensioning anchor of multiple tracks according to claim 1 and 2, it is characterized in that: described mask assembly comprise vertical setting soldier pile, with described soldier pile interconnect the horizontally set that reticulates waist rail, be fixedly set in the supporting dowel crown beam on described soldier pile top, described waist rail and supporting dowel crown beam are fixedlyed connected with described post-tensioning dowel crown beam prestretching by described post-tensioning anchor.
5. the pattern foundation pit supporting structure system with the callable oblique post-tensioning anchor of multiple tracks according to claim 1 and 2 is characterized in that: the coupling beam that described back anchor assembly also comprises the back anchor of the vertical setting that is arranged at described post-tensioning dowel crown beam downside, fixedlys connected with described post-tensioning dowel crown beam and described auxiliary hat beam respectively with auxiliary pile, the auxiliary Guan Liang that is arranged at described auxiliary pile top, two ends that described anchor afterwards is arranged side by side.
6. the pattern foundation pit supporting structure system with the callable oblique post-tensioning anchor of multiple tracks according to claim 5 is characterized in that: be provided with a side around described back anchor and the described auxiliary pile and add solid.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010202762384U CN201746840U (en) | 2010-07-29 | 2010-07-29 | Foundation pit support system equipped with a plurality of inclined rear anchors capable of recycling |
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| Application Number | Priority Date | Filing Date | Title |
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| CN2010202762384U CN201746840U (en) | 2010-07-29 | 2010-07-29 | Foundation pit support system equipped with a plurality of inclined rear anchors capable of recycling |
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| CN2010202762384U Expired - Fee Related CN201746840U (en) | 2010-07-29 | 2010-07-29 | Foundation pit support system equipped with a plurality of inclined rear anchors capable of recycling |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103114592A (en) * | 2011-11-16 | 2013-05-22 | 龙信建设集团有限公司 | Method for deep excavation pit combination support construction close to subway station |
| CN103306289A (en) * | 2013-06-28 | 2013-09-18 | 中国三冶集团有限公司第一建筑工程公司 | Foundation pit piled anchor dado concrete anchor cable top beam structure and construction method thereof |
| CN108442427A (en) * | 2018-05-02 | 2018-08-24 | 中国十七冶集团有限公司 | A kind of bracing means for preventing diaphram wall from settling |
| CN108951642A (en) * | 2018-08-17 | 2018-12-07 | 浙江大学城市学院 | The ruggedized construction and construction method of anti-pit accident on a kind of across existing tunnel |
| CN112681304A (en) * | 2020-12-16 | 2021-04-20 | 陕西建工第六建设集团有限公司 | Anchor cable construction method in high-water-pressure soil layer supporting engineering in loess area |
| CN113802574A (en) * | 2021-09-30 | 2021-12-17 | 王宝林 | Roadbed rapid supporting structure for roadbed-side foundation pit construction and construction method thereof |
| CN113981983A (en) * | 2021-10-19 | 2022-01-28 | 中国化学工程第十六建设有限公司 | Foundation pit support-free supporting structure and method |
| CN114809035A (en) * | 2022-04-18 | 2022-07-29 | 南京林业大学 | Traction type slope re-strengthening and slope self-stabilizing device and working method |
| CN114960680A (en) * | 2022-06-27 | 2022-08-30 | 福建江夏学院 | Be favorable to auxiliary supporting structure of foundation ditch of drainage |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103114592B (en) * | 2011-11-16 | 2014-11-19 | 龙信建设集团有限公司 | Method for deep excavation pit combination support construction close to subway station |
| CN103114592A (en) * | 2011-11-16 | 2013-05-22 | 龙信建设集团有限公司 | Method for deep excavation pit combination support construction close to subway station |
| CN103306289A (en) * | 2013-06-28 | 2013-09-18 | 中国三冶集团有限公司第一建筑工程公司 | Foundation pit piled anchor dado concrete anchor cable top beam structure and construction method thereof |
| CN103306289B (en) * | 2013-06-28 | 2015-04-22 | 中国三冶集团有限公司 | Foundation pit piled anchor dado concrete anchor cable top beam structure and construction method thereof |
| CN108442427A (en) * | 2018-05-02 | 2018-08-24 | 中国十七冶集团有限公司 | A kind of bracing means for preventing diaphram wall from settling |
| CN108951642B (en) * | 2018-08-17 | 2024-03-15 | 浙江大学城市学院 | Reinforced structure capable of preventing foundation pit from rising and crossing existing tunnel and construction method |
| CN108951642A (en) * | 2018-08-17 | 2018-12-07 | 浙江大学城市学院 | The ruggedized construction and construction method of anti-pit accident on a kind of across existing tunnel |
| CN112681304A (en) * | 2020-12-16 | 2021-04-20 | 陕西建工第六建设集团有限公司 | Anchor cable construction method in high-water-pressure soil layer supporting engineering in loess area |
| CN113802574B (en) * | 2021-09-30 | 2022-12-23 | 王宝林 | Roadbed rapid supporting structure for roadbed-side foundation pit construction and construction method thereof |
| CN113802574A (en) * | 2021-09-30 | 2021-12-17 | 王宝林 | Roadbed rapid supporting structure for roadbed-side foundation pit construction and construction method thereof |
| CN113981983A (en) * | 2021-10-19 | 2022-01-28 | 中国化学工程第十六建设有限公司 | Foundation pit support-free supporting structure and method |
| CN114809035A (en) * | 2022-04-18 | 2022-07-29 | 南京林业大学 | Traction type slope re-strengthening and slope self-stabilizing device and working method |
| CN114960680A (en) * | 2022-06-27 | 2022-08-30 | 福建江夏学院 | Be favorable to auxiliary supporting structure of foundation ditch of drainage |
| CN114960680B (en) * | 2022-06-27 | 2023-09-22 | 福建江夏学院 | Auxiliary supporting structure of foundation pit for facilitating drainage |
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