CN204000901U - The vertical high slope prestressing anchor support of a kind of massif device - Google Patents
The vertical high slope prestressing anchor support of a kind of massif device Download PDFInfo
- Publication number
- CN204000901U CN204000901U CN201420443997.3U CN201420443997U CN204000901U CN 204000901 U CN204000901 U CN 204000901U CN 201420443997 U CN201420443997 U CN 201420443997U CN 204000901 U CN204000901 U CN 204000901U
- Authority
- CN
- China
- Prior art keywords
- pipe pile
- steel pipe
- steel
- massif
- anchor
- 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.)
- Expired - Fee Related
Links
Abstract
The utility model relates to the vertical high slope prestressing anchor support of a kind of massif device, comprise by machinery and vertically get to the steel pipe pile in rock mass, steel pipe pile inner high voltage injected water mud, formed the one group of miniature steel pipe pile distributing with certain spacing along massif excavation line, the length that steel pipe pile is squeezed into rock mass is greater than the cutting depth of rock mass, steel pipe pile is arranged to double, inner side steel pipe pile and outside steel pipe pile are staggered, prestress anchorage cable is set between steel pipe pile, steel waist rail is set on the slide plane of side slope, steel waist rail comprises two channel-section steels that are oppositely arranged of horizontal expansion, steel floor is set on channel-section steel, the position that the outer end of the steel strand of prestress anchorage cable and steel waist rail fix arranges anchor boots.Adopt miniature steel pipe pile as advance support stake, easy construction, can layering excavates, anchor cable construction.Miniature steel pipe pile prestressing anchor support technology, because its construction and the mechanism of action is superior, has made up the shortcoming of traditional massif supporting.
Description
Technical field
The utility model relates to technical field of building construction.
Background technology
Massif slope project belongs to dangerous larger engineering; once there is cave-in accident, extremely serious social negative effect will be caused; neighboring buildings and environment are caused to very big destruction; and often can cause casualties and property loss; once therefore occur that danger or monitored data reach alarm condition, must complete quickly and efficiently the reinforcement for rushing danger construction of deep foundation ditch.
The conventional supporting and protection structure pattern of massif side slope has now: 1, Gravity Retaining Wall; 2, counterfort wall; 3, cantilevered supporting; 4, rib of slab formula or the supporting of lattice anchored bolt retaining wall; 5, campshed formula anchored bolt retaining wall supporting; 6, bolt-spary supports; 7, ratio of slope method.Several modes are mainly propped up mask from massif and are carried out supporting or carried out massif rock-soil layer depths and reinforced above, but do not apply the initiatively problem of stress.
Utility model content
The technical problems to be solved in the utility model is to provide a kind of Rock And Soil of can controlling is out of shape, and adjusts Rock And Soil stress state, improves the dispersion-type prestressed anchorage cable bracing means of the stability deep foundation ditch pressure of Rock And Soil.
For solving the problems of the technologies described above, the vertical high slope prestressing anchor support of massif of the present utility model device, comprise by machinery and vertically get to the steel pipe pile in rock mass, steel pipe pile inner high voltage injected water mud, formed the one group of miniature steel pipe pile distributing with certain spacing along massif excavation line, the length that steel pipe pile is squeezed into rock mass is greater than the cutting depth of rock mass, steel pipe pile is arranged to double, inner side steel pipe pile and outside steel pipe pile are staggered, prestress anchorage cable is set between steel pipe pile, steel waist rail is set on the slide plane of side slope, described prestress anchorage cable outer end is fixed on steel waist rail, the other end is fixed in rock mass by ground tackle, described steel waist rail comprises two channel-section steels that are oppositely arranged of horizontal expansion, the outer end of prestress anchorage cable is through channel-section steel, steel floor is set on channel-section steel, the position that the outer end of the steel strand of prestress anchorage cable and steel waist rail fix arranges anchor boots.
Before carrying out massif excavation, carry out steel pipe pile advance support and increased the rigidity of an armour layer, reduced the distortion of support system.Through the prestress anchorage cable of slope sliding face, outer end is fixed on waist rail, and the other end is anchored at and is stablized in whole rock mass soil-rock mixture by ground tackle; The prestressing force of anchor cable make unstable rock mass in three-dimensional stress state, rock mass strength and deformation ratio are good many under uniaxial tension and low confined pressure condition, ACTIVE CONTROL Rock And Soil is out of shape, and has significantly improved the globality of rock mass, has directly changed stress state and the sliding stability condition on slide plane.
Miniature steel pipe pile prestressing anchor support refers to before massif excavation, outside vertical at excavation line is squeezed into miniature steel pipe pile, at steel pipe pile inner high voltage injected water mud, formed the one group of miniature steel pipe pile distributing with certain spacing along massif excavation line, and in massif digging process, with reference to the construction method of prestress anchorage cable, stage excavation and step-by-step setting prestress anchorage cable, waist rail and concrete pavement, be unified into the support system of a stressed integral body with miniature steel pipe pile.
Further, the length that described steel pipe pile is squeezed into rock mass is greater than the cutting depth of rock mass, and steel pipe pile is arranged to double, and inner side steel pipe pile and outside steel pipe pile are staggered.
Further, on described channel-section steel and deep foundation pit slope slide plane, billet is set, anchor boots and channel-section steel contact position arrange billet, the steel strand of prestress anchorage cable with anchor boots contact position, billet is set.
In work progress, because adopting miniature steel pipe pile as advance support stake, easy construction, can layering excavates, anchor cable construction.Miniature steel pipe pile prestressing anchor support technology, because its construction and the mechanism of action is superior, has made up the shortcoming of traditional massif supporting, wider to the scope of application of massif excavation, has more wide application space.
Compared with prior art, the utlity model has following beneficial effect:
1, economic aspect: the construction of this technology is simple, and progress is fast, has greatly shortened the engineering time, adopts this kind of supporting method to fulfil ahead of schedule than the expection duration, obtains duration award.The campshed formula support form of comparing traditional, miniature steel pipe pile cost is low, has saved construction cost.Campshed formula support form (it is example that dress bolt support system is arranged in the churning of take) cost: 1606 Yuan ∕ m2, this technology supporting cost: 1146.6 Yuan ∕ m2, every square metre of comprehensive unit price difference: 1606-1146.6=459.4 Yuan ∕ m2.
2, social aspect: jointly check and accept through construction, design, monitoring, management, unit in charge of construction, unanimously think that this support system meets design and operational requirement, supporting effect is good; The enforcement of this technology has obtained affirming and favorable comment of relevant unit.
3, environmental protection aspect: the construction equipment vibration that this technology adopts is little, and noise is low, has greatly reduced the situation of disturbing residents; In drilling construction process, adopt water injection method, effectively reduced dust pollution; Formed vertical mask farthest retained the original form of massif vegetation.
4, energy-conservation aspect: this technology adopts vertical cut support system has farthest reduced the excavated volume of massif and the engineering quantity of supporting in the situation that guaranteeing requisite space.
5, secure context: this technology has played the effect of supporting in advance, has guaranteed the safe construction of digging process effectively, can carry out deep-layer reinforcing simultaneously, the distortion of ACTIVE CONTROL Rock And Soil.
6, quality aspect: this technology, by the details of miniature steel pipe pile, prestress anchorage cable is controlled, has solved the quality problems that cause massif that the major safety risks such as larger displacement or landslide occur effectively, has greatly strengthened massif supporting effect.
7, technical elements: it is precipitous that this technology has overcome massif, work plane is little, and large-scale construction equipment has enough to meet the need inconvenient difficulty, by miniature steel pipe pile and strong the combining of prestress anchorage cable, both lower to execution conditions requirement, has accomplished again good supporting effect.
Accompanying drawing explanation
Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail.
Fig. 1 is the structural representation of the vertical high slope prestressing anchor support of massif of the present utility model device.
Fig. 2 is the top view of steel pipe pile.
Fig. 3 is the structural representation of steel waist rail.
Fig. 4 be in Fig. 3 steel waist rail part along the sectional view of A-A line.
Fig. 5 is the top view of steel waist rail in Fig. 4.
Fig. 6 is the schematic diagram of anchor boots.
The specific embodiment
As shown in Figures 1 to 4, the vertical high slope prestressing anchor support of massif of the present utility model device, comprise by machinery and vertically get to the steel pipe pile 2 in rock mass 1, steel pipe pile 2 inner high voltage injected water mud, formed the one group of miniature steel pipe pile 2 distributing with certain spacing along massif excavation line, the length that steel pipe pile 2 is squeezed into rock mass 1 is greater than the cutting depth of rock mass 1, according to geological mapping data, determine the rock excavation degree of depth, determine according to this depth of drive of miniature steel pipe pile 2, the prestress anchorage cable number of plies, spacing, the degree of depth.
Before massif excavation, at excavation line place, vertically squeeze into miniature steel pipe pile 2, at steel pipe pile 2 inner high voltage injected water mud, formed the one group of miniature steel pipe pile distributing with certain spacing along massif excavation line.
Steel pipe pile 2 is arranged to double, inner side steel pipe pile 2a and outside steel pipe pile 2b are staggered, prestress anchorage cable 3 is set between steel pipe pile 2, on the slide plane 4 of side slope, steel waist rail 5 is set, prestress anchorage cable 3 outer ends are fixed on steel waist rail 5, the other end is fixed in rock mass 1 by ground tackle, steel waist rail 5 comprises two channel-section steels that are oppositely arranged 6 of horizontal expansion, the outer end of prestress anchorage cable 3 is through channel-section steel 6, steel floor 7 is set on channel-section steel 6, and the position that the outer end of the steel strand of prestress anchorage cable 3 and steel waist rail 5 fix arranges anchor boots 8.
The length that steel pipe pile 2 is squeezed into rock mass 1 is greater than the cutting depth of rock mass 1, and steel pipe pile 2 is arranged to double, and inner side steel pipe pile 2a and outside steel pipe pile 2b are staggered.
On channel-section steel 6 and deep foundation pit slope slide plane 4, billet 9 is set, anchor boots 8 arrange billet 9 with channel-section steel 6 contact positions, the steel strand of prestress anchorage cable 3 with anchor boots 6 contact positions, billet 9 is set.
Miniature steel pipe pile is as a kind of comparatively advanced support system, in massif excavation, supporting, there is good supporting effect, its pile body bearing capacity is high, little, flexible, the required place of construction equipment is less, the displacement of adjacent structure is had to good restriction, as advance support structure, do not have excavation can not form larger free face.
In miniature steel pipe pile prestressing anchor support system, miniature steel pipe pile mainly bears ground lateral pressure and by bearing structure under surface layer and anchor, lateral pressure is delivered to anchor cable as important primary structure member, its mode by advance support has strengthened the independence of rock-soil layer in digging process simultaneously, retrain the pile body distortion of the interior ground of certain limit around, greatly reduced the potential safety hazard in digging process.Miniature steel pipe pile is in order to meet anti-protuberance requirement, its lower end must be deep into a final mask absolute altitude and stablize below certain depth in rock stratum, anchorage depth should be determined through calculating rationally, with stake lower end anchoring section, be delivered to the side direction compressive strength of allowing that the side direction compressive stress of stablizing rock stratum is less than stratum and be advisable, meet safety and the economy requirement of miniature steel pipe pile.
Although the bearing capacity of miniature steel pipe pile own is higher, because its footpath is less, be generally 100～300mm, so its pile body spacing is generally less; When slip casting because adopting pressure grout method, slurry is pressed in pile body, by the reserving hole on pile body and periphery Rock And Soil, be bonded as one, along pile body periphery, produce frictional resistance, make its load make as a whole shared by pile body and pile body periphery Rock And Soil, rather than only by pile body itself, oneself born, increased like this stability of support system.
Pressure-type prestress anchorage cable is a kind of compression member that is installed in depths, rock stratum, its one end and engineering structure or soil blocking pile wall link, the other end is anchored in the rock-soil layer of massif, in advance it is applied to prestressing force, to bear the lateral pressure of uplift force, pulling capacity, canting power or the soil blocking pile wall of works, effectively bear structural loads, prevent malformation, thereby enclosed structure thing is stable.
Pre-firmly anchor cable mainly adopts the compositions such as the muscle materials such as steel strand, anchoring section ground tackle and wedge-lock stator, Grouting Pipe, guiding cap.Anchor cable is carried out to slip casing by pressure and secondary grouting, improved mechanical property and the shear strength of original position rock mass, also increased anchoring body and rock mass friction factor, the uplift resistance of the anchor cable making is increased exponentially.
In miniature steel pipe pile prestressing anchor support system, anchor cable and miniature steel pipe pile shared power, be also important primary structure member.The Main Function of anchor cable is that the prestressing force by applying in advance initiatively balances out the lateral pressure acting on miniature steel pipe pile, and this pressure is delivered to and is stablized in rock stratum, make unstable rock mass all the time in three-dimensional stress state, effectively control the distortion of Rock And Soil, significantly improved the globality of rock mass.
In massif excavation, Bracing Process, anchor cable makes self state in tension by the prestressing force applying in advance, on one's own initiative the stress of stake and amplitude of deformation are controlled, miniature steel pipe pile can be evenly distributed in lateral pressure on pile body, and stress and amplitude of deformation are comparatively reasonable; The distortion of Rock And Soil has been controlled in the acting in conjunction of miniature steel pipe pile, prestress anchorage cable simultaneously effectively, and the horizontal movement of a mask is well limited, and stability against overturning is greatly improved.
In this support system, prestress anchorage cable is stressed mainly to be completed by be combined into the acting in conjunction of bearing structure under the stressed anchoring body of integral body and outer end anchor by anchor cable and Rock And Soil, and it applies prestressed key and is the uplift resistance between anchor cable and Rock And Soil.The intensity of it and injecting cement paste, anchoring body, the adhesion stress of injecting cement paste and anchoring body, hole wall, the structure of the formation rock soil body, Strenth and stress state, stratum corrosivity is relevant; When in weathered rock formation and soil layer, the gripping force of slurry and the anchor cable body of rod is generally greater than the frictional resistance of rock stratum anchor cable hole wall, and now the ultimate pullout capacity of anchor cable depends on the slurry of anchoring section and the frictional resistance between anchoring section periphery stratum; When in more complete rock stratum, the frictional resistance of rock stratum anchor cable hole wall is generally greater than the gripping force of slurry and the anchor cable body of rod, now the ultimate pullout capacity of anchor cable depends on the shear strength of the slurry of anchoring section, destruction face occurs on the gripping force acting surface of anchor cable periphery, rather than near the slurry and the hole wall between anchoring section periphery stratum of anchoring section.
The combination stressed structure that under anchor, bearing structure mainly consists of stirrup strap, ground tackle, backing plate, waist rail etc.In this support system, under anchor, bearing structure must have corresponding intensity, rigidity, stability, meet the requirement that anchor cable applies prestressing force and Rock And Soil lateral pressure in advance, mainly bear the power that is delivered to surface layer by the lateral pressure of potential slide mass, then the power being subject to is passed to anchor cable.Ground tackle is that anchor cable is applied prestressing force, realizes the key position of anchoring, is used for prestressing force to be delivered to bearing plate from presstressed reinforcing steel; Waist rail is force transferring structure, and the prestressing force applying in advance on ground tackle is passed on mini pile, is divided into horizontal force and vertical force.
Technological process: levelling of the land, measure unwrapping wire → boring, clear hole → install, transfer steel pipe → slip casting, mend slurry → Guan Liang construction → earthwork evacuation → anchor cable location pore-forming, hole → anchor cable making clearly, installation → slip casting for the first time → slip casting for the second time → system pacify steel mesh reinforcement and lay waist rail reinforcing bar → build, spray concrete → anchorage cable stretching and lock anchor head → lower floor soil excavation.
Key points for operation
1, miniature steel pipe pile main points of operation
(1) levelling of the land, measurement unwrapping wire: adopt machinery to clear up the trees on massif and massif thereof, guarantee the required working face of mechanically actuated and planeness; The spacing and the absolute altitude that according to design drawing, provide are measured unwrapping wire, determine the accurate location of every stake.
(2) boring, clear hole: adopt high pneumatic dth drill to creep into, guarantee verticality; After reaching the design and construction degree of depth, sediment in drilling tool cleaning eye is proposed.
This is the engineering that one of control main points of this technology, particularly cutting depth are larger, must guarantee the verticality of steel pipe pile, otherwise the displacement of steel pipe pile bottom is large and spacing is inhomogeneous, cannot guarantee the supporting effect of support system.
(3) install, transfer steel pipe: steel pipe pile will strictly be measured hole depth, steel pipe pile length in work progress, stops the situation that pile body does not enter rock, reserve the steel pipe length that embeds Guan Liang part simultaneously; According to on-site actual situations, adopt crane to assist or segmentation welding placing steel tubes; For the steel pipe pile that surpasses 9 meters, add strong weld.
(4) grout injection: will be in the milk at the bottom of hand-hole under Grouting Pipe, fill in pipe in cement paste hole and complete mortar depositing construction after frost boiling; Complete observation a period of time of slip casting, once there is liquid level sinking situation, note mending in time slurry.
(5) boring order: as be located in structure zone of fracture, hole quality is poor and pile spacing is less, is the collapse hole that prevents from causing because of vibrations, can take to jump the method for order construction: after a hole pore-forming, put into steel pipe slip casting, and then every a stake position boring, again put steel pipe; As it is serious to run into pore-forming place rock crushing, pore-forming adopts pressure grout method to reinforce rock mass at need, and redrilling after slurry solidifies puts into steel pipe slip casting after pore-forming.
(6) Guan Liang construction: after steel pipe pile construction, be preced with beam steel bar colligation on steel pipe pile top, formwork erection, carries out pouring concrete after examination, hat beam is imbedded at steel pipe pile top must not be less than 250mm, to strengthen the resistance to overturning of steel pipe pile.
(7) steel tube pile grouting intensity reaches 75% when above, can carry out earthwork evacuation, the prestress anchorage cable end of forbidding to clash into steel pipe pile during mechanical equivalent of light excavation and having constructed complete.
This is one of control main points of this technology.Once the prestress anchorage cable end that machinery clashes into steel pipe pile and constructed complete when excavation is very large on prestressed loss impact, has a strong impact on supporting effect; The construction method that must adopt machinery in digging process, manually matches, closing on large excavator tool operation while propping up armour layer must have special messenger's coordinative construction, commands its excavation construction, forbids cruelty to be constructed, finally adopt Churn drill to coordinate large excavator tool, carry out part cleaning.
2, construction prestressed cable key points for operation
Before carrying out prestressing anchor support construction, must do experiment to indices such as anchor cable uplift resistances, after pass the test, can carry out large-area construction.
(1) boring, clear hole
According to designing requirement, carry out the mark of anchor cable hole, strictly control absolute altitude, position, the inclination angle of anchor cable boring; After boring puts in place, check the hole degree of depth and whether meet designing requirement, after meeting the demands, should adopt high-pressure blast, water circulation to rinse, after cleaning out, should fill in time aperture, must not make chip, foreign material enter hole.
The processing of collapse hole, bit freezing: when severely-weathered rock stratum or Broken rock mass are passed through in boring, collapse hole often occurs.The outstanding feature of collapse hole is from hole, to blow out yellow rock dust, (non-drill bit broken, non-fresh, the lacklustre) stone that is mingled with some original states, at this moment, no matter drilling depth how, all will stop creeping into immediately, extract drilling tool, carry out solid wall slip casting, grouting pressure adopts 0.4 MPa, and slurries are the mixed liquor of cement mortar and water glass, redrilling after 24 hours.Rainy season, usually along Broken rock mass to seepage flow mud in hole, solid before wall slip casting, must water and wind mud is washed out to (collapse and needn't remove into the stone of boring), otherwise, not only consolidate wall slip casting effect poor, also easily create a false impression.
(2) anchor cable is made, is installed
Anchor cable is worked out in scene in boring, and anchoring section adopts bellows-shaped, and free segment adopts rectilinear form.Steel streakline cutting length is the thickness of anchorage cable design length, anchor head height, jack length, moveable anchor and work anchor and the summation of tension operation surplus.Under normal circumstances, steel strand block surplus and get 50mm.The steel strand that cut are smoothly placed on operation platform, measure anchoring section and anchorage cable design length, make respectively mark; At body of rod axis direction, every 1.0～1.5m, an isolating frame is set, Grouting Pipe and stack should be firm with body of rod colligation; Free segment wears with plastic pipe, interior painting butter; Last guiding cap on anchor cable termination point casing.
Before anchor cable hole dress rope, check anchor cable numbering whether number consistent with hole, confirm errorless after, then with the clear hole of high-pressure blast once, then lay immediately anchor cable, while laying anchor cable, should prevent that the body of rod from reversing, bending be inserted to projected depth.After anchor cable puts in place, whether unimpededly reexamine a stack, if not smooth, extract anchor cable, after fixing a breakdown, again send rope.
(3) anchoring method slip casting
The slip casting of anchoring method adopts the construction of exhaust slip casting method.Grouting Pipe should be put into boring together with dowel, and bottom is apart from the boring end 50～100mm.Adopt secondary pressure slip casting, grouting pressure is 0.3～0.5Mpa for the first time, and secondary grouting pressure is 0.5～1.0Mpa, and twice grouting pressure all adopts P.042.5 Portland cement, water/binder ratio 0.45～0.50.Twice slip casting time interval must not be and surpass the initial setting time of grouting serous fluid for the first time.
This is that this technology is controlled one of main points, must determine theoretical grouting amount according to design drawing, as the reference frame of mortar depositing construction before carrying out mortar depositing construction; In the process of carrying out slip casting, according to theoretical grouting amount, strictly control actual grouting amount, its actual grouting amount is greater than or equals theoretical grouting amount, once occur that actual grouting amount is less than theoretical grouting amount, ascertains the reason immediately and takes corresponding countermeasure.
(4) stretch-draw of anchor cable
More than in hole, anchoring slurry intensity reaches 20Mpa and reach design strength 80% time, get final product tensioning fixation.Before stretch-draw anchor, need tensioning equipment to demarcate.In order to improve the stressed uniformity of each steel strand of anchor cable, adopt first single tendon stretch, and then each unit anchor cable of simultaneous tension locking.
Anchorage cable stretching during to 1.05～1.10 times of design load, keeps 10min to rock stratum, sandy soil layer, and viscous soil horizon is kept to 15min, and then off-load locks to locking design load.The classification of anchorage cable stretching load and displacement observation time should be followed the regulation of table 2.1.
This is one of control main points of this technology, the stretching construction of prestress anchorage cable must carry out according to above-mentioned requirements, work progress is strictly controlled the classification of anchorage cable stretching load and displacement observation time, minimizing is the stress loss in a period of time in work progress or after construction, makes prestress anchorage cable can bring into play the effect of its ACTIVE CONTROL Rock And Soil distortion.
(5) hole-sealing grouting
After compensation stretch-draw, carry out immediately hole-sealing grouting.For the anchor cable that has a down dip, Grouting Pipe is inserted from preformed hole, until the mouth of pipe enters the about 50cm of anchoring section end face; For updip and horizontal anchor cable, by reserved Grouting Pipe slip casting.Air in hole is discharged via stack.
(6) outer protection
After hole-sealing grouting, from ground tackle, measure and stay 50mm steel strand, remaining part is clipped, and is not less than the concrete cover of 50mm at its outside coated thickness.
For guaranteeing both quality and quantity to complete construction task, each stage adheres to adopting the method for work of science to engineering from start to finish, formulate a series of countermeasures and implementing method, adopt advanced network technology organizing construction, accomplish balanced production as far as possible, the operations such as boring, slip casting, stretch-draw, sealing off and covering anchorage are not incured loss through delay mutually, and intersection is carried out, and carries out construction note by unified form.
The above, only to preferred embodiment of the present utility model, not the utility model is done to other forms of restriction, any those skilled in the art may utilize the technology contents of above-mentioned announcement to be changed or be modified as the equivalent embodiment of equal variation.Every the utility model scheme content that do not depart from,, all drops in protection domain of the present utility model any simple modification made for any of the above embodiments, equivalent variations and remodeling according to technical spirit of the present utility model.
Claims (3)
1. the vertical high slope prestressing anchor support of a massif device, it is characterized in that: comprise by machinery and vertically get to the steel pipe pile in rock mass, steel pipe pile inner high voltage injected water mud, formed the one group of miniature steel pipe pile distributing with certain spacing along massif excavation line, the length that steel pipe pile is squeezed into rock mass is greater than the cutting depth of rock mass, steel pipe pile is arranged to double, inner side steel pipe pile and outside steel pipe pile are staggered, prestress anchorage cable is set between steel pipe pile, steel waist rail is set on the slide plane of side slope, described prestress anchorage cable outer end is fixed on steel waist rail, the other end is fixed in rock mass by ground tackle, described steel waist rail comprises two channel-section steels that are oppositely arranged of horizontal expansion, the outer end of prestress anchorage cable is through channel-section steel, steel floor is set on channel-section steel, the position that the outer end of the steel strand of prestress anchorage cable and steel waist rail fix arranges anchor boots.
2. according to the vertical high slope prestressing anchor support of massif claimed in claim 1 device, it is characterized in that: described steel pipe pile is arranged to double, inner side steel pipe pile and outside steel pipe pile are staggered.
3. according to the vertical high slope prestressing anchor support of massif claimed in claim 2 device, it is characterized in that: on described channel-section steel and deep foundation pit slope slide plane, billet is set, anchor boots and channel-section steel contact position arrange billet, the steel strand of prestress anchorage cable with anchor boots contact position, billet is set.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420443997.3U CN204000901U (en) | 2014-08-07 | 2014-08-07 | The vertical high slope prestressing anchor support of a kind of massif device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420443997.3U CN204000901U (en) | 2014-08-07 | 2014-08-07 | The vertical high slope prestressing anchor support of a kind of massif device |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN204000901U true CN204000901U (en) | 2014-12-10 |
Family
ID=52040926
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420443997.3U Expired - Fee Related CN204000901U (en) | 2014-08-07 | 2014-08-07 | The vertical high slope prestressing anchor support of a kind of massif device |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN204000901U (en) |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104727318A (en) * | 2015-03-23 | 2015-06-24 | 大连理工大学 | Foundation ditch composite concrete nail supporting structure and method |
| CN104863613A (en) * | 2015-03-04 | 2015-08-26 | 中铁隧道勘测设计院有限公司 | High-side-wall anchored primary support structure for rock strata underground excavation underground structure, and construction method of high-side-wall anchored primary support structure |
| CN105649091A (en) * | 2015-04-30 | 2016-06-08 | 中国建筑第四工程局有限公司 | High slope support method and structure |
| CN106245655A (en) * | 2016-07-26 | 2016-12-21 | 中交第航务工程局有限公司 | Utilize the deep foundation pit supporting construction method of miniature steel pipe pile |
| CN106638611A (en) * | 2015-07-15 | 2017-05-10 | 辽宁有色基础工程公司 | Micro steel pipe pile-anchor combined support construction method |
| CN108360558A (en) * | 2018-01-09 | 2018-08-03 | 济南城建集团有限公司 | Shallow-depth-excavation tunnel hole inner termination wall piled anchor one supporting construction and its construction technology |
| CN108797599A (en) * | 2018-05-21 | 2018-11-13 | 青岛建集团有限公司 | Miniature steel pipe pile prestressed anchor rope combination supporting system |
| CN109162282A (en) * | 2018-09-05 | 2019-01-08 | 江苏兴厦建设工程集团有限公司 | A kind of deep basal pit maintenance construction |
| CN110735436A (en) * | 2019-09-18 | 2020-01-31 | 中铁隧道集团三处有限公司 | cutting rock slope reinforced structure |
| CN111157368A (en) * | 2020-02-17 | 2020-05-15 | 中国电建集团西北勘测设计研究院有限公司 | Fine acquisition method for rock-soil shear strength parameters under excavation supporting condition |
| CN114411767A (en) * | 2021-11-30 | 2022-04-29 | 中铁二院工程集团有限责任公司 | Construction method of loose deformation slope reinforcement structure |
-
2014
- 2014-08-07 CN CN201420443997.3U patent/CN204000901U/en not_active Expired - Fee Related
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104863613A (en) * | 2015-03-04 | 2015-08-26 | 中铁隧道勘测设计院有限公司 | High-side-wall anchored primary support structure for rock strata underground excavation underground structure, and construction method of high-side-wall anchored primary support structure |
| CN104727318A (en) * | 2015-03-23 | 2015-06-24 | 大连理工大学 | Foundation ditch composite concrete nail supporting structure and method |
| CN104727318B (en) * | 2015-03-23 | 2016-06-08 | 大连理工大学 | A kind of foundation ditch composite soil nailed wall and method |
| CN105649091A (en) * | 2015-04-30 | 2016-06-08 | 中国建筑第四工程局有限公司 | High slope support method and structure |
| CN106638611A (en) * | 2015-07-15 | 2017-05-10 | 辽宁有色基础工程公司 | Micro steel pipe pile-anchor combined support construction method |
| CN106245655A (en) * | 2016-07-26 | 2016-12-21 | 中交第航务工程局有限公司 | Utilize the deep foundation pit supporting construction method of miniature steel pipe pile |
| CN108360558A (en) * | 2018-01-09 | 2018-08-03 | 济南城建集团有限公司 | Shallow-depth-excavation tunnel hole inner termination wall piled anchor one supporting construction and its construction technology |
| CN108797599A (en) * | 2018-05-21 | 2018-11-13 | 青岛建集团有限公司 | Miniature steel pipe pile prestressed anchor rope combination supporting system |
| CN109162282A (en) * | 2018-09-05 | 2019-01-08 | 江苏兴厦建设工程集团有限公司 | A kind of deep basal pit maintenance construction |
| CN110735436A (en) * | 2019-09-18 | 2020-01-31 | 中铁隧道集团三处有限公司 | cutting rock slope reinforced structure |
| CN111157368A (en) * | 2020-02-17 | 2020-05-15 | 中国电建集团西北勘测设计研究院有限公司 | Fine acquisition method for rock-soil shear strength parameters under excavation supporting condition |
| CN114411767A (en) * | 2021-11-30 | 2022-04-29 | 中铁二院工程集团有限责任公司 | Construction method of loose deformation slope reinforcement structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN204000901U (en) | The vertical high slope prestressing anchor support of a kind of massif device | |
| CN102518135B (en) | Horizontal jet grouting soil anchor and castinplace pile Composite Foundation Pit supporting construction engineering method | |
| CN106958256B (en) | A kind of placement layer by layer, the open caisson construction technique repeatedly sunk | |
| CN107542108B (en) | A kind of reverse construction method of building basement structure | |
| CN102031784B (en) | Slope protection pile pouring and cable bolting construction method for deep foundation pit | |
| CN103147442B (en) | Ultra-deep foundation pit press-grouting pile and prestressed anchor combined supporting construction method | |
| CN107313431B (en) | Close on not contour foundation pit method for synchronously constructing | |
| CN106638673B (en) | A kind of construction method of compound retaining structure | |
| CN105804089B (en) | Locally increase deep support system and its construction method after a kind of former deep foundation pit construction | |
| CN204491626U (en) | The foundation pit enclosure structure that Larsen steel sheet pile and prestressed anchor combine | |
| CN106050243A (en) | Super-shallow-buried small-spacing large-section multi-tunnel concurrent construction method | |
| CN104213509B (en) | A kind of cable hoisting anchor cable formula anchorage construction method | |
| CN111705795B (en) | Prefabricated anchor pier for slope reinforcement and post-cast lattice beam assembly integral construction method | |
| CN103046557A (en) | Foundation pit water-sealing supporting method by using long spiral cement soil mixing structural steel pile | |
| CN103306289A (en) | Foundation pit piled anchor dado concrete anchor cable top beam structure and construction method thereof | |
| CN105155550A (en) | Construction method for digging deep foundation pit in large-thickness highly weathered sandstone stratum in combined supporting mode | |
| CN102505704A (en) | Large open caisson construction method in soft geological shaft | |
| CN105970970A (en) | Pre-stressed anchor cable supporting construction method for near-railway deep foundation pit | |
| CN104153371A (en) | Grouting-to-stop-water construction method of underwater rubble bed | |
| CN102660955A (en) | Quick construction method for foundation pit slope support | |
| CN105714769A (en) | Construction method for anti-sliding cast-in-place pile | |
| CN110735436A (en) | cutting rock slope reinforced structure | |
| CN110106889A (en) | A kind of deep basal pit perfusion slope protection pile adds cable bolting construction | |
| CN109706952A (en) | Large-scale well-sinking construction method | |
| CN109610473A (en) | A kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20141210 Termination date: 20170807 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |