CN101985882A - Construction method of rigid primary support of mould-building concrete of plateau permafrost tunnel - Google Patents
Construction method of rigid primary support of mould-building concrete of plateau permafrost tunnel Download PDFInfo
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- CN101985882A CN101985882A CN 201010251224 CN201010251224A CN101985882A CN 101985882 A CN101985882 A CN 101985882A CN 201010251224 CN201010251224 CN 201010251224 CN 201010251224 A CN201010251224 A CN 201010251224A CN 101985882 A CN101985882 A CN 101985882A
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Abstract
The invention discloses a construction method of a rigid primary support of mould-building concrete of a plateau permafrost tunnel. The method comprises the following steps: 1. measuring and paying off; 2. tunnel excavation and construction: excavating by utilizing a full face excavation method; 3. construction of the rigid primary support of the mould-building concrete: erecting a grille steel frame, applying an anchor rod, hanging a reinforced mesh and pouring concrete with an initial lining trolley, namely constructing the primary support of the tunnel by utilizing a bolt-mesh-shotcreting-grouting combined support method; 4. laying of a waterproof and thermal insulation layer: laying the waterproof and thermal insulation layer on the completely constructed rigid primary support of the mould-building concrete; and 5. secondary lining construction: carrying out secondary lining construction on the laid waterproof and thermal insulation layer. The construction method has the advantages of rational design, low cost, high engineering quality and fast construction speed, is convenient in construction, effectively ensures the construction safety and quality, and simultaneously ensures that the completely constructed plateau permafrost tunnel has excellent water resistance and drainage functions, excellent thermal insulation function, long service life, low maintenance cost and low later-stage rework cost.
Description
Technical field
The invention belongs to plateau permafrost tunnel construction technology field, especially relate to the job practices of a kind of plateau permafrost tunnel form concrete rigidity preliminary bracing.
Background technology
Tunnel, wind volcano is located in depopulated zone, Qinghai-Tibet HOh Xil, and this area is high and cold, low pressure and anoxic, and natural environment is very abominable.The height above sea level of institute's construction tunnel rail level is 4905 meters, is the present the highest tunnel of height above sea level in the world.Simultaneously, the extreme lowest temperature-41 of this area ℃, average temperature of the whole year-6.11 ℃, the coldest monthly mean temperature-17.8 ℃; Local average gas pressure is about 70% of interior ground average gas pressure; Minimum partial pressure of oxygen 11kPa, oxygen content is 159.71kPa (oxygen content on interior ground is about 299.3kPa).Owing to be limited to 1.2～1.8m on the ever-frozen ground of location, the lower limit degree of depth is greater than 110m, thereby the barrel of institute's construction tunnel all is positioned at and freezes among the rock, grow the area comprising containing native ice sheet, full ice and ice-rich permafrost, in the practice of construction process for reducing the influence of temperature and stratum interchange of heat in the hole, and solve frozen soil heat and melt the concrete water-permeating problem that causes, must carry out adaptation to the existing tunnel job practices.
Nowadays, plateau permafrost constructing tunnel referential experience is less, simultaneously because ever-frozen ground is subjected to the spray plane temperature difference big, the rebound degree height of sprayed mortar, thereby when adopting the benching tunnelling method excavation with the mould shotcrete construction, not only working procedure is many, and it is big disturbed by the external environment factor, add high Etio. Ag and make that artificial work efficiency is low, speed of application is slow, then very easily cause ever-frozen ground to melt, drip, sink and cave in, the construction safety quality can not guarantee, thereby make in the work progress that constructing tunnel gets into a difficult position.
Summary of the invention
Technical problem to be solved by this invention is at above-mentioned deficiency of the prior art, the job practices of a kind of plateau permafrost tunnel form concrete rigidity preliminary bracing is provided, it is reasonable in design, easy construction, construction cost is low and workmanship is high, speed of application is fast, when effectively guaranteeing the construction safety quality, also can guarantee the anti-drain function and the heat insulation function in the plateau permafrost tunnel finished of constructing good, service life is long, and maintenance and later stage rework cost are very low.
For solving the problems of the technologies described above, the technical solution used in the present invention is: the job practices of a kind of plateau permafrost tunnel form concrete rigidity preliminary bracing is characterized in that this method may further comprise the steps:
For the preliminary bracing work progress of arbitrary construction sections, may further comprise the steps:
301, the steel bow member supports and lays: in the tunnel sections digging process described in the step 2, along the bearing of trend that needs construction plateau permafrost tunnel, adopt a plurality of steel bow members immediately to excavate finish and inwall on spray and have the tunnel trunk of first pneumatically placed concrete layer to carry out bracing reinforcement;
302, anchor net preliminary bracing construction: in the bow member of steel described in the step 301 bracing reinforcement process, many anchor poles of anchoring on described tunnel trunk, many described anchor poles are quincunx laying; And in many described anchor poles of anchoring, outside the many described anchor poles that anchoring is finished, hang one deck steel mesh reinforcements, and corresponding formation anchor net preliminary bracing structure; Simultaneously, before hanging described steel mesh reinforcement, the pre-buried many madjack pipes in arch in need construction plateau permafrost tunnel;
303, concrete pouring construction: adopt punching block lining trolley one on the anchor net preliminary bracing structure described in the step 302, to carry out concrete pouring construction, and to form a layer thickness be that the concrete of 30cm ± 5cm just serves as a contrast; When carrying out concrete pouring construction, the concrete that is pumped into mould is the durable concrete of low-temperature high-early strength, adopt poker vibrator to carry out vibration compacting, and the molding temperature of institute's pumping of concrete is 0 ℃～5 ℃;
304, first backing grouting behind shaft or drift lining construction: after treating that institute's concreting solidifies in the step 303, adopt slurry filling machine and pass through many pre-buried in the step 302 described madjack pipes pressure injection cement paste between described pneumatically placed concrete layer just and the first lining of described concrete, and form a pressure injection cement paste layer, and described pressure injection cement paste layer closely connects as one described pneumatically placed concrete layer just and the first lining of described concrete; After treating that described pressure injection cement paste lamination notes are finished, just finish the preliminary bracing work progress of this construction sections, the form concrete rigidity preliminary bracing structure of corresponding this construction of acquisition sections;
305, continuous repeating step 301 to 304 is until finishing the preliminary bracing work progress that needs a plurality of construction sections of residue in the construction plateau permafrost tunnel;
Step 5, Second Lining Construction: described in the step 4 the waterproof of each sections and insulating lay finish after, adopt punching block lining trolley two immediately and carry out Second Lining Construction laying on the waterproof finished and the insulating according to conventional Second Lining Construction method, and corresponding formation concrete secondary liner, and carry out a plurality of sections of Second Lining Construction time-division and construct;
Waterproof described in form concrete rigidity preliminary bracing structure described in the step 3, the step 4 and the concrete secondary liner described in insulating and the step 5 are the loopful formula structure that need construction plateau permafrost tunnel is carried out integral reinforcing and protection; Tunnel excavation construction described in the step 2, form concrete rigidity preliminary bracing construction described in the step 3, in the Second Lining Construction process described in waterproof described in the step 4 and insulating laying and the step 5, dividing equally a plurality of sections constructs continuously, and the construction speed of the construction of tunnel excavation described in the step 2 is ahead of the construction speed of the rigidity of form concrete described in step 3 preliminary bracing construction, the construction speed of the rigidity of form concrete described in step 3 preliminary bracing construction is ahead of the construction speed of waterproof described in the step 4 and insulating laying, and the construction speed that waterproof described in the step 4 and insulating are laid is ahead of the construction speed of Second Lining Construction described in the step 5.
The job practices of above-mentioned plateau permafrost tunnel form concrete rigidity preliminary bracing is characterized in that: during Second Lining Construction described in the step 5, the concrete of being built is the durable concrete of low-temperature high-early strength.
The job practices of above-mentioned plateau permafrost tunnel form concrete rigidity preliminary bracing is characterized in that: the thickness of first pneumatically placed concrete layer is 5cm described in the step 2, and concrete described in the step 303 just thickness of lining is 30cm.
The job practices of above-mentioned plateau permafrost tunnel form concrete rigidity preliminary bracing, it is characterized in that: the concrete of being built in the step 303 is the C25 concrete, correspondingly the intensity for the treatment of institute's concreting in the step 303 described in the step 304 reaches 70% when above of design strength, adopts slurry filling machine again and by many pre-buried in the step 302 described madjack pipes pressure injection cement paste between described pneumatically placed concrete layer just and described concrete just serve as a contrast.
The job practices of above-mentioned plateau permafrost tunnel form concrete rigidity preliminary bracing is characterized in that: anchor pole described in the step 302 is that length is the hollow grouting anchor of 2.5m ± 0.2m, and the longitudinal pitch and the circumferential distance of described hollow grouting anchor are 1m ± 0.1m; The size of mesh opening of described steel mesh reinforcement is (20 ± 3) cm * (20 ± 3) cm.
The job practices of above-mentioned plateau permafrost tunnel form concrete rigidity preliminary bracing is characterized in that: the concrete early strength agent described in the step 2 is the durable early strength admixture of WQDZ low temperature.
The job practices of above-mentioned plateau permafrost tunnel form concrete rigidity preliminary bracing, it is characterized in that: the punching block lining trolley one described in the step 303 by shaping steel die one, that described shaping steel die one is carried out the braced system of fixed support is unified and be installed in that described braced system is unified to be gone up and drive the walking mechanism one that described braced system unification moves forward and backward and form, the longitudinal length of described shaping steel die one is 9m; Punching block lining trolley two described in the step 5 is by shaping steel die two, carry out the support system two of fixed support and be installed on the described support system two and drive the walking mechanism two that described support system two moves forward and backward forming to described shaping steel die two, and the longitudinal length of described shaping steel die two is 6m.
The job practices of above-mentioned plateau permafrost tunnel form concrete rigidity preliminary bracing, it is characterized in that: the water/binder ratio of cement paste described in the step 304 is 1: 1～1: 2, and between described pneumatically placed concrete layer just and described concrete just serve as a contrast during the pressure injection cement paste, grouting pressure is controlled at 0.6MPa ± 0.05MPa by many pre-buried in the step 302 described madjack pipes.
The job practices of above-mentioned plateau permafrost tunnel form concrete rigidity preliminary bracing is characterized in that: the loopful formula waterproof construction of waterproofing protection is carried out in the corresponding formation of waterproof described in the step 4 and insulating to need construction plateau permafrost tunnel; And in described waterproof and insulating process of deployment, need that also existing constuction joint and deformation joint on the concrete rigidity preliminary bracing structure are carried out waterproof construction and handle;
Existing constuction joint and deformation joint on the concrete rigidity preliminary bracing structure are carried out waterproof construction when handling, and mainly are that the section to the structural horizontal construction joint of concrete rigidity preliminary bracing, hoop constuction joint and default shrinkage joint or settlement joint carries out waterproofing work; When wherein described horizontal construction joint or hoop constuction joint being carried out waterproofing work, even brushing one deck cement based interfacial agents overcoat in processed horizontal construction joint or hoop constuction joint is laid rubber fastening band at described horizontal construction joint or hoop constuction joint middle part more earlier; When the section of presetting shrinkage joint or settlement joint is carried out waterproofing work, lay rubber fastening band at the section middle part of default shrinkage joint or settlement joint earlier, fill out the waterproof filler at the inner closely knit plug of the section of presetting shrinkage joint or settlement joint again; Also need simultaneously to lay rubber fastening band, fill out the waterproof filler at the inner closely knit plug in slit in the first mat edge of the described concrete outside again along the first mat edge of described concrete that construction in the step 303 is finished.
The job practices of above-mentioned plateau permafrost tunnel form concrete rigidity preliminary bracing, it is characterized in that: in the Second Lining Construction process described in the form concrete rigidity preliminary bracing construction described in the tunnel excavation construction described in the step 2, the step 3, the waterproof described in the step 4 and insulating laying and the step 5, all the temperature in the hole, tunnel is controlled at by being laid in the air-conditioning units that need in the construction plateau permafrost tunnel 4 ± 5 ℃ between, guaranteed that the frozen soil heat the hole, tunnel in is disturbed the stable concrete construction quality that reaches.
The present invention compared with prior art has the following advantages:
1, reasonable in design, easy construction and quality control on construction are easy, and input cost is lower.
2, speed of application is fast, and the construction period is short.
3, construction quality is good, and workmanship is good, has satisfied high-quality and efficient construction requirements, remarkable in economical benefits.Plateau permafrost tunnel water handling function and the heat insulation function finished of constructing good, service life is long, maintenance and later stage rework cost are very low.
4, can effectively promote and be suitable for to the construction of plateau frozen soil tunnel, and can effectively solve the multiple actual defects that frozen soil tunnel adopts " New Austrian Tunneling Method " job practices to exist, wherein, for " New Austrian Tunneling Method " job practices, because tunnel " New Austrian Tunneling Method " job practices requires behind tunnel excavation, utilize country rock to become the self-supporting ability of arching, adopt the sprayed mortar flexible support, and enforcement country rock monitoring measurement, according to the monitoring measurement data and treat to go again after surrouding rock deformation tends towards stability secondary lining, but frozen soil geology is difficult to adapt to " New Austrian Tunneling Method " technology, the compressive strength of frozen soil is very high, its ultimate compressive strength even suitable with concrete, but frozen soil melts back compressive strength and sharply reduces, formed hot thaw collapse falls into and the frost heave action of next dead season usually causes the engineering works unstability and is difficult to reparation, thereby tunnel " New Austrian Tunneling Method " job practices can not effectively be suitable for to the construction of plateau frozen soil tunnel.And employing the present invention, it specifically is engineering properties according to frozen soil, former benching tunnelling method excavation plan is adjusted into full face excavation (to be excavated function and directly adopts ultrashort step in the location of excavation, connect profile steel frame at twice) after, not only accelerated construction speed, and reduced disturbance number of times to frozen soil, help pneumatically placed concrete (just serving as a contrast concrete), lay waterproof, follow-up heat preservation construction operation such as warming plate in time follows up, and full face tunneling method can make full use of the engineering characteristic that frozen soil excavation back real-time intensity is very high and thawing back intensity sharply reduces, can reduce temperature as far as possible and raise the influence of frozen soil, avoid frozen soil to melt that compression is sunk and next dead season formed frost-heave force cause construction disaster and operation hidden danger.
5, because after adopting full section method to excavate, the excavation degree of progress speed in tunnel, follow-up if when adopting the thick concrete of mould spray 30cm, because sprayed mortar is restricted by the plateau execution conditions, manually, facility usefulness is low, be difficult to raising speed, its flow chart seriously lags behind, the concrete of direct injection simultaneously is difficult to provide circle suitable basal plane for laying water-proof heat-insulating slab on the one hand, on the other hand because the construction environment temperature is low excessively, the pneumatically placed concrete springback capacity is big, intensity is low, can not play the effect of supporting well.When then adopting form concrete rigidity preliminary bracing of the present invention, not only speed of application is accelerated, and can respond and solve the existing above-mentioned defective of construction of shotcrete, the basal plane circle of the form concrete rigidity preliminary bracing that forms is suitable, mutually should be able to lay waterproof and insulating provides circle suitable basal plane, and can play effective support action for the later stage.To sum up, adopt the preliminary bracing of form concrete rigidity to replace the concrete mould spraying scheme, thoroughly solved the technical barrier of hysteresis of mould pneumatically placed concrete progress and difficult quality guarantee.Find according to factual survey, when adopting benching tunnelling method excavation and mating die shotcrete support, single port excavation daily footage 0.5～1m; Average daily footage has surpassed 4m when adopting full section method excavation and mating die to build concrete support, the construction efficiency multiplication.
6, remarkable in economical benefits has successfully been dwindled frozen soil and has been melted circle, has reduced the engineering quantity of backbreaking that thaw-frozen landslide causes, and has avoided the landslide accident, and saving cost will be more than ten million yuan; Adopt the preliminary bracing of form concrete rigidity to provide circle suitable basal plane for multiple waterproof thermal-insulated facility, temperature Change inside and outside the Tunnel Second Lining is isolated, prevented frozen soil frost heave hidden danger preferably, make the plateau permafrost tunnel rebuild new thermal balance system, the rejection and waste of being avoided loss is very big.
7, between form concrete rigidity preliminary bracing structure and concrete secondary liner, waterproof and insulating are set, and the waterproof of being laid and insulating lay along the full section of tunnel total length, the temperature Change inside and outside the Tunnel Second Lining is effectively isolated; And waterproof and insulating adopt " no nail method is laid " new technology, and the tunnel of finishing of guaranteeing to construct does not ooze, do not leak
In sum, the present invention is reasonable in design, easy construction, construction cost is low and workmanship is high, speed of application is fast, when effectively guaranteeing the construction safety quality, also can guarantee the anti-drain function and the heat insulation function in the plateau permafrost tunnel finished of constructing good, service life is long, and maintenance and later stage rework cost are very low.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Description of drawings
Fig. 1 is a job practices flow chart of the present invention.
Fig. 2 is the structural representation in institute of the present invention construction molding tunnel.
Description of reference numerals:
The 1-form concrete rigidity initial stage is propped up 2-waterproof and heat-insulation and heat-preservation 3-concrete secondary liner; Protection structure; Layer;
The 4-plateau permafrost tunnel of need constructing.
The specific embodiment
The job practices of a kind of plateau permafrost tunnel form concrete rigidity preliminary bracing as shown in Figure 1 may further comprise the steps:
In the present embodiment, the described thickness of pneumatically placed concrete layer just is 5cm, and described concrete early strength agent is the durable early strength admixture of WQDZ low temperature.In the actual mechanical process, should determine the addition content of institute's admixture concrete early strength agent according to the kind of institute's admixture concrete early strength agent, admixture proportion and the actual concrete applied environment that manual is put down in writing.
In the practice of construction process, behind tunnel excavation, immediately after evenly injection one layer thickness is the concrete of 3cm～5cm and the durable early strength admixture of admixture WQDZ low temperature on the tunneling barrel, can effectively stop excavate to form in the hole, tunnel air and freeze interchange of heat take place between the rock, prevent to freeze rock weathering and thawing.To sum up, on the basis of fully realizing and grasping frozen soil engineering character, it is very high to make full use of frozen soil excavation back real-time intensity, but melt the engineering characteristic that back intensity sharply reduces, benching tunnelling method excavation method is changed to full face tunneling method, and full face tunneling method can make full use of the engineering characteristic that frozen soil excavation back real-time intensity is very high and thawing back intensity sharply reduces.
For the preliminary bracing work progress of arbitrary construction sections, may further comprise the steps:
301, the steel bow member supports and lays: in the tunnel sections digging process described in the step 2, along the bearing of trend that needs construction plateau permafrost tunnel, adopt a plurality of steel bow members immediately to excavate finish and inwall on spray and have the tunnel trunk of first pneumatically placed concrete layer to carry out bracing reinforcement.
In the present embodiment, described steel bow member is the grid steelframe.
302, anchor net preliminary bracing construction: in the bow member of steel described in the step 301 bracing reinforcement process, many anchor poles of anchoring on described tunnel trunk, many described anchor poles are quincunx laying; And in many described anchor poles of anchoring, outside the many described anchor poles that anchoring is finished, hang one deck steel mesh reinforcements, and corresponding formation anchor net preliminary bracing structure; Simultaneously, before hanging described steel mesh reinforcement, the pre-buried many madjack pipes in arch in need construction plateau permafrost tunnel.
In the present embodiment, described anchor pole is that length is the hollow grouting anchor of 2.5m ± 0.2m, and the longitudinal pitch and the circumferential distance of described hollow grouting anchor are 1m ± 0.1m; The size of mesh opening of described steel mesh reinforcement is (20 ± 3) cm * (20 ± 3) cm.
303, concrete pouring construction: adopt punching block lining trolley one on the anchor net preliminary bracing structure described in the step 302, to carry out concrete pouring construction, and to form a layer thickness be that the concrete of 30cm ± 5cm just serves as a contrast; When carrying out concrete pouring construction, the concrete that is pumped into mould is the durable concrete of low-temperature high-early strength, adopt poker vibrator to carry out vibration compacting, and the molding temperature of institute's pumping of concrete is 0 ℃～5 ℃.
In the present embodiment, the described concrete just thickness of lining is 30cm.Described punching block lining trolley one by shaping steel die one, that described shaping steel die one is carried out the braced system of fixed support is unified and be installed in that described braced system is unified to be gone up and drive the walking mechanism one that described braced system unification moves forward and backward and form, the longitudinal length of described shaping steel die one is 9m.
304, first backing grouting behind shaft or drift lining construction: after treating that institute's concreting solidifies in the step 303, adopt slurry filling machine and pass through many pre-buried in the step 302 described madjack pipes pressure injection cement paste between described pneumatically placed concrete layer just and the first lining of described concrete, and the corresponding described concrete that builds up type at described pneumatically placed concrete layer just and mould just forms a pressure injection cement paste layer between the lining, and described pressure injection cement paste layer closely connects as one described first pneumatically placed concrete layer and the first lining of described concrete; After treating that described pressure injection cement paste lamination notes are finished, just finish the preliminary bracing work progress of this construction sections, the form concrete rigidity preliminary bracing structure 1 of corresponding this construction of acquisition sections.
During actual pressure injection cement paste, the water/binder ratio of described cement paste is 1: 1～1: 2, in the present embodiment, the water/binder ratio of stating cement paste is in 1: 1 and the actual pressure injection process, can adjust accordingly according to the water/binder ratio of the concrete needs of reality institute's pressure injection cement paste, between described pneumatically placed concrete layer just and described concrete just serve as a contrast during the pressure injection cement paste, grouting pressure is controlled at 0.6MPa ± 0.05MPa by many pre-buried in the step 302 described madjack pipes.
In the practice of construction process, the main effect of described pressure injection cement paste layer be can backfill form concrete rigidity preliminary bracing structure 1 and the lining cutting of described concrete country rock between the local hole that occurs, prevent that ponding becomes ice and causes concrete destruction in the hole, simple saying is exactly space between backfill form concrete rigidity preliminary bracing structure 1 and country rock, avoids freeze injury hidden danger.
305, continuous repeating step 301 to 304 is until finishing the preliminary bracing work progress that needs a plurality of construction sections of residue in the construction plateau permafrost tunnel 4.
In the present embodiment, the concrete of being built in the step 303 is the C25 concrete, correspondingly the intensity for the treatment of institute's concreting in the step 303 described in the step 304 reaches 70% when above of design strength, adopts slurry filling machine again and by many pre-buried in the step 302 described madjack pipes pressure injection cement paste between the described concrete that described pneumatically placed concrete layer just and mould build up type just serves as a contrast.
To sum up; in the practice of construction process; after entering the positive hole that needs construction plateau permafrost tunnel 4; suitable for guaranteeing the basal plane circle; adopting 1 pair of form concrete rigidity preliminary bracing to need construction plateau permafrost tunnel 4 to carry out preliminary bracing, specifically is to adopt described punching block lining trolley one to carry out concrete pouring construction, and in the concrete pouring construction process; concrete molding temperature is controlled at 5 ℃, can weakens like this heat of frozen soil is melted influence.
In the present embodiment, the loopful formula waterproof construction of waterproofing protection is carried out in waterproof described in the step 4 and insulating 2 corresponding formation to need construction plateau permafrost tunnel 4; And in described waterproof and insulating 2 process of deployment, need that also existing constuction joint and deformation joint on the concrete rigidity preliminary bracing structure 1 are carried out waterproof construction and handle.
Existing constuction joint and deformation joint on the concrete rigidity preliminary bracing structure 1 are carried out waterproof construction when handling, and mainly are that the section to horizontal construction joint, hoop constuction joint and default shrinkage joint or settlement joint on the concrete rigidity preliminary bracing structure 1 carries out waterproofing work; When wherein described horizontal construction joint or hoop constuction joint being carried out waterproofing work, even brushing one deck cement based interfacial agents overcoat in processed horizontal construction joint or hoop constuction joint is laid rubber fastening band at described horizontal construction joint or hoop constuction joint middle part more earlier; When the section of presetting shrinkage joint or settlement joint is carried out waterproofing work, lay rubber fastening band at the section middle part of default shrinkage joint or settlement joint earlier, fill out the waterproof filler at the inner closely knit plug of the section of presetting shrinkage joint or settlement joint again; Also need simultaneously to lay rubber fastening band, fill out the waterproof filler at the inner closely knit plug in slit in the first mat edge of the described concrete outside again along the first mat edge of described concrete that construction in the step 303 is finished.
Simultaneously, described waterproof and insulating 2 comprise that also one deck is layed in the nonwoven of spreading at the bottom of the arch that needs construction plateau permafrost tunnel 4 and the tunnel on the fish tail and waterproof layer.
In the present embodiment, described fish tail and waterproof layer is a splash guard, and described compound water-proof is EVA compound water-proof or PVC compound water-proof, and described insulating is that polyurethane foam board and its thickness are 5cm ± 1cm.Described waterproof filler is residual oil hemp cut or immersion oil plank, and described nonwoven is that specification is greater than 300g/m
2Geotextiles.
Particularly: the performance indications of the PVC compound water-proof that adopts are: hot strength 〉=15MPa; Elongation at break 〉=300%; Low temperature flexibility, flawless under-35 ℃ of temperature condition; Impermeabilisation, endurable thorn; Water-fast, low temperature resistant; Nontoxic, aseptic, corrosion-resistant; Require the tunnel french drain to have elasticity at cryogenic conditions, good water permeability can be born the pressure that is not less than 0.5MPa, not easy-to-rust.
Step 5, Second Lining Construction: described in the step 4 the waterproof of each sections and insulating 2 lay finish after, adopt punching block lining trolley two immediately and carry out Second Lining Construction laying on the waterproof finished and the insulating 2 according to conventional Second Lining Construction method, and corresponding formation concrete secondary liner 3, and carry out a plurality of sections of Second Lining Construction time-division and construct, the tunnel structure that final construction is finished is seen Fig. 2.
In the present embodiment, described punching block lining trolley two is by shaping steel die two, carry out the support system two of fixed support and be installed on the described support system two and drive the walking mechanism two that described support system two moves forward and backward forming to described shaping steel die two, and the longitudinal length of described shaping steel die two is 6m.During actual Second Lining Construction, the concrete of being built is the durable concrete of low-temperature high-early strength.
Actual when carrying out Second Lining Construction, adopt 43kg/m rail girder formula trestle scheme excavation and construction lining cutting inverted arch, bent abutment wall reinforcing bar is together poured into a mould and preset to shop fixtures concrete and inverted arch.Arch wall lining cutting one-shot forming, adopt the long all-hydraulic whole punching block lining trolley (being described punching block lining trolley two) of 6m, concrete adopts automatic gauge to mix and stir, the capable concrete transport vehicle transportation of TST-6 type rail, the HBT60 concrete pump is pumped into mould, and immersion vibrator cooperates the chassis form vibrator to vibrate.
In the present embodiment, the impermeability of institute's concreting is the S8 grade in step 303 and the step 5.
In the practice of construction process, waterproof described in the form concrete rigidity preliminary bracing structure 1 described in the step 3, the step 4 and the concrete secondary liner 3 described in insulating 2 and the step 5 are the loopful formula structure that need construction plateau permafrost tunnel 4 is carried out integral reinforcing and protection; Tunnel excavation construction described in the step 2, form concrete rigidity preliminary bracing construction described in the step 3, in the Second Lining Construction process described in waterproof described in the step 4 and insulating laying and the step 5, dividing equally a plurality of sections constructs continuously, and the construction speed of the construction of tunnel excavation described in the step 2 is ahead of the construction speed of the rigidity of form concrete described in step 3 preliminary bracing construction, the construction speed of the rigidity of form concrete described in step 3 preliminary bracing construction is ahead of the construction speed of waterproof described in the step 4 and insulating laying, and the construction speed that waterproof described in the step 4 and insulating are laid is ahead of the construction speed of Second Lining Construction described in the step 5.
In addition, in the Second Lining Construction process described in form concrete rigidity preliminary bracing construction described in tunnel excavation construction described in the step 2, the step 3, the waterproof described in the step 4 and insulating laying and the step 5, all the temperature in the hole, tunnel is controlled at by being laid in the air-conditioning units that need in the construction plateau permafrost tunnel 4 ± 5 ℃ between, guaranteed that the frozen soil heat the hole, tunnel in is disturbed the stable concrete construction quality that reaches.And practice of construction is crossed in the layer, when the work plane lowest temperature is lower than-3 ℃, form concrete rigidity preliminary bracing structure 1 working concrete is handled by the winter construction measure, specifically is to adopt DZLZ-10-A type steam heating boiler steam to improve water temperature or set up heat preservation greenhouse and connect sand, the building stones that heating installation uses the mix concrete and be incubated heating.
The above; it only is preferred embodiment of the present invention; be not that the present invention is imposed any restrictions, everyly any simple modification that above embodiment did, change and equivalent structure changed, all still belong in the protection domain of technical solution of the present invention according to the technology of the present invention essence.
Claims (10)
1. the job practices of a plateau permafrost tunnel form concrete rigidity preliminary bracing is characterized in that this method may further comprise the steps:
Step 1, measurement unwrapping wire: carry out construction survey at the construction field (site) by design drawing, and survey center line and the peripheral sideline that sets out the plateau permafrost tunnel (4) of to construct at the tunnel portal place in need construction plateau permafrost tunnels (4);
Step 2, tunnel excavation construction: adopt full face tunneling method that need construction plateau permafrost tunnels (4) are excavated and excavate a plurality of sections of time-division and carry out; And in each sections digging process, synchronously evenly spray the concrete that the inner admixture of one deck has concrete early strength agent on the inwall of finishing tunnel trunk excavating, and corresponding formation one layer thickness is the first pneumatically placed concrete layer of 3cm～5cm;
Step 3, form concrete rigidity preliminary bracing construction, in each sections digging process described in the step 2, adopt the anchor net to annotate Support Method and carry out the preliminary bracing construction to excavating the tunnel trunk of finishing and be provided with described first pneumatically placed concrete layer immediately, and carry out preliminary bracing when construction, be divided into a plurality of construction sections and construct along the bearing of trend that needs construction plateau permafrost tunnels (4) the plateau permafrost tunnel (4) of need constructing;
For the preliminary bracing work progress of arbitrary construction sections, may further comprise the steps:
301, the steel bow member supports and lays: in the tunnel sections digging process described in the step 2, along the bearing of trend that needs construction plateau permafrost tunnel, adopt a plurality of steel bow members immediately to excavate finish and inwall on spray and have the tunnel trunk of first pneumatically placed concrete layer to carry out bracing reinforcement;
302, anchor net preliminary bracing construction: in the bow member of steel described in the step 301 bracing reinforcement process, many anchor poles of anchoring on described tunnel trunk, many described anchor poles are quincunx laying; And in many described anchor poles of anchoring, outside the many described anchor poles that anchoring is finished, hang one deck steel mesh reinforcements, and corresponding formation anchor net preliminary bracing structure; Simultaneously, before hanging described steel mesh reinforcement, the pre-buried many madjack pipes in arch in need construction plateau permafrost tunnel;
303, concrete pouring construction: adopt punching block lining trolley one on the anchor net preliminary bracing structure described in the step 302, to carry out concrete pouring construction, and to form a layer thickness be that the concrete of 30cm ± 5cm just serves as a contrast; When carrying out concrete pouring construction, the concrete that is pumped into mould is the durable concrete of low-temperature high-early strength, adopt poker vibrator to carry out vibration compacting, and the molding temperature of institute's pumping of concrete is 0 ℃～5 ℃;
304, first backing grouting behind shaft or drift lining construction: after treating that institute's concreting solidifies in the step 303, adopt slurry filling machine and pass through many pre-buried in the step 302 described madjack pipes pressure injection cement paste between described pneumatically placed concrete layer just and the first lining of described concrete, and form a pressure injection cement paste layer, and described pressure injection cement paste layer closely connects as one described pneumatically placed concrete layer just and the first lining of described concrete; After treating that described pressure injection cement paste lamination notes are finished, just finish the preliminary bracing work progress of this construction sections, the form concrete rigidity preliminary bracing structure (1) of corresponding this construction of acquisition sections;
305, continuous repeating step 301 to 304 is until finishing the preliminary bracing work progress that needs a plurality of construction sections of residue in the construction plateau permafrost tunnel (4);
Step 4, waterproof and insulating are laid: after the preliminary bracing construction of each construction sections described in the step 304 is finished, go up in the form concrete rigidity preliminary bracing structure (1) finished of constructing immediately and lay one deck waterproof and insulating (2), and lay waterproof and a plurality of sections of insulating (2) time-division are laid; Described waterproof and insulating (2) comprise the compound water-proof one that is laid in the preliminary bracing of described form concrete rigidity, be laid in the insulating on the described compound water-proof one and be laid in compound water-proof two on the described insulating;
Step 5, Second Lining Construction: described in the step 4 the waterproof of each sections and insulating (2) lay finish after, adopt punching block lining trolley two immediately and carry out Second Lining Construction laying on the waterproof finished and the insulating (2) according to conventional Second Lining Construction method, and corresponding formation concrete secondary liner (3), and carry out a plurality of sections of Second Lining Construction time-division and construct;
Concrete secondary liner (3) described in waterproof described in form concrete rigidity preliminary bracing structure (1) described in the step 3, the step 4 and insulating (2) and the step 5 is the loopful formula structure that need construction plateau permafrost tunnels (4) are carried out integral reinforcing and protection; Tunnel excavation construction described in the step 2, form concrete rigidity preliminary bracing construction described in the step 3, in the Second Lining Construction process described in waterproof described in the step 4 and insulating laying and the step 5, dividing equally a plurality of sections constructs continuously, and the construction speed of the construction of tunnel excavation described in the step 2 is ahead of the construction speed of the rigidity of form concrete described in step 3 preliminary bracing construction, the construction speed of the rigidity of form concrete described in step 3 preliminary bracing construction is ahead of the construction speed of waterproof described in the step 4 and insulating laying, and the construction speed that waterproof described in the step 4 and insulating are laid is ahead of the construction speed of Second Lining Construction described in the step 5.
2. according to the job practices of the described plateau permafrost of claim 1 tunnel form concrete rigidity preliminary bracing, it is characterized in that: during Second Lining Construction described in the step 5, the concrete of being built is the durable concrete of low-temperature high-early strength.
3. according to the job practices of claim 1 or 2 described plateau permafrost tunnel form concrete rigidity preliminary bracings, it is characterized in that: the thickness of first pneumatically placed concrete layer is 5cm described in the step 2, and concrete described in the step 303 just thickness of lining is 30cm.
4. according to the job practices of claim 1 or 2 described plateau permafrost tunnel form concrete rigidity preliminary bracings, it is characterized in that: the concrete of being built in the step 303 is the C25 concrete, correspondingly the intensity for the treatment of institute's concreting in the step 303 described in the step 304 reaches 70% when above of design strength, adopts slurry filling machine again and by many pre-buried in the step 302 described madjack pipes pressure injection cement paste between described pneumatically placed concrete layer just and described concrete just serve as a contrast.
5. according to the job practices of claim 1 or 2 described plateau permafrost tunnel form concrete rigidity preliminary bracings, it is characterized in that: anchor pole described in the step 302 is that length is the hollow grouting anchor of 2.5m ± 0.2m, and the longitudinal pitch and the circumferential distance of described hollow grouting anchor are 1m ± 0.1m; The size of mesh opening of described steel mesh reinforcement is (20 ± 3) cm * (20 ± 3) cm.
6. according to the job practices of claim 1 or 2 described plateau permafrost tunnel form concrete rigidity preliminary bracings, it is characterized in that: the concrete early strength agent described in the step 2 is the durable early strength admixture of WQDZ low temperature.
7. according to the job practices of claim 1 or 2 described plateau permafrost tunnel form concrete rigidity preliminary bracings, it is characterized in that: the punching block lining trolley one described in the step 303 by shaping steel die one, that described shaping steel die one is carried out the braced system of fixed support is unified and be installed in that described braced system is unified to be gone up and drive the walking mechanism one that described braced system unification moves forward and backward and form, the longitudinal length of described shaping steel die one is 9m; Punching block lining trolley two described in the step 5 is by shaping steel die two, carry out the support system two of fixed support and be installed on the described support system two and drive the walking mechanism two that described support system two moves forward and backward forming to described shaping steel die two, and the longitudinal length of described shaping steel die two is 6m.
8. according to the job practices of the described plateau permafrost of claim 4 tunnel form concrete rigidity preliminary bracing, it is characterized in that: the water/binder ratio of cement paste described in the step 304 is 1: 1～1: 2, and between described pneumatically placed concrete layer just and described concrete just serve as a contrast during the pressure injection cement paste, grouting pressure is controlled at 0.6MPa ± 0.05MPa by many pre-buried in the step 302 described madjack pipes.
9. according to the job practices of claim 1 or 2 described plateau permafrost tunnel form concrete rigidity preliminary bracings, it is characterized in that: the loopful formula waterproof construction of waterproofing protection is carried out in the corresponding formation of waterproof described in the step 4 and insulating (2) to need construction plateau permafrost tunnels (4); And in described waterproof and insulating (2) process of deployment, also need carry out the waterproof construction processing to last existing constuction joint of concrete rigidity preliminary bracing structure (1) and deformation joint;
Concrete rigidity preliminary bracing structure (1) being gone up existing constuction joint and deformation joint carry out waterproof construction when handling, mainly is that the section to the horizontal construction joint on the concrete rigidity preliminary bracing structure (1), hoop constuction joint and default shrinkage joint or settlement joint carries out waterproofing work; When wherein described horizontal construction joint or hoop constuction joint being carried out waterproofing work, even brushing one deck cement based interfacial agents overcoat in processed horizontal construction joint or hoop constuction joint is laid rubber fastening band at described horizontal construction joint or hoop constuction joint middle part more earlier; When the section of presetting shrinkage joint or settlement joint is carried out waterproofing work, lay rubber fastening band at the section middle part of default shrinkage joint or settlement joint earlier, fill out the waterproof filler at the inner closely knit plug of the section of presetting shrinkage joint or settlement joint again; Also need simultaneously to lay rubber fastening band, fill out the waterproof filler at the inner closely knit plug in slit in the first mat edge of the described concrete outside again along the first mat edge of described concrete that construction in the step 303 is finished.
10. according to the job practices of claim 1 or 2 described plateau permafrost tunnel form concrete rigidity preliminary bracings, it is characterized in that: in the Second Lining Construction process described in the form concrete rigidity preliminary bracing construction described in the tunnel excavation construction described in the step 2, the step 3, the waterproof described in the step 4 and insulating laying and the step 5, all the temperature in the hole, tunnel is controlled at by being laid in the air-conditioning units that need in the construction plateau permafrost tunnel 4 ± 5 ℃ between, guaranteed that the frozen soil heat the hole, tunnel in is disturbed the stable concrete construction quality that reaches.
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| CN111753360A (en) * | 2020-06-22 | 2020-10-09 | 河北交通职业技术学院 | Tunnel local water storage frost heaving force calculation method, calculation system, storage medium and seasonal freezing region tunnel lining frost heaving design method |
| CN111753360B (en) * | 2020-06-22 | 2023-04-28 | 河北交通职业技术学院 | Tunnel local water storage frost heaving force calculation method, calculation system, storage medium and season frost region tunnel lining frost heaving design method |
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