CN1055214A - Build the method for the large-scale underground space - Google Patents
Build the method for the large-scale underground space Download PDFInfo
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- CN1055214A CN1055214A CN 91103214 CN91103214A CN1055214A CN 1055214 A CN1055214 A CN 1055214A CN 91103214 CN91103214 CN 91103214 CN 91103214 A CN91103214 A CN 91103214A CN 1055214 A CN1055214 A CN 1055214A
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Abstract
A kind of method of building the large-scale underground space comprises that pilot tunnel is down excavated in the position of relative underground space bottom girder, applies bottom girder; Beat skirt piles hole and center pillar hole and apply skirt piles and center pillar.Longeron position, top excavation is gone up pilot tunnel and is applied the top longeron in the center pillar termination relatively; Beat the advance pipe canopy at underground space top and apply the top lining cutting; The excavation top layer is done the top layer lining cutting; The excavation bottom also applies lining just.This method is safe and simple, cost is low, can be used for building of the large-scale underground space of multilayer multispan.
Description
The present invention relates to a kind of method of building the large-scale underground space, relate in particular to and a kind ofly utilize the mode of shallow buried covered excavation to apply large cross-section tunnel, underground chamber, the method for subway station and similar underground construction on the weak soil property stratum.
Disclose a kind of method that applies large cross-section tunnel among the Deutsches Reichs-Patent manual DT2531832, this method is the tunnel cross-section separated into two parts that will excavate, and the core of its section reservation does not earlier dig, and with two row's vertical support things it is maintained; Then behind excavation, use the supporting identical to safeguard around the periphery of core, last central excavation part with desiring the tunneling section.It is to carry out under the permanent lining, secondary lining of basic forming that this excavation method can not guarantee to excavate operation, and especially this method is inapplicable for the underground structrue engineering of multilayer multispan.In addition, embedding more shallow in the underground building, just when very near, adopt this method to cause very big disturbance to the face of land apart from the face of land, this will limit its scope of application widely.
A kind of method and apparatus that is used to build since the underground vertical wall structure of a underground passage is disclosed among the US Patent specification US4365913, this method is that the underground passage cross section width of building with desire equally excavates two inlet vertical shafts, prefabricated pipe is pushed the stratum with the high power hydraulic propeller from silo bottom, the diameter of prefabricated pipe can reach 2 meters, its underpart is provided with is enough to the opening that the confession subsequent handling is manipulated, then along the longitudinal furrow of described Open Side Down excavation building vertical wall, and in the steel support member wherein is set, concrete perfusion in longitudinal furrow and prefabricated pipe is so far finished vertical wall at last.Using the same method pushes other prefabricated pipe archedly on the top of completed vertical wall again, and it is interconnected and injects concrete, promptly forms the section of underground passage, and excavation soil layer wherein gets final product under its supporting.But adopt this method must offer the service depot, i.e. inlet vertical shaft wherein, this will occupy large-area ground, be the situation of fixed buildings or highway etc. for the face of land, and this is unallowed.Along with the increase that pushes pipe, when thrust and pipe circumferential resistance force are offset, then must offer the relaying service depot again or set up the thrust vertical shaft in addition.This in addition method always has disturbance to the face of land in the progradation of pipe.Above-mentioned defective all will limit the use of this method.
European patent specification EP0332799 discloses a kind of method with arch in trellis work top building large-span tunnel.This method was divided into for nine steps, at first arch springing place excavation be parallel to each other and with two tunnels of desire excavation tunnel center line equality, squeeze into pipe at the vault place then, and aforementioned two tunnels dug downwards pour into a mould arch springing simultaneously; Third and fourth step is that vault part and the cast under the excavation pipe supported vault and annotate concrete in pipe; Five, six step excavation vault and sides, and poured side edge; The the 7th to nine step hollowed out soil layer wherein under established supporting, and closed bottom.But the underground construction that this method is striden one deck for building one, the tunnel that repair two auxiliary constructions, and these two tunnel portions need temporary lining, along with the carrying out of construction, remove this two tunnels at last again, promptly destroy temporary lining.Like this, engineering cost is increased considerably but also to prolong construction period, cause man power and material's waste.Equally, when adopting this method, need two tunnels of excavation earlier, the excavation in this tunnel can cause surface subsidence equally.Remove in addition, the building that this method is used for the underground building of multilayer multispan is very difficult.
With the EP0332799 disclosure similarly be " handle the trial of longspan tunnel landslide with " glasses method " " in 1987 o. 11th " railway construction " in disclosed method.The essence of this method is New Austrian Tunneling Method, but when New Austrian Tunneling Method being used for shallow soil layer and applying, at light section of underground each partial excavation, all can form disturbance to ground, all easily causes the sedimentation on the face of land.The speed of application of especially this method is slow, and the construction costs height.
At the deficiency of above-mentioned prior art, the present invention is arranged then.The object of the present invention is to provide a kind of method that surface layer disturbance I is used to build the construction large-section underground cavern of multilayer multispan formula underground building.
Purpose of the present invention is realized by following technical solution:
A kind of method of building the large-scale underground space comprises following step:
A, along underground construction run through the following pilot tunnel of its total length longitudinally to its bottom excavation, push ahead pilot tunnel down partly carried out temporary lining along with excavation, in the completed pilot tunnel down of temporary lining, apply the bottom girder of underground construction;
B, along the both sides of underground construction cross section and with the excavation boring of above-mentioned bottom girder corresponding section, this boring is perpendicular to bottom girder, along the vertical alternate setting of underground construction, thus then in each described boring fluid concrete form to be located in the center pillar on the bottom girder and the retaining wall skirt piles of underground construction;
C, run through the last pilot tunnel of its total length longitudinally to its top excavation,, last pilot tunnel partly carried out temporary lining along with excavation is pushed ahead along underground construction, have temporary lining on apply the top longeron of underground construction in the pilot tunnel;
D, beat the advance pipe canopy in the level land between last pilot tunnel mutually with last pilot tunnel, pre-consolidation grouting is carried out on the stratum, excavation is gone up the part between the pilot tunnel then, thereby and split the part of digging out carry out temporary lining form in the hole;
E, at last pilot tunnel away from middle hole side to beating vertical advance pipe canopy between the retaining wall skirt piles, pre-consolidation grouting is carried out on the stratum, excavate the Guan Peng lower part then and split the part of digging out and carry out temporary lining, thereby form the side hole, cut the temporary lining of pilot tunnel then;
F, hole and side hole are excavated to underground construction first floor height downwards from described, to carrying out lining cutting and base plate is annotated in the shop in formed space;
G, in the following second layer of excavation underground construction of formed underground construction first floor, after the temporary lining that cuts pilot tunnel down, the second layer is carried out lining cutting and base plate is annotated in the shop.
The distance on the horizontal apex distance face of land, underground construction upper strata should be greater than 1/2nd of footpath, excavation hole.
The top of pilot tunnel was an arch under last pilot tunnel reached, and its cross section is greater than the space that applies and hold top, bottom girder.
The excavation boring of said method can be carried out downwards from the face of land.
In above-mentioned steps, excavation down behind the pilot tunnel promptly excavation go up pilot tunnel, go up in the pilot tunnel downwards excavation from each then and hole.
With excavation skirt piles hole and center pillar hole, reaming at the bottom of the center pillar hole, fluid concrete in described hole, the center pillar of formation skirt piles and band reaming pile pier replaces a, the b step in the said method.
Retaining wall skirt piles spacing in the said method is 1 meter.
The slurries of strengthening stratum are the mixture of water glass and cement or the mixture of water glass and NaOH.
The temporary lining of said method is to lay earlier cage of reinforcement pneumatically placed concrete and forming then.
Can add a horizontal drawknot device between the top longeron in the said method, this device sets up i iron or channel-section steel between the longeron of top, and its two ends and top longeron are connected.
After the side hole forms, beat scallop hole installation grouted anchor bar in its temporary lining with protecting type skirt piles junction, and carry out grouting and reinforcing.
The center pillar of said method can be steel tube concrete pile.
The transverse width of the underground construction that said method is therefrom built along desire in hole and the side hole excavates downwards, and along with excavation is provided with cross binding, until the end of this project layer base plate place, pour into a mould this base plate then, and upwards pour into a mould the base plate of sidewall and middle each layer along this base plate, replace wherein f, g step with this.
Because technical solution provided by the present invention is to adopt the method for upper and lower pilot tunnel to apply the top bottom girder, as long as so the cross section of these pilot tunnels can hold and can be in wherein applying the top bottom girder.Like this, the area of section of upper and lower pilot tunnel is just smaller, thereby has alleviated in the construction disturbance to the face of land.Because the inventive method just is provided with upper and lower pilot tunnel according to the structure of building project, especially the part of pilot tunnel also constitutes the part of underground building, therefore in construction, need the amount of the temporary lining that cuts to significantly reduce, this will be directly reflected as construction costs and obviously reduce (construction cost that is the inventive method be New Austrian Tunneling Method 1/2 or 1/3), speed of application obviously increases (suitable with common cap excavation method), has significantly reduced waste.
Because according to the inventive method is after top, bottom girder, skirt piles and center pillar form, and applies the vault lining cutting under the advance pipe canopy.So just at first formed the preliminary overall structure of the engineering of building, this structure is a kind of stable supporting and protection structure for subsequent handling, and later operation is all carried out under it.In the large cross section excavation process so afterwards, at first, be that every operation all carries out under in type supporting with construction, thereby improved the safety of construction, accidents such as landslide can not occur; Secondly, be that the excavation under this supporting and protection structure can not produce disturbance to the face of land, promptly the face of land does not have sedimentation.
Because according to method of the present invention is to beat upper and lower pilot tunnel earlier, establishes skirt piles, center pillar again.Therefore, utilize method of the present invention can build the multiple use of multilayer, multispan and the underground building of function.Difference according to the engineering of required building is provided with different pilot tunnel numbers, pilot tunnel down can be set under the situation that geological condition allows even, and adopt the center pillar that the method for reaming at the bottom of the center pillar hole is formed band reaming pile pier, to replace bottom girder.
In a word, method provided by the present invention compared with prior art has: construction safety is easy, and structure stress is clear and definite, and speed of application is fast, and construction costs is low, and the disturbance to the face of land in the work progress is little.
Other effect of method of building the large-scale underground space of the present invention and details will along with below in conjunction with all accompanying drawings to the description of the embodiment of the invention and become more clear.Wherein:
Fig. 1 to 8 is that the method for the invention is built the cross-sectional schematic that a bilayer three is striden its each step of expression of subway station;
Fig. 9 to 10 is cut-away views of two steps of expression in another embodiment of the present invention;
Figure 11 is the schematic diagram of another embodiment of the present invention.
Embodiment one
Referring to Fig. 1, wherein dotted line represents that a bilayer three strides the cross-sectional profiles of subway station.This station is double-deck three straddle type structures, and the bottom of its lower floor and the top on upper strata are provided with two bottom girder 1 and the top longerons 2 that run through the station total length respectively.According to the method for the invention, at first beat vertical shaft downwards from the face of land, arrive the position of desiring to build the station by underground crosscut then.At this moment, as shown in Figure 1, in the vertical symmetry center line of 3, two following pilot tunnels 3 of position two following pilot tunnels of excavation of laying bottom girder 1 and the vertical symmetry central lines of bottom girder 1.Therefore, the distance between the above-mentioned center line of following pilot tunnel 3 is the distance of bottom girder 1 above-mentioned centreline space.The cross-sectional area of following pilot tunnel 3 is then determined according to the size of the cross-sectional area of the former design bottom girder 1 in station, as can be seen from Figure 1, its size should also will leave enough construction spaces when holding bottom girder 1, to guarantee can successfully applying bottom girder 1 in next procedure.Following pilot tunnel 3 adopts with excavation and excavates forward with the method for supporting.In the present embodiment, the supporting of following pilot tunnel 3 is temporary lining, thereby adopts and lay cage of reinforcement earlier, and the method for sprayed mortar realizes thereon then.The transverse shape of pilot tunnel 3 is that the bottom is a rectangle under in this example, and top is arch, i.e. the shape of a hoof.So far as can be known because the method for the invention following pilot tunnel 3 of digging laying bottom girder 1 usefulness at first, so excavated section compared with prior art (as the glasses working in the New Austrian Tunneling Method) obviously reduce, therefore to the also obviously minimizing of influence on the face of land.
Below with reference to Fig. 2, after bottom girder 3 is finished, can creep into boring downwards from the face of land perpendicular to bottom girder 3.As can be seen from Fig. 2, establish 4 gang drill holes in the present embodiment altogether.Promptly be positioned at the outer retaining wall skirt piles hole of station sidewall 4 and face the center pillar hole 5 that bottom girder 3 longitudinal centre lines are provided with.But base area expression condition step-by-step construction when excavation retaining wall skirt piles hole 4 and center pillar hole 5, as can be earlier from Fig. 2 the left side excavate each hole to the right by row.Certainly, also can two when situation allows row's four rounds excavation simultaneously together even.The longitudinal pitch in retaining wall skirt piles hole 4 is 1 meter in this example, aperture 600 millimeter.Hence one can see that, and to the destruction on the face of land and occupy very for a short time, therefore for the traffic on ground, compare with the influence of cut and cover method of the prior art or cap excavation method and significantly reduce by influences such as building in construction for the inventive method.
In this example, vertical pitch of holes in center pillar hole 5 is then decided according to the distance of station original design center pillar 7.Can outpour retaining wall side column 6 and center pillar 7 thereby water to wherein pouring into concrete after above-mentioned porous is finished, cast is highly complied with the underground construction requirement of required construction and is decided.The cast back is the residual hole of backfill in time.
Fig. 3 represents to excavate pilot tunnel 8 according to the present invention, lays the mode of top longeron 9.Therefrom as can be seen, the excavation of last pilot tunnel 8, temporary lining and the same substantially to the excavation of the cast of top longeron 9 and following pilot tunnel 3 shown in Figure 1 etc. just will be poured into a mould bottom girder 1 and be become and pour into a mould top longeron 9.So its detail is not carefully stated at this.But so far, adopt method of the present invention the braced structures of the required station structure of building to be finished.
After Fig. 4 represents that top longeron 9 is finished, can be from an end of top longeron 9, the dome shape at the station of longitudinally building according to need between last pilot tunnel 8 is squeezed into fan-shaped advance pipe canopy 10 of arranging in the stratum, each root pipe (promptly to the ground apparent bearing) angle that tilts that all makes progress, be updip 10-13 ° in the present embodiment, and be equipped with many through holes that run through its wall thickness on every pipe.After the advance pipe canopy is accomplished fluently, can in the soil property layer of top, station, carry out grouting and reinforcing by this pipe canopy.Can excavate the advance pipe canopy then below 10, go up the space that is centered between the opposing sidewalls of pilot tunnels 8 for two, thereby hole 11 in forming and then applies temporary lining below advance pipe canopy 10, be i.e. reinforcement placing skeleton and then sprayed mortar.Repeat said process repeatedly until digging out the middle hole 11 of running through the vertical total length in station, promptly adopt the method in circulation step to form middle hole 11.
On the every pipe in this example in the used advance pipe canopy 10, all be provided with many small through hole along the tubular axis line is alternate on its circumferencial direction, injection slurry i.e. through hole from pipe infeeds these apertures, injects the stratum around the pipe then.For grit stone geological conditions, present embodiment adopts water glass to add the injection slurry that cement mixing forms, the slurries that then adopt water glass hydro-oxidation sodium to mix for sand bed.Grouting pressure is about 0.5MP.
In addition, in excavating out, in the hole 11, promptly to give drawknot to two top longerons 2, to bear the load that top stratum is produced with the drawknot device.In this example, adopted i iron or channel-section steel, its two ends have been respectively fixed on two top longerons 2, thereby increased the stability of two top longerons 2 effectively as drawknot element 13.Simultaneously, in the present embodiment, also on drawknot element 13, be provided with strata pressure display unit 14, constantly adjust digging mode or parameters such as progress, support stiffness by installing 14 shown parameters, smooth to guarantee construction safety.
Fig. 5 represents to adopt the method in hole in the excavation shown in Figure 4 to excavate hole, both sides 15 and 16.In excavation side hole 15 and 16, tubulose grouted anchor bar 17 is beaten at the arch springing place in the side hole, and anchor pole 17 is fan-shaped distribution.Used anchor pole is long about 2 meters in the present embodiment, adopts process conditions to anchor pole 17 in the slip casting identical with tube shed grouting, thereby forms the strengthening stratum band at the arch springing place.Cut the temporary lining of pilot tunnel 8 then.So far, adopt when constructing with the inventive method, formed with top, bottom girder 1 and 2, the supporting construction that retaining wall skirt piles 6 and center pillar 7 are formed, after covering the arch lid of forming by advance pipe canopy 10 and temporary lining 20 on this structure, promptly constitute the supporting and protection structure that can stably support stratum load, made other step of the inventive method all under this supporting and protection structure, carry out.This has not only controlled the sedimentation on stratum obviously, effectively, and the working space of safety and stability is provided for follow-up constructing operation.
After Fig. 6 then is illustrated in the temporary lining that cuts pilot tunnel 8, can excavate the station hall layer (or deserving to be called layer or first floor) of present embodiment subway station, make the floor of the secondary lining and the station hall layer of station hall layer simultaneously.After this step finished, the overall structure of this underground construction was further stable, therefore can excavate station layer (or claim lower floor or claim second layer).Referring to shown in Figure 7, can cut the temporary lining of two following pilot tunnels 3 simultaneously.Then, as shown in Figure 8, the secondary lining of cast station layer, and closed bottom.
So far, the underground railway bilayer three that adopts method of the present invention to construct is striden the agent structure completion of platform, can clearly be seen that from above steps, when adopting the inventive method construction, the temporary lining that need cut only is two parts that go up pilot tunnel 8 and two following pilot tunnels 3 seldom.Because the bottom of pilot tunnel 3 was respectively the part of top longeron 2 and bottom girder 1 under the top of last pilot tunnel 8 reached, do not need to cut; The sectional area of pilot tunnel is preferred simultaneously.So it is little to cut workload, the waste nature is little, and cost must be low.This also is one of essential distinction that is different from by the inventive method that present embodiment can obviously be found out other shallow burial hidden digging in the prior art, also is one of significant technological progress simultaneously.
Embodiment two
When above the underground construction that need apply be building or other do not allow to destroy object the time, just can not as among the embodiment one, hole cast retaining wall skirt piles and center pillar downwards from the face of land.
Do not allow situation about destroying at the face of land, by the inventive method embodiment two is arranged.As Fig. 9 and shown in Figure 10.
In the present embodiment, except that beating retaining wall skirt piles hole and center pillar hole, other step is all identical with corresponding step among the embodiment one.Therefore only the difference part is described in detail at this.
Referring to Fig. 9 as can be known, present embodiment is at pilot tunnel 3 under the excavation and after pouring into a mould bottom girder after 1, promptly on correspondence among embodiment one Fig. 3 the place of pilot tunnel 8 excavation same on pilot tunnel 8, the upper end of corresponding simultaneously retaining wall skirt piles excavates out corresponding side pilot tunnel 18.The method that applies of side pilot tunnel 18 and structure are the same with upper and lower pilot tunnel 8 and 3, after forming, side pilot tunnel 18 can in last pilot tunnel 8 and side pilot tunnel 18, excavate retaining wall skirt piles hole 4 and center pillar hole 5 downwards, pour into a mould retaining wall skirt piles 6 and center pillar 7 then, actual conditions implements one together with requirement.
See Figure 10, after retaining wall skirt piles 6 and center pillar 7 formation, can in last pilot tunnel 8, pour into a mould top longeron 2; Cast skirt piles top longeron 19 in side hole 18.Later step is with embodiment one, but also needs to cut the side pilot tunnel 18 on the skirt piles during hole of pilot tunnel 8 on cutting.
Embodiment three
Figure 11 represents to utilize the inventive method to build another embodiment of underground building.In this embodiment, pilot tunnel be can not make down, but directly side column hole and center pillar beaten downwards from the face of land, reaming at the bottom of the hole in center pillar hole, the expanded bore pile pier chamber of formation center pillar, embodiment equally pours into a mould as described above then, forms the center pillar of band expanded bore pile pier.Promptly expanded bore pile pier has in the present embodiment replaced bottom girder, and remaining step is identical with first embodiment.
For describing the inventive method above-mentioned three embodiment that give an example, but these embodiment only are used to further specify the details and the effect thereof of the inventive method, method of the present invention are not construed as limiting.On the basis of the inventive method, those of ordinary skills all can adopt method of the present invention to apply the underground construction of multilayer multispan, especially the inventive method is not limited only to be used for applying the subway station, this method can be used to apply underground shopping centre, the underground structrue engineering of Dungeon or other function equally.In addition, when adopting method of the present invention to construct, can adopt the bottom construction.This conversion is that those of ordinary skills need not all achievable general construction sequence setting of creative work, and this conversion surely belongs within the inventive method scope.
After may missing before the page or leaf row may miss
Claims 1 20 underground constructions first underground construction first
Layer excavates under the excavation course down
The shoulder shape junction shape of fanning is beaten in 2 22 junctions
The hole installing hole is installed
Manual 42 underground constructions first underground construction first
Layer excavates under the excavation course down
The shoulder shape junction shape of fanning is beaten in 4 19 junctions
The hole installing hole is installed
7 16 finish in above-mentioned boring intact in above-mentioned porous
Behind the one-tenth ... behind the one-tenth
Claims (13)
1, a kind of method of building the large-scale underground space comprises:
A, along underground construction run through the following pilot tunnel of its total length longitudinally to its bottom excavation, push ahead pilot tunnel down partly carried out temporary lining along with excavation, in the completed pilot tunnel down of temporary lining, apply the bottom girder of underground construction;
B, along the both sides of underground construction cross section and with the excavation boring of above-mentioned bottom girder corresponding section, this boring is perpendicular to bottom girder, along the vertical alternate setting of underground construction, thus then in each described boring fluid concrete form to be located in the center pillar on the bottom girder and the retaining wall skirt piles of underground construction;
C, run through the last pilot tunnel of its total length longitudinally to its top excavation,, last pilot tunnel partly carried out temporary lining along with excavation is pushed ahead along underground construction, have temporary lining on apply the top longeron of underground construction in the pilot tunnel;
D, beat the advance pipe canopy in the level land between last pilot tunnel mutually with last pilot tunnel, pre-consolidation grouting is carried out on the stratum, excavation is gone up the part between the pilot tunnel then, thereby and split the part of digging out carry out temporary lining form in the hole;
E, at last pilot tunnel away from middle hole side to beating vertical advance pipe canopy between the retaining wall skirt piles, pre-consolidation grouting is carried out on the stratum, excavate the Guan Peng lower part then and split the part of digging out and carry out temporary lining, thereby form the side hole, cut the temporary lining of pilot tunnel then;
F, hole and side hole are excavated to underground construction first floor height downwards from described, to advancing lining cutting and base plate is annotated in the shop in formed space;
G, in the following second layer of excavation underground construction of formed underground construction first floor, after the temporary lining that cuts pilot tunnel down, the second layer is carried out lining cutting and base plate is annotated in the shop.
2, the method for claim 1 is characterized in that, underground construction upper strata vault should be greater than 1/2nd of footpath, excavation hole apart from the distance on the face of land.
3, the method for claim 1 is characterized in that, the top of described last pilot tunnel and following pilot tunnel is an arch, and its cross section is greater than the space that applies and hold top, bottom girder.
As claim 1 or 3 described methods, it is characterized in that 4, excavation boring is carried out from the face of land downwards.
5, as claim 1 or 3 described methods, it is characterized in that, excavation down behind the pilot tunnel promptly excavation go up pilot tunnel, go up in the pilot tunnel downwards excavation from each then and hole.
6, the method for claim 1 is characterized in that, with excavation skirt piles hole and center pillar hole, and reaming at the bottom of the center pillar hole, fluid concrete in described hole, the center pillar that forms skirt piles and band reaming pile pier replaces wherein a, b step.
7, method as claimed in claim 1 or 2 is characterized in that, retaining wall skirt piles spacing is 1 meter.
As claim 1 or 6 described methods, it is characterized in that 8, the slurries of strengthening stratum are the mixture of water glass and cement or the mixture of water glass and NaOH.
9, the method for claim 1 is characterized in that, described temporary lining is to lay earlier cage of reinforcement pneumatically placed concrete and forming then.
10, the method for claim 1 is characterized in that, described horizontal drawknot device sets up i iron or channel-section steel between the longeron of top, and its two ends and top longeron are connected.
11, the method for claim 1 is characterized in that, after the side hole forms, beats scallop hole installation grouted anchor bar in its temporary lining with protecting type skirt piles junction, and carries out grouting and reinforcing.
As claim 1 or 6 described methods, it is characterized in that 12, center pillar is a steel tube concrete pile.
13, the method for claim 1, it is characterized in that, the transverse width of the underground construction of building along desire in hole and the side hole from described excavates downwards, and along with excavation is provided with cross binding, until the end of this project layer base plate place, pour into a mould this base plate then, and upwards pour into a mould the base plate of sidewall and middle each layer, replace wherein f, g step with this along this base plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 91103214 CN1021986C (en) | 1991-05-25 | 1991-05-25 | Construction of large underground space |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 91103214 CN1021986C (en) | 1991-05-25 | 1991-05-25 | Construction of large underground space |
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| CN1055214A true CN1055214A (en) | 1991-10-09 |
| CN1021986C CN1021986C (en) | 1993-09-01 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN 91103214 Expired - Fee Related CN1021986C (en) | 1991-05-25 | 1991-05-25 | Construction of large underground space |
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1991
- 1991-05-25 CN CN 91103214 patent/CN1021986C/en not_active Expired - Fee Related
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|---|---|
| CN1021986C (en) | 1993-09-01 |
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