WO2000060214A1 - Verfahren und vorrichtung zum bestimmen eines früheren spannungszustands im tunnelbau - Google Patents
Verfahren und vorrichtung zum bestimmen eines früheren spannungszustands im tunnelbau Download PDFInfo
- Publication number
- WO2000060214A1 WO2000060214A1 PCT/DE2000/000893 DE0000893W WO0060214A1 WO 2000060214 A1 WO2000060214 A1 WO 2000060214A1 DE 0000893 W DE0000893 W DE 0000893W WO 0060214 A1 WO0060214 A1 WO 0060214A1
- Authority
- WO
- WIPO (PCT)
- Prior art keywords
- support
- tunnel
- mountain
- state
- determining
- Prior art date
Links
- 238000000034 method Methods 0.000 title claims abstract description 43
- 230000005641 tunneling Effects 0.000 title abstract 2
- 239000002689 soil Substances 0.000 claims abstract description 6
- 239000000463 material Substances 0.000 claims description 51
- 238000010276 construction Methods 0.000 claims description 30
- 230000008859 change Effects 0.000 claims description 9
- 238000001514 detection method Methods 0.000 claims description 9
- 239000011435 rock Substances 0.000 claims description 6
- 238000009412 basement excavation Methods 0.000 claims description 2
- 239000012530 fluid Substances 0.000 claims description 2
- 239000004567 concrete Substances 0.000 description 12
- 238000010586 diagram Methods 0.000 description 6
- 230000006835 compression Effects 0.000 description 5
- 238000007906 compression Methods 0.000 description 5
- 230000015572 biosynthetic process Effects 0.000 description 4
- 230000001419 dependent effect Effects 0.000 description 4
- 238000005755 formation reaction Methods 0.000 description 4
- 230000007423 decrease Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 230000036961 partial effect Effects 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- 230000007246 mechanism Effects 0.000 description 2
- 238000013138 pruning Methods 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 241000282320 Panthera leo Species 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000003213 activating effect Effects 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 230000033228 biological regulation Effects 0.000 description 1
- 239000004566 building material Substances 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 230000000052 comparative effect Effects 0.000 description 1
- 230000001276 controlling effect Effects 0.000 description 1
- 238000011157 data evaluation Methods 0.000 description 1
- 230000003247 decreasing effect Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000013213 extrapolation Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 230000002427 irreversible effect Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000003754 machining Methods 0.000 description 1
- 238000012067 mathematical method Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000002829 reductive effect Effects 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 230000036962 time dependent Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21C—MINING OR QUARRYING
- E21C39/00—Devices for testing in situ the hardness or other properties of minerals, e.g. for giving information as to the selection of suitable mining tools
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
- E21F17/185—Rock-pressure control devices with or without alarm devices; Alarm devices in case of roof subsidence
Definitions
- the invention relates to a method and a device for determining an earlier voltage state, parts of the mountain characteristic, for tunnel construction, a measuring device for tunnel construction and a system for tunnel construction according to the preambles of the independent claims.
- FIG. 1 schematically shows a section through a floor in which a tunnel (indicated by dashed lines through 104) is to be built in the future.
- 101 is the terrain surface
- 102 is a flat part of the terrain
- 103 is a mountainous one.
- the x and y coordinates are selected so that they run horizontally across the longitudinal direction of the tunnel or vertically.
- Arrows 105 indicate tensions or forces that can arise under the terrain surface 101. At 101 they are zero. They increase in depth (negative y direction) and can also run differently depending on terrain formations, rock formations and the like.
- FIG. 2 shows conditions as they arise when a tunnel 200 is built.
- a fuse 201 is usually present, for example made of concrete.
- the fuse 201 i will generally not be strong enough to cover the to fully absorb the load above it. Rather, it has the function of counteracting the pressing material to the extent that vaults 204 (not physically present, but only indicated schematically) are formed there, which in turn guide the forces above them outside the tunnel 200.
- the tunnel construction results in a change in the originally existing state of tension such that tensions which were originally passed on in the area of the now existing tunnel, in particular in the vicinity 202 of the tunnel, are conducted past it.
- the fuse 201 itself holds part of the load, but also has the function of activating the supporting forces of the surrounding material, so that (fictitious) vaults 204 are formed which divert the forces or tensions.
- 203 in Fig. 2 denotes an arrow in the radial direction. It is pointed out in this connection that caverns or tunnels with a circular cross section are not necessarily considered.
- the cross section can also be different, for example oval, egg-shaped, angular or the like.
- 301 denotes mechanical supports that support a fuse 201 that may not yet have hardened.
- 300 is the working face from which the tunnel is guided in the direction of advance z. Vault formations also arise here
- the vaults 302, 303 find their "supports” in the undisturbed floor (right) or in the case of a young safety device in the supports 301 (302 left) or in the hardened safety device (303 left).
- three-dimensional "vaults” result, by means of which loads are guided past the side of the tunnel or the fuse 201.
- Such "vaults" 204, 302, 303 occur even with slight deformations or strains due to the building activity. The same considerations apply to vaulting (not shown) for catching (not shown) horizontal loads.
- Fig. 4 generally shows a material characteristic curve as idealized for the floor in which the tunnel is to be built.
- the absorbable stress S on the ordinate 402 is shown above the elongation e on the abscissa 401.
- the material initially has an elastic region 411, with which with increasing elongation e (with pressure load: compression) ) the tension S transmitted through the material also increases. As a rule, this range is on the order of e ⁇ 1%.
- a plastic region 412 follows in the case of stronger expansions / compressions e.
- the transmitted voltage remains approximately constant. The material begins to dodge, it flows. The process is usually irreversible.
- FIG. 4 shows voltage profiles as they can result from a tunnel 200. Tangential components (504, 505, i.e. vertical in FIG. 2) and radial components (503, thus horizontal in FIG. 2) are shown in the ground above the distance x from the tunnel wall. In this context it is pointed out that the direction "tangential" and "radial” depend on the position at the tunnel circumference.
- the 3 o'clock position shown is tangentially vertical and radially horizontal, whereas a 12 o'clock position would be tangentially horizontal and radially vertical.
- the radial stress component on the tunnel wall (503 on the far left) is zero if there is no expansion resistance and otherwise corresponds to the expansion resistance. Starting from this value, it strives towards the steady, undisturbed state in the direction away from the tunnel.
- 505 shows the case in which the stress distributions are such that the floor is only loaded in the elastic region (region 411) in FIG. 4. The tangential tension then has its maximum value on the tunnel wall (since the loads directly above the tunnel are passed through this area).
- the tangential component decreases with increasing distance x from the tunnel 200 to the steady, undisturbed state.
- 504 shows the course in the event that the floor load is so high that the plastic region 412 of the material is used. It doesn't fail here yet.
- a still plastic material area due to the tangential tension passed through the material
- the elastic area is present in the area 504a.
- curve 601 shows a mountain characteristic.
- the necessary expansion resistance SA is shown above the elongation e.
- the expansion resistance is the voltage or force that is taken over by a fuse introduced during construction in order to keep the tunnel once dug at the specified extension e.
- the elongation e in tunnel construction ultimately means a narrowing of the diameter of the dug tunnel. A large stretch would correspond to a tunnel diameter that has become comparatively small.
- the zero extension corresponds to the undisturbed state, the so-called primary voltage state SO, as would be found, for example, in FIG. 1 at 104 or in FIG. 5 with large x values.
- this case will not be encountered, since starting from the face 300 in Fig. 3, one can only advance in the area that has already undergone changes (e.g. arch formation 302, 303) due to the previous activities. This corresponds to the area 304 m.
- FIG. 3 m direction of advance in front of the face 300.
- a slight deformation, the so-called pre-deformation has already taken place here.
- Fig. 6 it is represented by ev on the ordinate.
- an expansion resistance SA would be necessary, which has already decreased slightly compared to the primary stress state SO, the difference was taken over by a stress redistribution (e.g. virtual vaults 204, 302, 303).
- a stress redistribution e.g. virtual vaults 204, 302, 303.
- the expansion resistance SA initially decreases steadily, since an increasing proportion of the load is taken over by this stress redistribution.
- the plastic area 412 of material 202 may get around the tunnel. Then no further forces can be absorbed and the curve flattens out. If the strains exceed the working capacity of the mountains, it breaks brittle. The behavior is analytically unpredictable.
- a mountain curve is specific for a specific position z in the tunnel (and also for a specific position along the circumference of the tunnel).
- Fig. 14 shows the third axis, the z-axis (in perspective), so that along the z-axis, other mountain characteristics that apply to the respective z-position can be plotted.
- the result is a family of curves or a three-dimensional relief.
- the fuse 201 is installed to activate the holding forces of the mountains. Basically, it is desirable to save time, money and material. This known requirement leads to a construction in which the supporting forces in the surrounding material itself are to be used as much as possible in order to be able to install a correspondingly weaker fuse 201.
- Curve 602 in FIG. 6 shows a characteristic curve similar to that from FIG. 4. It represents an example of the behavior of the material of the fuse, with the hardened state being assumed here. Curve 602 is somewhat opposite to curve 601, since with stable conditions those forces that cannot be taken over by the surrounding material (curve 601) have to be taken over by the securing means (curve 602).
- the curve begins with an expansion of the material surrounding the tunnel of approximately ev, because the material is not accessible at an earlier point in time (even smaller expansion) and, consequently, the fuse cannot be installed.
- the two curves intersect at point 603. A stable equilibrium was established here with the material parameters shown.
- the fuse 201 For the construction of the fuse 201, it is fundamentally desirable, as long as surface settlements can be disregarded, to hit the lowest possible area of the mountain curve 601, for example around 605, since then there are still reserves in the load-bearing capacity of the surrounding material (down to it to point 606) and on the other hand, the fuse itself still has power reserves.
- mountain characteristic 601 is at best known qualitatively. Often, however, the voltage state SO and the slope of the Curve 601 can only be estimated. In order to prevent the tunnel from collapsing, worst-case considerations must be assumed, so that high safety reserves are often assumed and unnecessarily powerful safeguards are installed.
- FIG. 7 shows a typical time-dependent behavior of concrete used in tunnel construction, as can be used, for example, to build the fuse.
- the recordable voltage SS is shown over time t.
- the concrete is liquid, but reaches a basic strength by the time t1, which is already suitable for absorbing certain forces, and which in particular ensures that the concrete remains in place.
- the time tl is in the range from seconds to minutes. After the time tl there follows a rest time tl to t2, n the dielectric strength remains more or less constant. It can be hours. The provisional final curing then takes place up to time t3. Typical values for t3 since installation are 12 to 24 hours.
- FIG. 8 shows schematically a tunnel construction method known from DE 196 50 330.2 by the same applicant, in which the invention can be applied.
- the fuse 201 is produced here in advance.
- a machine 800 is provided which preferably runs around the tunnel circumference in a closed manner and slits in the direction of movement in the front and presses concrete into the dug slot at the rear. The operation of the machine is controlled or regulated by suitable control mechanisms.
- the fuse 201 After the fuse 201 has been inserted, the material is excavated and removed from the face 300. The fuse 201 which has just been exposed is then supported by connecting piece 301 until it has reached its final strength.
- the machine 800 can rotate around the circumference of the tunnel as shown in diagrams b to e.
- NEN circular rings are generated.
- inclined, closed circular rings can be produced, which lead to an inclined face 300 which is less likely to collapse.
- a helix can be followed, the pitch m of which corresponds approximately to the machining width ( ⁇ z) of the machine 800.
- an inclined helix can be adjusted so that there is a continuous operation with an inclined face.
- the sockets 301 are carried along with the progress of the building.
- the object of the invention is to provide methods and devices with which material parameters are more precise at the construction site than can be determined so far and thus allow adapted construction measures.
- a method and a device for determining an earlier voltage state are specified.
- This is understood to mean a state of tension that is as undisturbed by construction measures as possible.
- it can be the voltage stress state SO, as indicated in FIG. 1 in the area of the tunnel 104 to be built in the future.
- a reference determined or determinable in its radial position is introduced as early as possible and in particular in advance. After opening a tee, a support is inserted, based on its size and / or support force, the previous state of tension can be deduced.
- a method and a device are specified with which material parameters or partial courses of the mountain characteristic can be determined. For example, elasticity modules and thus slopes of the mountain characteristic can be determined. If the previous voltage state / primary voltage state was determined beforehand as above, the mountain characteristic curve can be determined more precisely than before. The determination is made by allowing deformations (as a rule shrinkage of the tunnel diameter) at these connections at a certain point, in particular m areas close behind the working face, in which there are variable connections. The deformations and / or the support forces or their change can be measured. The desired parameters and partial courses can be determined with reference to one or more measured values.
- a tunnel construction method and a system for this are specified, with which the parameters can be determined as described above, these parameters then being used for the design / dimensioning / parameterization of a fuse.
- the determined environmental parameters can also be used to control variable nozzles.
- the nozzles can be controlled force-controlled or path-controlled.
- a measuring device is specified with which loads and dimensions can be detected simultaneously. It is preferably a support which is initially attached, in particular immediately after opening a tee, preferably in such a way that the young safety device is supported. Support forces and / or dimensions of the support can be measured directly or indirectly.
- fuse is understood to mean permanent installations which are particularly pressure-resistant. As a rule, it will be concrete linings. However, other materials with the same effect can also be used. In the earlier applications of the same applicant, the fuse was referred to as a "backing layer".
- support is understood to mean a temporarily introduced device which applies support forces in a more or less radially outward direction.
- stretching e is often understood to mean compressions. This applies in particular to the ground surrounding the tunnel in the immediate vicinity as well as to the material used for the securing. As the construction progresses as well as during the duration of the lions, the tunnel diameter will also generally decrease and converge towards a stationary final value.
- 2 and 3 are schematic representations of voltage profiles in the area of a built tunnel
- FIG. 9 shows a block diagram of a method according to the invention for determining an earlier voltage state
- FIG. 11 shows a block diagram in which several tunnel construction methods according to the invention are shown schematically in combination
- FIG. 9 schematically shows a method for determining an earlier voltage state SF, in particular the primary voltage state SO.
- a reference for a radial position is generated.
- the reference is preferably generated in advance (in the z direction in front of the working face 300).
- the reference can be absolute or relative. absolutely would mean that their absolute position should be set or measured and later determined using a coordinate system that was already in the tunnel, for example. Relative would mean that two or more references are attached, the position of which will be evaluated in the following.
- the inner surfaces 201a and 201b can serve as references, which are monitored and measured relative to one another. When the reference is introduced, this takes place absolutely or relatively comparatively precisely, so that there is a measure of a still comparatively undisturbed state (possibly pre-deformation ev in FIG. 6).
- step 902 substantial excavation of material from the area of the future tunnel takes place.
- material is then excavated in the + z direction starting from the face 300 by suitable equipment (not shown), for example tunnel excavators.
- suitable equipment not shown
- strains e material compression in the young fuse 201, shrinking of the tunnel diameter
- step 903 which preferably takes place as soon as possible after step 902, a support 301 is brought as close as possible to the face.
- the support 301 is designed so that it can determine dimensions and / or support forces. In particular, it can determine its own dimensions and thus indirectly the locations of the references.
- step 904 support force F and dimension parameters, symbolized by the elongation e, are preferably combined certainly.
- the earlier stress state in particular the primary stress state, can be determined from the variables which have become known in this way. Here, for example, the following roughly outlined considerations can be assumed.
- the load FO stored above the tunnel (corresponding to the primary stress state SO) is absorbed by a combination of strain-dependent load take-up by the surrounding material F Ber g (e) (corresponding to vaults 204, 302, 303), and also the strain-dependent force by the support F support (s) and, if a fuse already exists, the force already taken over by the fuse
- F0 F Be rg (s) + F SlC ago ( ⁇ ) + F st UETZE ( ⁇ ).
- Fs tu ze (e) can be measured. The following can be determined comparatively precisely from the measured deformation and the known material parameters of the material of the fuse (see, for example, FIG. 7). In contrast, F0 and F Berg (e) are unknown a priori. If, however, an early determination of pruning forces and strains takes place (that is, when the strains are still small), F Berg (e) can be estimated with sufficient certainty. If, for example, due to the peculiarities of the construction process, the pre-deformation may be zero or very small (for example ⁇ 5%), the support force F Berg (e) that has already been taken over from the surrounding area can be set as a flat rate or neglected, ie estimated at 0. F0 or SO can then be determined. The pruning force F Ber g (e), which has already been taken over from the surrounding terrain, is estimated with reference to the values determined in step 904.
- step 905. the fact is exploited that, when the strains are still small, the the supporting force taken over the area can be estimated with sufficient accuracy. With larger strains this is no longer possible.
- pairs of values can be determined from changes in the supporting force and changes in the geometry of the tunnel. From this, parameters such as the modulus of elasticity of the surrounding soil can be determined.
- the determination of support force and geometry The change can be made with a suitably designed socket 301, which will be explained later. Determinable or predetermined changes in geometry or force can be permitted by changing the supports introduced. Resulting changes in force or geometry can be measured.
- the support force taken over from the surrounding terrain can then be determined again with reference to the formula given above, so that further absolute values result for the definition of the rock curve.
- this can be done, for example, by first measuring a pair of values consisting of support force FI and dimension r1 in step 1001 on a support (for example, second from the right in FIG. 8). A certain deformation in the radial direction is then permitted in step 1002. In step 1003, a pair of values is then determined from the new support force F2 and the new dimension r2. Values such as strain e, strain change ⁇ e, force change ⁇ F and modulus of elasticity E can be determined from the values obtained in this way.
- the modulus of elasticity E of the mountains can generally no longer be released in closed form, but can be determined, for example, by "adjusting" using comparative calculations. Finite element methods can be used.
- step 1005 the supporting force taken over from the surrounding terrain can be determined qualitatively using the above-mentioned formula.
- step 1005 the supporting force taken over from the surrounding terrain can be determined qualitatively using the above-mentioned formula.
- step 1005 the supporting force taken over from the surrounding terrain can be determined qualitatively using the above-mentioned formula.
- step 1005 shows schematically in combination several tunnel construction methods according to the invention.
- step 1101 variables are determined as described with reference to FIGS. 9 or 10.
- the data obtained in this way can be used in various ways:
- the dimensioning of the fuse 201 to be installed in the future takes place.
- the dimensioning can include material parameters for the material of the fuse 201 (for example mixing ratios, final strengths, ...), strength of the fuse (in the r direction), etc.
- material parameters for the material of the fuse 201 for example mixing ratios, final strengths, ...), strength of the fuse (in the r direction), etc.
- the considerations that were explained with reference to FIG. 6 can be used.
- the advantage over the prior art is that the mountain characteristic can be estimated more precisely and therefore more adapted parameters can be selected. Since an earlier state of stress for an area close to the face and a mountain characteristic for an area cannot be determined too far behind the face, data are helpful for dimensioning areas in front of the face.
- variable supports can be controlled by force or displacement.
- this enables an adjusted elongation value e for the hardened fuse 201 to be approached.
- the behavior of the material of the support layer is known from diagrams corresponding to FIG. 7, in particular its load-bearing capacity for the hardened state. It can then be assessed at which elongation e (FIG. 6) a balance is established between the expansion resistance required by the surrounding terrain and the expansion resistance actually available from the fuse. This point can be approached so that a balance that is well adapted to the actual circumstances is established.
- FIG. 14 schematically shows a map of mountain characteristics as can result from continued use of the methods described above.
- Various mountain characteristics are shown with the z coordinate as a parameter, zo is the location of the current face.
- the previous voltage state or primary voltage state 1401 could be determined for this.
- Several points of the mountain characteristic curve could already be determined for locations lying behind, so that increasingly more complete characteristic curves result.
- the curves 1402 to 1406 increasingly consist of two to six measuring points and therefore provide increasingly more complete characteristic curves.
- Curve 1407 corresponds to a representation of the previous voltage state or phase voltage state as a function of the z coordinate.
- zz is the location of a backup to be built in the future.
- curve 1407 can be extrapolated in the z direction (1st derivative constant).
- An intersection 1409 results for the location zz of the future fuse. It can be taken as a treasure value for the primary voltage state prevailing there.
- a further safety surcharge 1410 can also take place, so that a treasure value 1411 results for the primary voltage state. This is closed Dimensioning of the parameters of the fuse can be used. In the later course it can be found, for example, that it was not the treasure value 1411 that was correct, but the value 1412 that was actually measured later.
- Mountain characteristic curves are determined in the diagram in FIG. 14, which tend to be updated the further the location lies behind the working face.
- the already existing values of the mountain characteristic can always be appropriately extrapolated in order to be able to make further determinations on the basis of these extrapolated mountain characteristics, for example for controlling the nozzle at the respective location. This is indicated as an example by the dashed curve 1402a.
- the extrapolated curves can be adapted to the actual conditions by means of measured values obtained later.
- Fig. 12 shows an example of a measuring device for tunnel construction.
- 12a schematically shows a measuring device designed as a ring support in the installed state.
- the ring support has struts 1201, some or all of which can be variable in length, for example hydraulically.
- the struts act on contact plates 1202, which are flat and can be profiled according to the tunnel contour.
- the struts 1201 are preferably articulated to the abutment plates 1202 and to adjacent struts.
- 12b schematically shows a strut 1201d between two contact plates 1202c and 1202d.
- the strut has a hydraulic cylinder 1204 and a hydraulic like piston 1203.
- the hydraulic cylinder receives pressurized hydraulic fluid via line 1205, which is fed by a hydraulic source 1206.
- a sensor system 1210 is provided on the strut.
- the sensors can measure the length of the struts or changes in length and forward the corresponding data.
- a position sensor system 1212 can also be provided in order to be able to determine (vector) the position of the strut and thus the direction of action of the forces generated by it. Force detection is also planned. For example, strain gauges or load cells can be used.
- the force can also be determined from the prevailing hydraulic pressure. 1211 identifies the force detection device, 1210 the dimension detection device and 1212 the position detection device.
- Said detection devices can be provided on several or all struts 1201. By vectorial consideration of the prevailing forces, comparatively precise values for the radially applied support forces can be determined. In addition, forces can be determined in several directions.
- a data evaluation or processing device can be provided for a support which generates processed data from the data of the individual sensors and sensors.
- a tunnel building system has the support 301 designed as a measuring device, which has several sets of sensors 1210 to 1212 for dimension, force and position. The system can have several of the nozzles shown.
- a regulation or control 1300 receives the measured values. It can receive further measured values.
- a determination device 1301 determines an earlier stress state, in particular the primary stress state and / or material parameters or partial courses or courses of the mountain characteristic.
- a determination device 1302 uses this to determine parameters of the support layer to be formed in the future and controls the machine 800 accordingly or outputs the parameters to be set so that they are entered otherwise. can be put.
- a second determination device 1303 determines changes to be made in one or more supports 301 and either outputs them and controls the changes itself.
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
Claims
Priority Applications (4)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
AU43909/00A AU4390900A (en) | 1999-04-01 | 2000-03-23 | Method and device for determining a previous state of stress for tunneling |
JP2000609686A JP2002541365A (ja) | 1999-04-01 | 2000-03-23 | トンネル建設のための、岩盤特性曲線の一部の初めの応力状態を決定するための方法および装置、トンネル建設用測定装置、トンネル建設用システム |
EP00925051A EP1175551A1 (de) | 1999-04-01 | 2000-03-23 | Verfahren und vorrichtung zum bestimmen eines früheren spannungszustands im tunnelbau |
CA002369020A CA2369020A1 (en) | 1999-04-01 | 2000-03-23 | Method and device for determining a previous state of stress for tunneling |
Applications Claiming Priority (2)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
DE19914973.9 | 1999-04-01 | ||
DE1999114973 DE19914973A1 (de) | 1999-04-01 | 1999-04-01 | Verfahren und Vorrichtung zum Bestimmen eines früheren Spannungszustands, von Teilen der Gebirgskennlinie, zum Tunnelbau, Meßvorrichtung für den Tunnelbau, System für den Tunnelbau |
Publications (1)
Publication Number | Publication Date |
---|---|
WO2000060214A1 true WO2000060214A1 (de) | 2000-10-12 |
Family
ID=7903327
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
PCT/DE2000/000893 WO2000060214A1 (de) | 1999-04-01 | 2000-03-23 | Verfahren und vorrichtung zum bestimmen eines früheren spannungszustands im tunnelbau |
Country Status (7)
Country | Link |
---|---|
EP (1) | EP1175551A1 (de) |
JP (1) | JP2002541365A (de) |
CN (1) | CN1357078A (de) |
AU (1) | AU4390900A (de) |
CA (1) | CA2369020A1 (de) |
DE (1) | DE19914973A1 (de) |
WO (1) | WO2000060214A1 (de) |
Families Citing this family (7)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE10040777A1 (de) | 2000-08-21 | 2002-03-07 | Tachus Gmbh | Verfahren und Maschine für den Tunnelbau, Schalelement und Schalsystem |
FI123638B (fi) * | 2007-04-20 | 2013-08-30 | Sandvik Mining & Constr Oy | Menetelmä porauskaavion suuntaamiseksi kaarevissa tunneleissa, kallionporauslaite sekä ohjelmistotuote |
JP5181272B2 (ja) * | 2007-11-05 | 2013-04-10 | 清水建設株式会社 | トンネル安定性の評価方法及びそのプログラム |
CN101246217B (zh) * | 2008-03-17 | 2010-06-02 | 陈洪凯 | 危岩体崩塌灾害预警仪及其预警方法 |
JP5738081B2 (ja) * | 2011-06-10 | 2015-06-17 | 鹿島建設株式会社 | トンネル最適支保工選定装置及びトンネル最適支保工選定プログラム |
CN105241510B (zh) * | 2015-11-11 | 2017-11-14 | 青岛理工大学 | 隧道围岩预应力加固锚杆长度及径向预应力值的测定方法 |
JP7548498B2 (ja) | 2020-06-22 | 2024-09-10 | 株式会社フジタ | 初期応力測定方法 |
Citations (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
FR2706943A1 (en) * | 1993-06-22 | 1994-12-30 | Geodesign Sa | Method for recognising the advance of the cutting front of a tunnel being excavated and means for implementing the method |
EP0697604A1 (de) * | 1994-08-03 | 1996-02-21 | F C B | Verfahren und System zur Bodenerkennung vor einer Baggermaschine |
DE19650330A1 (de) * | 1996-08-16 | 1998-02-19 | Johannes Junior | Verfahren und Vorrichtung im Tunnelbau |
US5824912A (en) * | 1995-06-08 | 1998-10-20 | Jennmar Corporation | Method of roof control in an underground mine |
DE19859821A1 (de) * | 1998-12-23 | 1999-11-18 | Tachus Gmbh | Verfahren und Vorrichtung für den Tunnelbau |
-
1999
- 1999-04-01 DE DE1999114973 patent/DE19914973A1/de not_active Withdrawn
-
2000
- 2000-03-23 CN CN 00808122 patent/CN1357078A/zh active Pending
- 2000-03-23 JP JP2000609686A patent/JP2002541365A/ja not_active Withdrawn
- 2000-03-23 CA CA002369020A patent/CA2369020A1/en not_active Abandoned
- 2000-03-23 WO PCT/DE2000/000893 patent/WO2000060214A1/de not_active Application Discontinuation
- 2000-03-23 EP EP00925051A patent/EP1175551A1/de not_active Withdrawn
- 2000-03-23 AU AU43909/00A patent/AU4390900A/en not_active Abandoned
Patent Citations (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
FR2706943A1 (en) * | 1993-06-22 | 1994-12-30 | Geodesign Sa | Method for recognising the advance of the cutting front of a tunnel being excavated and means for implementing the method |
EP0697604A1 (de) * | 1994-08-03 | 1996-02-21 | F C B | Verfahren und System zur Bodenerkennung vor einer Baggermaschine |
US5824912A (en) * | 1995-06-08 | 1998-10-20 | Jennmar Corporation | Method of roof control in an underground mine |
DE19650330A1 (de) * | 1996-08-16 | 1998-02-19 | Johannes Junior | Verfahren und Vorrichtung im Tunnelbau |
DE19859821A1 (de) * | 1998-12-23 | 1999-11-18 | Tachus Gmbh | Verfahren und Vorrichtung für den Tunnelbau |
Also Published As
Publication number | Publication date |
---|---|
AU4390900A (en) | 2000-10-23 |
EP1175551A1 (de) | 2002-01-30 |
CN1357078A (zh) | 2002-07-03 |
JP2002541365A (ja) | 2002-12-03 |
DE19914973A1 (de) | 1999-11-18 |
CA2369020A1 (en) | 2000-10-12 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
DE69700280T2 (de) | Verfahren zum Erhöhen der Belastbarkeit eines Fundamentsbodens für Bauwerke | |
EP3728743B1 (de) | Polygonales spriesssystem mit knotenpunkten zur aussteifung von baugruben | |
EP0353309A1 (de) | Verfahren zum bau eines lochs | |
DE2434200C3 (de) | Verfahren zur Herstellung von unterirdischen Hohlräumen | |
WO2000060214A1 (de) | Verfahren und vorrichtung zum bestimmen eines früheren spannungszustands im tunnelbau | |
WO2019029973A1 (de) | Offshore bauwerk | |
DE102011105061B4 (de) | Einbetonierbare, verschieblich ausgebildete Kopfkonstuktion zur Verankerung von Zugelementen an zyklisch beanspruchten Bauteilen | |
DE102010005967A1 (de) | Inklinometer und Verfahren zur Überwachung von Bodenbewegungen insbesondere infolge hydraulischen Grundbruchs | |
DE102017121037A1 (de) | Verfahren zur Tragfähigkeitsverbesserung von im Baugrund gesetzten Profilen sowie Profil dafür | |
CH712908A2 (de) | Messsignalauswertungsverfahren für ein Rohrvortriebsverfahren. | |
DE102011085540B3 (de) | Vorrichtung und Verfahren zum Verschließen von Bohrlochmündungen sowie Verwendung der Vorrichtung | |
DE102014101914B3 (de) | Schlauch aus geotextilem Material und Verfahren zur Stabilisierung des Untergrundes und Verfahren zum Einbringen eines Verpressankers | |
DE4224042A1 (de) | Verfahren und Vorrichtung zur Pfahlgründung | |
DE4402862C2 (de) | Vorrichtung und Verfahren für die Druckprüfung von Talsperrendämmen mit Kerndichtung | |
Grunicke et al. | Pre‐stressed tunnel lining–pushing traditional concepts to new frontiers/Neue Grenzen für passiv vorgespannte Druckstollenauskleidungen | |
DE102006060643A1 (de) | Verfahren und Anordnung zum Einbringen von langgestreckten Profilen in einen Baugrund | |
Hofmann et al. | Rockfall embankments: construction and design | |
EP0350454A2 (de) | Verfahren zum Herstellen eines im Erdreich verankerbaren Zugorganes | |
CH657651A5 (en) | Method and arrangement for constructing a retaining wall having external slabs | |
DE3545084A1 (de) | Tunnelbauverfahren | |
EP0812978B1 (de) | Schildvortriebsmaschine | |
Innerhofer et al. | Pressure shafts of hydro power plants–Bridging a single fissure in the rock mass | |
EP0046818B1 (de) | Drucknachgiebige Spannverbindung sich überlappender und ineinanderliegender Ausbauprofilsegmente des Streckenausbaus im Berg- und Tunnelbau | |
DE102021116487B3 (de) | Geotextilummantelte Flüssigbodensäulen | |
CH715137A2 (de) | Verfahren und Vorrichtung zum Ausbau von Hohlräumen unter Tage. |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
WWE | Wipo information: entry into national phase |
Ref document number: 00808122.0 Country of ref document: CN |
|
AK | Designated states |
Kind code of ref document: A1 Designated state(s): AE AL AM AT AU AZ BA BB BG BR BY CA CH CN CR CU CZ DK DM EE ES FI GB GD GE GH GM HR HU ID IL IN IS JP KE KG KP KR KZ LC LK LR LS LT LU LV MA MD MG MK MN MW MX NO NZ PL PT RO RU SD SE SG SI SK SL TJ TM TR TT TZ UA UG US UZ VN YU ZA ZW |
|
AL | Designated countries for regional patents |
Kind code of ref document: A1 Designated state(s): GH GM KE LS MW SD SL SZ TZ UG ZW AM AZ BY KG KZ MD RU TJ TM AT BE CH CY DE DK ES FI FR GB GR IE IT LU MC NL PT SE BF BJ CF CG CI CM GA GN GW ML MR NE SN TD TG |
|
121 | Ep: the epo has been informed by wipo that ep was designated in this application | ||
DFPE | Request for preliminary examination filed prior to expiration of 19th month from priority date (pct application filed before 20040101) | ||
ENP | Entry into the national phase |
Ref document number: 2000 609686 Country of ref document: JP Kind code of ref document: A |
|
ENP | Entry into the national phase |
Ref document number: 2369020 Country of ref document: CA Ref document number: 2369020 Country of ref document: CA Kind code of ref document: A |
|
WWE | Wipo information: entry into national phase |
Ref document number: 2000925051 Country of ref document: EP |
|
WWP | Wipo information: published in national office |
Ref document number: 2000925051 Country of ref document: EP |
|
WWE | Wipo information: entry into national phase |
Ref document number: 09958253 Country of ref document: US |
|
WWW | Wipo information: withdrawn in national office |
Ref document number: 2000925051 Country of ref document: EP |