JP2007211564A - Pneumatic caisson construction method - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a construction method capable of avoiding environmental influence such as property variation of ground, water quality variation and unstabilization of a structure generated by obstructing an underground water flow and grasping a reality of the situation by an investigation in a construction process of the underground structure. <P>SOLUTION: In a construction process of pneumatic caisson construction method, a reality of the situation and a property of underground water flow is investigated in a work chamber, the underground water flow is once separated via a ground section by an installation of a temporary well and an auxiliary facility, a waterway of the underground water flow is changed by installation of a permanent well and a water passage and then the temporary well is removed. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to a pneumatic caisson method in the construction field, and to a construction method in the case where a groundwater flow exists in the ground for constructing a structure.

  In recent construction work, the construction of large-scale underground structures has been increasing mainly in urban areas, and at the same time, the depth of these structures has been increasing. Has been.

  If a large underground structure or a continuous underground structure is built in the ground where the groundwater flows, the groundwater flow will be hindered, and an upstream dam will be formed due to a rise in the water level, and a water level drop will occur on the downstream side. .

  As a result, ground property change, water quality change, and structural instability are induced. Specifically, on the upstream side, (1) ground wetting, liquefaction strength decrease and board swelling, (2) existing structure Problems arise such as (3) leaking of basement of existing underground container structures, (4) retention and leaching of contaminated groundwater, and (5) root rot of plants. On the downstream side, (6) depletion of wells and springs, (7) land subsidence, consolidation promotion, subsidence and subsidence of existing structures, (8) movement and diffusion of contaminated groundwater, and (9) The impact on the surrounding environment becomes a problem due to the withering of trees.

  Here, when considering the water cycle in the natural system, the meaning of the groundwater environment is important, and groundwater is positioned as the foundation of the water cycle on the global environment, so the soundness of the groundwater directly leads to the soundness of the water cycle. . In other words, it is difficult to maintain the soundness of groundwater due to the inhibition of groundwater flow by large-scale underground structures in recent years.

  In addition, among the groundwater, there is a ground that forms a groundwater channel with a large amount of flowing water, represented by the “water diameter” where groundwater flow is outstanding, and is classified as groundwater flow. When an underground structure or the like is constructed on the ground where such a water diameter exists, naturally, the above-mentioned problems will appear prominently, and the influence will be enormous, including the range and period.

  Conventionally, investigations have been conducted on the quantity and quality of water, including the quantity of groundwater that can be collected, but there are few facts about investigation of the flow path of groundwater flow, especially the actual condition or properties of water diameter. is there.

  Therefore, in the case of constructing an underground structure for the ground where the existence of such water diameter is expected, the state of the ground is investigated in advance from the ground using techniques such as physical exploration and electrical exploration. However, there is a problem that the survey itself takes a considerable amount of time and the accuracy and reliability of the survey result is low.

  Specifically, as techniques for confirming the state of the groundwater flow, as described in Patent Documents 1 to 3, most of the techniques are used as prior survey means such as construction of underground structures, including techniques for simplifying the permeability test. However, there is no reliable construction method that can be used to investigate the actual state of the construction of the structure.

JP-A-8-86764 JP 2001-83261 A JP 2003-129882 A “Ground Survey Methods and Explanations”, Geotechnical Society of Japan, 2004, pages 377-393, pages 457-472

  Therefore, the present invention has been devised in view of the above-mentioned problems, and has an object to provide a construction method that enables investigation and an understanding of the actual situation in the construction process of underground structure construction, The above-mentioned problems (1) to (9) that induce ground property change, water quality change, and instability of the structure are solved.

  In order to achieve the above object and to solve the problems, the present invention is configured as follows.

  The pneumatic caisson method for avoiding the flow obstruction of the groundwater flow according to the present invention is to change the atmospheric pressure of the working chamber other than for the purpose of the pneumatic caisson by the automatic pressure adjustment function of the working chamber pressure required for the construction of the pneumatic caisson. In order to identify the flow path of the groundwater flow in the pneumatic caisson setting process and the flow section and the property investigation to identify the flow state without the flow, the flow path and the flow section and the flow state The pneumatic caisson is constructed so as to avoid the hindrance to the flow of the identified groundwater flow.

  In addition, in the stage of the construction process of the pneumatic caisson, the step of investigating the actual condition by the temperature measurement step of investigating the temperature distribution of the groundwater flow and the sample measurement step of analyzing the soil particles of the constituent ground, and And a step of investigating the property by an advection dispersion investigation step for analyzing the flow velocity from the advection dispersion or a temperature logging step for analyzing from the temperature recovery rate.

  Furthermore, the construction process of the pneumatic caisson includes the step of installing a temporary catchment well and a temporary condensate well with the pneumatic caisson sandwiched therebetween, and the temporary catchment well and the temporary condensate well connected by a temporary waterway. And a step of ground replacement at the predetermined depth landing stage of the pneumatic caisson through the ground replacement process that becomes the water layer of the main water passage and the filling concrete stage of the work room, At the stage of installing the main condensate well, or at the stage of installing the main drainage well and the main condensate well through the predetermined depth landing stage of the pneumatic caisson and the buried concrete stage of the work room, A step of penetrating a water pipe, the temporary drainage well, the temporary condensate well and the temporary drainage channel are removed, and the permanent drainage well and the permanent condensate well are separated by the permanent drainage channel. And having a step of Kirimawasu the downstream water.

  In addition, in the actual survey of the groundwater flow, the temperature distribution survey of the groundwater (groundwater flow) is measured with a thermotracer, and the temperature distribution measured by the thermotracer can be displayed in a three-dimensional display by the thermography. It is characterized by specifying.

  In addition, in the property investigation of the groundwater flow, the electrical resistance measurement is performed for the advection dispersion investigation of the groundwater (groundwater flow) by a survey excavation groove method, and the flow section and the flow state of the groundwater flow are obtained from the electrical resistance change obtained by the measurement. It is characterized by specifying.

  Further, in the property investigation of the groundwater flow, temperature measurement of the groundwater (groundwater flow) temperature log is measured by a drilling method for investigation, and the flow section and flow state of the groundwater flow are identified from the temperature recovery rate obtained by the measurement. It is characterized by.

  Further, the groundwater is obtained by connecting the temporary drainage well and the temporary condensate well, which are installed vertically through the groundwater flow across the pneumatic caisson that divides the groundwater, through the temporary waterway. It is characterized by cutting the flow.

  Further, the groundwater flow is cut off by connecting a permanent drainage well and a permanent condensate well installed near the pneumatic caisson after the pneumatic caisson has reached the ground, and the temporary drainage well, The temporary condensate well and the temporary waterway are removed.

  According to the present invention, since the underground water flow can be investigated at the current position in the construction process of building the underground structure, the uncertainty of information intervening in the investigation process can be eliminated, so that the information accuracy is improved, and the underground structure In order to make it possible to investigate groundwater flow as needed at any position and depth within the occupied volume of the water, increasing the accuracy of further information saves the time required for the investigation and ensures reliable groundwater flow. It is possible to avoid the flow hindrance, eliminate the change of ground property, change of water quality, and instability of the structure, and eliminate the influence on the surrounding environment.

  Hereinafter, the best mode for carrying out the present invention will be described with reference to the drawings, taking as an example the case where the groundwater flow in the ground where the underground structure is installed takes the form of the water diameter.

  First, FIG. 1 is a flowchart showing a construction method of a pneumatic caisson according to an embodiment of the present invention. As shown in FIG. 1, the pneumatic caisson method is selected as the construction method of the underground structure, and the pneumatic caisson laying construction (step S1) is started. Next, from the vicinity of the excavation depth corresponding to the groundwater level of the ground that reaches as the caisson is set up, a survey of the actual condition of the groundwater flow (step S2) is performed in order to confirm the position of the water diameter and the flow direction thereof. Here, temperature measurement (step S2a) and sample measurement (step S2b) are performed in order to perform temperature distribution investigation of groundwater (groundwater flow) and granular investigation of soil particles constituting the ground. Furthermore, if the actual condition of the water diameter is confirmed, the process proceeds to a groundwater flow property investigation (step S3) in order to grasp the details. Here, the advection dispersion investigation (step S3b) by the investigation excavation groove method or the temperature logging (step S3c) by the investigation drilling method is determined through selection of the investigation method (step S3a). At this time, when the result of one of the survey methods is unclear, it is naturally possible to use the other survey method together. These groundwater flow surveys and properties surveys (steps S2 to S3) are carried out at each depth in the required process of pneumatic caisson deposition, and the construction of the pneumatic caisson is repeated (step S1a), and the actual condition of the water diameter. And identify properties. Next, in the form of sandwiching the caisson between the upstream side and the downstream side of the water diameter, the temporary wells to be the temporary collecting wells and the temporary condensate wells in the ground up to a predetermined depth or more of caisson settling (step S4), Each temporary well is routed by a temporary water pipe through the ground (step S5). Next, the construction of the pneumatic caisson is resumed and the bottom is settled at a predetermined depth of caisson installation (step S6). Here, when it is determined that the water diameter scale is large, ground replacement (step S6a) in which a part of the caisson bottom ground is passed through is performed (step S6a), and the concrete is filled in the work chamber (step S7). Then, the main well is installed in the vicinity of the caisson in the form in which the caisson is sandwiched between the main collection well and the main condensate well (step S8). Alternatively, when it is determined that the water size is small, the work chamber is filled with embedded concrete (step S7), and the caisson is sandwiched between the main drainage well and the main condensate well. A main well is installed in the vicinity of (step S8), and a water pipe that connects the upstream side and the downstream side of the water diameter through the middle caisson is installed (step S8a). Finally, the temporary drainage well and the temporary condensate well are removed, and the water diameter cutting work is completed by causing the permanent drainage well, the permanent condensate well, the water flow layer, or the water pipe to function (step S9). Hereinafter, each process mentioned above is demonstrated in detail.

Step S1: Pneumatic caisson construction First, the caisson subsidence work is continued by the pneumatic caisson method until the presence of groundwater is confirmed. Here, since this step S1 depends on the conventionally known technique of the present applicant, detailed description and illustration are omitted.

Step S2: Groundwater flow fact-finding Next, as shown in FIG. 2, a fact-finding survey for confirming the position of the water diameter and the flow direction is performed.

Step S2a: Temperature measurement Specifically, the excavation ground 1c is photographed by a thermotracer 6a having an infrared temperature measurement function installed in the work room 4b at a predetermined depth of the ground 1b that needs to be investigated in accordance with the caisson 4a laying work. Then, the imaging result is transmitted to the measurement chamber 5a installed on the ground via the signal line 5b. Here, for a model in which the measurement range 6b of the thermotracer 6a is narrow, it is possible to photograph the entire surface of the excavated ground 1c using an operation mechanism of a work room surveillance camera (not shown) according to the prior art. Therefore, automatic photographing is possible, and since the thermotracer 6a is also a handy type, an operator can enter and operate the work room 4b as necessary.

  By sequentially performing this photographing operation at every excavation depth of the caisson 4a having a subsidence amount of about 30 cm to 50 cm per time, the temperature of the groundwater 2a in the three-dimensional space formed by the longitudinal direction of the ground 1b and the excavated ground 1c. Can be collected in detail. In the measurement, it is desirable to adopt a drilling method in which the excavation ground 1c is at the same depth as the lowermost edge of the caisson 4a. According to this method, the edge of the caisson 4a is moved into the water diameter 3. It is possible to prevent intrusion and, in turn, measurement in a situation where a slight interruption of the groundwater flow does not occur, leading to an improvement in measurement accuracy.

  Next, as shown in FIG. 3, the temperature data collected in step S2a is stereoscopically displayed as a thermography 6c in the measurement room 5a on the ground using a dedicated program. Here, the display format is an isotherm for convenience of drawing drawing, but of course, a mesh may be used, and a color display format or the like may be applied.

  Thus, by comparing the temperature difference between the water diameter 3 and its surroundings, it is possible to determine the target position, approximate scale, and flow direction of the water diameter 3. In FIG. 3, the broken line part is the water diameter 3 detected from the result of the thermography 6c, and the flow direction of the groundwater flow obtained from the examination of the temperature distribution is shown as a solid line arrow.

Step S2b: Sample Measurement Next, in order to make the result obtained in Step S2a more accurate, a sample of the local board is collected.

  Specifically, as shown in FIG. 4, a part of the ground of the actual excavation ground 1c is excavated by using a caisson excavator 4c or the like installed in the work chamber 4b of the caisson 4a, and the earth discharging bucket 4d. The earth and sand collected up to the measurement chamber 5a installed on the ground via the material shaft 4e and the material lock 4f constituting the general pneumatic caisson outfitting equipment are discharged as sample samples. Here, a broken line arrow shows the carrying-out path | route of the extract | collected sample. In the drawings, some illustrations are omitted or simplified so as not to hinder the description of the present invention.

  Thus, the sampled excavated soil (sample) of the excavated ground 1c is analyzed for the particle size of the soil particles constituting the excavated ground 1c (the ground 1b) by the screening tester 6d installed in the measurement chamber 5a.

  As a result, since the permeability coefficient of the ground 1b that constitutes the channel of the groundwater flow is very large, the difference in the permeability coefficient of the ground is clarified from the granular comparison of soil particles between the water diameter 3 and the surrounding ground, Together with step S2a, the actual condition of the water diameter 3 is confirmed.

Step S3: Property investigation of groundwater flow Next, when the actual condition of the water diameter is confirmed by the above-mentioned step S2 (steps S2a and S2b), the process proceeds to the property investigation of the groundwater flow to grasp the details. Here, the main purpose is to grasp the flow velocity of the groundwater flow through the water diameter 3, and based on this result, other hydraulic constants are calculated to determine the nature and state of the water diameter 3.

Step S3a: Selection of Survey Method Here, an advection dispersion survey or a temperature logging survey described below is selected as appropriate from the scale of the water diameter 3 and the flow direction in the underground structure cross section. If the result of one survey method is unclear, it is possible to change to the other survey method, but it is necessary to accumulate survey data for the longitudinal direction of the ground 1b (excavated ground 1c). Therefore, the change is determined in a stage before the caisson 4a is set to reach the water diameter 3.

Step S3b: Survey excavation groove method As shown in FIG. 5, in the investigation of groundwater flow properties by the survey excavation groove method, the location on the path of water diameter 3 based on the survey results in Step 2 (Steps 2a and 2b) The excavation ground 1c is excavated into a groove shape using a caisson excavator 4c equipped with a bucket attachment for installing the excavation ground 1c in the work chamber 4b of the caisson 4a to form the excavation groove 7a for investigation. The survey excavation groove 7a is formed only for the purpose of measuring a two-dimensional shape in a longitudinal plane having a water diameter of 3. For this reason, as shown in FIG. 5, it is desirable that the survey excavation groove 7a has a rectangular shape that crosses a track having a water diameter of 3. Subsequently, for example, a test solution such as salt water having a different electric resistance value from the groundwater in the field is used as a tracer, and is put into the investigation groove 7a formed in the water diameter 3, and a sensor 5c for detecting the electric resistance is provided for the investigation. The electrical resistance is measured with a measuring instrument over time in a measurement chamber 5a installed in the groove 7a and installed on the ground via the signal line 5b. Alternatively, the excavation ground 1c is similarly excavated into a groove at a plurality of locations on the path of the water diameter 3, and after the excavation groove 7a for excavation is formed at two locations on the upstream and downstream sides of the water diameter 3, for example, the tracer It is put into a survey excavation groove 7 a formed on the upstream side of the water diameter 3. Thereafter, the sensor 5c for detecting the electrical resistance is inserted into the survey excavation groove 7a at two locations, and the electrical resistance is measured with a measuring instrument in the measurement chamber 5a installed on the ground via the signal line 5b. You may measure. Since the tracer flows through the water diameter 3 from the upstream side to the downstream side, by inserting the sensors 5c and 5c at two locations, the upstream side and the downstream side, the upstream side via the detected electrical resistance It is also possible to identify a change in the concentration of the tracer that flows toward the downstream side with time. At this time, measurement at one location by the sensor 5c or measurement at a plurality of locations on the upstream and downstream sides by the sensors 5c, 5c is a two-dimensional coordinate in the longitudinal plane of the survey excavation groove 7a or the survey excavation grooves 7a, 7a. By collecting data on the electrical resistance at a plurality of points above, information on an arbitrary cross section having a water diameter of 3 can be obtained. The sensor 5c may be a rod-shaped sensor in which a plurality of detection points of electrical resistance are formed along the longitudinal direction of the sensor 5c. The bar-shaped sensor 5c is inserted in the survey excavation groove 7a in a direction in which the longitudinal direction of the rod 5c crosses the track having the water diameter 3, and is moved in the direction of the arrow in the figure, whereby two-dimensional coordinates in the longitudinal plane are obtained. It becomes possible to acquire the data of the above electrical resistance.

  According to this investigation method, it is possible to detect a change in concentration of the tracer over time as an electric resistance value, and the flow velocity of the groundwater flow in the investigation excavation groove 7a can be analyzed from the advection dispersion of the tracer. In addition, when the above-mentioned measurement location is one location, the time required from the preparation process for forming the survey excavation groove 7a to the measurement by the sensor 5c is completed in a short time, whereas the measurement location is In the case of multiple locations such as upstream and downstream of the water diameter 3, measurement is performed while the groundwater flow and the tracer move over a long flow distance, so the measurement takes a relatively long time. The information accuracy of data is improved. The determination of the number of measurement points may be determined according to the scale of the work chamber 4b (scale of the caisson 4a) and necessary information accuracy.

Step S3c: Survey drilling method When the survey drilling method is selected in Step S3a, as shown in FIG. 6, a plurality of locations including the path of the water diameter 3 based on the survey results in Step 2 (Steps 2a and 2b) are used. The excavation ground 1c is drilled into holes using a caisson excavator 4c equipped with a drilling attachment for installing in the work chamber 4b of the caisson 4a, and the drilling holes 7b for drilling are drilled in a row. The drilling of the investigation drilling 4b is performed at a plurality of locations crossing the path of the water diameter 3. Subsequently, a test solution such as warm water having a temperature different from that of the groundwater at the site is used as a tracer and introduced into the perforation 7b for investigation formed in the water diameter 3, and the sensors 5c for detecting the water temperature are perforated in the above-described rows. The water temperature is measured with a measuring machine over time in a measurement chamber 5a that is inserted into the survey hole 7b and installed on the ground via the signal line 5b. Or, at a plurality of points in the direction of travel of the path of water diameter 3 and at a plurality of positions in a direction crossing the path of water diameter 3, hole excavation is performed in the same manner as the excavation ground 1c, for example, upstream and downstream of the water diameter 3 After forming the drilling holes 7b in rows for the two points on the side, a tracer is inserted into each drilling hole 7b formed in the water diameter 3, and a sensor 5c for detecting the water temperature is inserted into the drilling hole 7b. Similarly, the water temperature may be measured with a measuring instrument in the measurement chamber 5a installed on the ground via the signal line 5b. Each sensor 5c is inserted in each investigation hole 7b formed so as to cross the water diameter 3, and by measuring the water temperature from each sensor 5c, a longitudinal section constituted by each investigation hole 7b. Data can be collected for a plurality of points on a two-dimensional coordinate in a plane, and information on a slit-like portion of an arbitrary cross section having a water diameter of 3 can be obtained.

  According to this investigation method, it is possible to detect the temperature change of the tracer with time, and the flow velocity of the groundwater flow in the investigation perforations 7b to 7b upstream of the water diameter 3 can be analyzed by temperature logging. . In this case as well, as in the survey excavation groove method described above, the determination when the measurement location is one point or a plurality of points is determined based on the scale of the work room 4b, the time required for measurement, and the information accuracy. That's fine.

  In addition, when it implements about each of the measurement by the excavation groove method for investigation, and the measurement by the excavation method for investigation, it becomes the completely same result by the property of the soil particle which comprises the ground 1b, the property of the groundwater in the ground 1b, etc. Although the possibility is low, the same conclusion is reached with respect to the judgment based on each processing result shown below.

Step S1a: Repetitive construction By carrying out these two-stage measurement processes (steps S2, S2a, S2b and steps S3, S3a, S3b, S3c) according to the caisson 4a settling in the pneumatic caisson construction, the longitudinal section of the ground 1b In the direction (depth direction), it is possible to confirm the presence or absence of the actual water diameter 3, and to grasp the property when the existence is confirmed. Here, since the tracer used for the survey is a material that does not harm the environment, it does not require waste material treatment, and the formation sites of the survey excavation grooves 7a and the survey drill holes 7b necessary for the survey are also simply described. It is safe and efficient because it does not affect the subsequent pneumatic caisson construction process because it only stays excavated.

  As shown in FIGS. 7A and 7B, in the pneumatic caisson construction process in steps S1 and S1a described above, the result of the electrical resistance value or temperature change obtained in step S3b or step S3c is the measurement time. Are processed in the measurement chamber 5a in the form of an electric resistance amount-ground depth curve diagram (A) or a temperature recovery rate-ground depth curve diagram (B).

  From this, from the rate of change of the measurement results for each of FIGS. 7 (A) and 7 (B), the groundwater flow similarly exists as a flow section 7c at a depth of 39 to 45 m and is the maximum at a depth of 41 m. It turns out that the condition is present.

  Furthermore, in the analysis of the flow velocity in the groundwater flow, the analysis result can be obtained immediately by using the advection dispersion program, which is a computer processing software already disclosed in the investigation excavation groove method. In addition, as shown in FIGS. 8A and 8B, in the drilling method for investigation, a temperature recovery rate-time curve diagram (B) using the ground depth as a parameter is created based on the measurement result in step S3c, and the groundwater The flow velocity can be easily determined by comparing with a temperature recovery rate-time standard diagram (A) (see Non-Patent Document 1) using the flow velocity as a parameter.

  As for hydraulic constants other than the flow velocity, the hydraulic conductivity is obtained by conducting a separate hydraulic permeability test (not shown) based on the sampling of the excavated ground 1c in step S2b and the granular measurement results of the soil particles. In addition, since it is possible to calculate the hydrodynamic gradient by combining the flow velocity results of the groundwater flow, the necessary information including the position, scale, and properties of the water diameter 3 can be obtained through this series of investigation steps. Is extracted.

Step S4: Installation of Temporary Well Next, as shown in FIG. 9, the temporary collection well 8a and the temporary condensate well 8b to be temporary wells are provided with the caisson 4a sandwiched therebetween, and the water diameter 3 is provided in the longitudinal direction. In the state to be installed, it is installed on the upstream side and downstream side of the water diameter 3. It should be noted that the standard including the scale of the temporary well can be determined from the properties of the water diameter 3 clarified in the investigation process in the above-described steps S2, S2a, S2b, S3, S3a, S3b and step S3c. . Here, the solid line arrow shown shows the flow direction of a groundwater flow.

  Further, as shown in FIGS. 9 and 10, the temporary catchment well 8a and the temporary condensate well 8b are set at a planar position separated from the caisson 4a by a required distance, and in the subsequent sinking excavation process of the caisson 4a, the ground 1b is interposed. It will be a safety measure not to affect the environment.

  In addition, by installing the temporary well strainer 8e at the bottom of the caisson 4a at the bottom of the ground 1d, the function of a simple water storage facility for groundwater flow with a water diameter of 3 as a channel To satisfy the stable function as a well against the amount of water flow.

Step S5: Circulation of the flowing water channel Subsequently, a pumping pump 9a is installed in the lower part of the temporary collection well 8a, a drainage pump 9b is installed in the upper piping path, and piping connection is made with the temporary water channel 9c. The end of the temporary water passage 9c is connected to a water tank 9d installed on the ground, and the temporary water passage 9c is connected from the water tank 9d to the temporary condensate well 8b.

  As a result, the groundwater flow having the water diameter 3 as a flow channel flows from the upstream side of the water diameter 3 into the temporary collection well 8a through the strainer 8e, and is operated by the pumping pump 9a and the drainage pump 9b. After flowing through the inside of the tank 9c and once stored in the water tank 9d, an amount corresponding to the original water amount of the water diameter 3 is discharged to the temporary condensate well 8b, and a flow that drains again downstream of the water diameter 3 is formed. Here, the amount of water discharged from the water tank 9d, that is, the original water flow amount of the water diameter 3, is combined with the results of the investigations in steps S2, S2a, S2b and steps S3, S3a, S3b, S3c before the construction of the pneumatic caisson. It is possible to manage by controlling the natural groundwater level 2a at a constant level. In addition, the solid line arrow shown shows the flow path of a groundwater flow.

Step S6: Resuming Pneumatic Caisson Construction to Bottoming As shown in FIG. 11, the caisson 4a laying operation in the pneumatic caisson construction is resumed while maintaining the state of step S5 described above, and the ground 1d having a predetermined depth is obtained. To reach. In addition, the solid line arrow shown shows the flow path of a groundwater flow.

Step S6a: Ground replacement of the water flow layer Here, it is judged from the investigation result of the steps S2, S2a, S2b and steps S3, S3a, S3b, S3c or from the amount of water discharged to the temporary condensate well 8b in the above-mentioned step S5. Thus, when the scale including the amount of flowing water having a water diameter of 3 is large, the water flow layer 9e that becomes the main water flow channel is created.

  The installation location of the water flow layer 9e is located on a line connecting the main collection well 8c and the main condensate well 8d to be described later, and the material constituting the water flow layer 9e is, for example, cobblestone, agate, and crushed stone It is assumed that the water permeability coefficient is designed to be larger than that of the soil components constituting the water diameter 3 including the above. In addition, it is desirable that the cross-sectional area of the water-permeable layer 9e is designed to be larger than the cross-sectional area of the water diameter 3, thereby avoiding uncertain elements due to clogging of the water-permeable layer 9e.

  Here, when the scale including the flow amount of the water diameter 3 is such that the ground replacement of the water-passing layer 9e is not necessary, or when the middle 4i of the caisson 4a can be used. It is also possible to secure the main water passage by performing step S8a described later.

Step S7: Filled concrete work Subsequently, the buried concrete 4h is placed in the work chamber 4b, and the caisson 4a subsidence excavation process in the pneumatic caisson construction is completed.

Step S8: Installation of the Main Well Next, as shown in FIG. 9, the main drainage well 8c and the main condensate well 8d to be the main well are sandwiched between the caissons 4a and the water diameter 3 is set. Installed upstream and downstream of the water diameter 3 in a state penetrating in the longitudinal direction. Here again, the standard including the scale of the main well can be determined from the properties of the water diameter 3 clarified in the investigation process, similarly to the reason described in step S4.

  Further, as shown in FIGS. 9 and 12, the main water collection well 8c and the main condensate well 8d are placed close to the caisson 4a, thereby hindering the caisson 4a, which has completed all the steps, from functioning as a facility. It is desirable to install it in a flat position so that it does not come out, and basically arrange it in order to suppress the substantial occupied area of the facility. Of course, it is possible to improve the stability as a structure by finally fastening and integrating the caisson 4a and the main drainage well 8c and the caisson 4a and the main condensate well 8d.

  Furthermore, in the same way as the temporary well installation process, the groundwater flow with the water diameter 3 as the flow path is established by installing the bottom of the strainer 8e of each of the main wells to the depth of the ground bottom 1d of the caisson 4a. The function of a simple water storage facility is added to satisfy the stable function as a well against the amount of water flow.

  Further, by connecting the water reservoir 9e created in step S6a and the strainer 8e of the main drainage well 8c and the main condensate well 8d, the main wells are connected to each other through the water reservoir 9e. . As a result, the groundwater flow having the water diameter 3 as the flow channel flows from the upstream side of the water diameter 3 through the strainer 8e into the main drainage well 8c and passes through the water flow layer 9e which is the main waterway. Then, a flow that flows through the strainer 8e into the main condensate well 8d and drains downstream of the water diameter 3 is formed. In addition, the solid line arrow shown shows the flow path of a groundwater flow.

Step S8a: Penetration of the water flow pipe As described in the explanation of Step S6a, when the scale including the flow amount of the water diameter 3 does not require the ground replacement of the water flow layer 9e, or When the middle 4i of the caisson 4a can be used, the main water passage can be installed in the caisson 4a.

  That is, the side wall portion of the caisson 4a and the strainer 8e are drilled and drilled from the inside of the middle basin 4i of the caisson 4a to the inside of the main collection well 8c and the main condensate well 8d, respectively, and the water pipe 9f that becomes the main water passage. The main wells are connected to each other through the water pipe 9f. As a result, the groundwater flow with the water diameter 3 flowing through the strainer 8e flows from the upstream side of the water diameter 3 through the strainer 8e and has an open end inside the main water well 8c. Then, the water passes through the water conduit 9f serving as the main water conduit, flows into the main condensate well 8d through the opening at the other end of the water conduit 9f inside the main condensate well 8d, and drains again downstream of the water diameter 3 To form a flow. In addition, the solid line arrow shown shows the flow path of a groundwater flow.

Step 9: Completing the water diameter cutting operation As shown in FIG. 12 (or from comparison with FIG. 11), after the completion of each of the above-mentioned steps, the temporary collection well 8a and the temporary condensate well 8b and other incidental facilities are provided. By removing the pumping pump 9a, the drainage pump 9b, the temporary water passage 9c and the water storage tank 9d, the caisson 4a subsiding construction and the water diameter 3 turning construction in the pneumatic caisson construction are completed. It is a pneumatic caisson method that avoids the flow hindrance of groundwater flow with a water diameter of 3 with reliable investigation and analysis means.

  Furthermore, in the series of pneumatic caisson methods described above, the atmospheric pressure management in the work chamber 4b is limited to the positioning of the caisson 4a as a setting application without changing the management method in the normal pneumatic caisson method. Therefore, it is not necessary to take special measures other than the conventional management system for various survey processes, various well installation processes, and all processes including these processes. Contribute to chemical construction.

  It should be noted that it is within the scope of the present invention to appropriately change the design of the configuration shown in the embodiment here.

It is a flowchart which shows the construction method of the pneumatic caisson of embodiment of this invention. It is sectional drawing which shows the temperature measurement process (step S2, S2a) of the water diameter investigation stage in the construction method of the pneumatic caisson of embodiment of this invention. It is a thermographic isotherm schematic diagram which shows the measurement result obtained in the temperature measurement process (step S2, S2a) of the water diameter investigation stage in the construction method of the pneumatic caisson of the embodiment of the present invention. It is sectional drawing which shows the sample measurement process (step S2, S2b) of the water diameter investigation stage in the construction method of the pneumatic caisson of embodiment of this invention. In the pneumatic caisson construction method according to the embodiment of the present invention, a part of the inside of the pneumatic caisson working chamber showing the advection dispersion investigation process (steps S3, S3a, S3b) by the excavation groove method for investigation in the water flow property investigation stage. FIG. In the construction method of the pneumatic caisson according to the embodiment of the present invention, the inside of a part of the ground in the pneumatic caisson working room showing the temperature logging process (steps S3, S3a, S3c) by the drilling method for investigation at the property investigation stage of the water flow is transmitted. It is a partially transparent perspective view shown in figure. In the construction method of the pneumatic caisson according to the embodiment of the present invention, the advection dispersion investigation process (step S3, S3a, S3b) by the investigation excavation groove method in the water flow property investigation stage and the temperature logging process by the investigation drilling method (step S3) , S3a, S3c) are the electric resistance amount-ground depth curve diagram (A) and the temperature recovery rate-ground depth curve diagram (B) showing the respective investigation results. In the construction method of the pneumatic caisson according to the embodiment of the present invention, the advection dispersion investigation process (step S3, S3a, S3b) by the investigation excavation groove method in the water flow property investigation stage and the temperature logging process by the investigation drilling method (step S3) , S3a, S3c) Temperature restoration rate-time standard diagram (A) with groundwater flow velocity as a parameter to estimate groundwater flow velocity from each survey result and temperature restoration rate-time curve diagram (B) with ground depth as parameter It is. It is the permeation | transmission perspective view which permeate | transmitted and illustrated the ground inside which shows the plane positional relationship of the temporary well and the installation process (step S4, S8) of a temporary well in the construction method of the pneumatic caisson of embodiment of this invention. It is sectional drawing which shows the installation process of the temporary well in the construction method of the pneumatic caisson of embodiment of this invention, and the cutting process (step S4, S5) of a flowing water channel. It is sectional drawing which shows the caisson bottoming process in the construction method of the pneumatic caisson of embodiment of this invention, the ground replacement process of a water flow layer, and a filling concrete process (step S6, S6a, S7). It is sectional drawing which shows the state (step S8, S8a, S9) at the time of completion of the installation process of the permanent well in the construction method of the pneumatic caisson of this embodiment, the penetration process of a water pipe, and construction.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1a Ground surface 1b Ground 1c Excavation ground 1d Landing ground (ground planned grounding)
2a Groundwater (groundwater level)
2b Working room water level 3 Water diameter (groundwater flow)
4a Caisson 4b Work room 4c Caisson excavator 4d Earth dumping bucket 4e Material shaft 4f Material lock 4g Blade ground contact surface 4h Filled concrete 4i Fillet 5a Measurement chamber 5b Signal line 5c Sensor 6a Thermo tracer 6b Measurement range 6c Thermography 6d Screening test Machine 7a Drilling groove for investigation 7b Drilling hole for investigation 7c Flow section 8a Temporary drainage well 8b Temporary condensate well 8c Main drainage well 8e Strainer 9a Pumping pump 9b Drainage pump 9c Temporary waterway 9d Reservoir 9e Passage layer (Main waterway)
9f Water pipe (main waterway)

  The present invention relates to a pneumatic caisson method in the construction field, and to a construction method in the case where a groundwater flow exists in the ground for constructing a structure.

  In recent construction work, the construction of large-scale underground structures has been increasing mainly in urban areas, and at the same time, the depth of these structures has been increasing. Has been.

  If a large underground structure or a continuous underground structure is built in the ground where the groundwater flows, the groundwater flow will be hindered, and an upstream dam will be formed due to a rise in the water level, and a water level drop will occur on the downstream side. .

  As a result, ground property change, water quality change, and structural instability are induced. Specifically, on the upstream side, (1) ground wetting, liquefaction strength decrease and board swelling, (2) existing structure Problems arise such as (3) leaking of basement of existing underground container structures, (4) retention and leaching of contaminated groundwater, and (5) root rot of plants. On the downstream side, (6) depletion of wells and springs, (7) land subsidence, consolidation promotion, subsidence and subsidence of existing structures, (8) movement and diffusion of contaminated groundwater, and (9) The impact on the surrounding environment becomes a problem due to the withering of trees.

  Here, when considering the water cycle in the natural system, the meaning of the groundwater environment is important, and groundwater is positioned as the foundation of the water cycle on the global environment, so the soundness of the groundwater directly leads to the soundness of the water cycle. . In other words, it is difficult to maintain the soundness of groundwater due to the inhibition of groundwater flow by large-scale underground structures in recent years.

  In addition, among the groundwater, there is a ground that forms a groundwater channel with a large amount of flowing water, represented by the “water diameter” where groundwater flow is outstanding, and is classified as groundwater flow. When an underground structure or the like is constructed on the ground where such a water diameter exists, naturally, the above-mentioned problems will appear prominently, and the influence will be enormous, including the range and period.

  Conventionally, investigations have been conducted on the quantity and quality of water, including the quantity of groundwater that can be collected, but there are few facts about investigation of the flow path of groundwater flow, especially the actual condition or properties of water diameter. is there.

  Therefore, in the case of constructing an underground structure for the ground where the existence of such water diameter is expected, the state of the ground is investigated in advance from the ground using techniques such as physical exploration and electrical exploration. However, there is a problem that the survey itself takes a considerable amount of time and the accuracy and reliability of the survey result is low.

  Specifically, as techniques for confirming the state of the groundwater flow, as described in Patent Documents 1 to 3, most of the techniques are used as prior survey means such as construction of underground structures, including techniques for simplifying the permeability test. However, there is no reliable construction method that can be used to investigate the actual state of the construction of the structure.

JP-A-8-86764 JP 2001-83261 A JP 2003-129882 A “Ground Survey Methods and Explanations”, Geotechnical Society of Japan, 2004, pages 377-393, pages 457-472

  Therefore, the present invention has been devised in view of the above-mentioned problems, and has an object to provide a construction method that enables investigation and an understanding of the actual situation in the construction process of underground structure construction, The above-mentioned problems (1) to (9) that induce ground property change, water quality change, and instability of the structure are solved.

  In order to achieve the above object and to solve the problems, the present invention is configured as follows.

  The pneumatic caisson method for avoiding the flow obstruction of the groundwater flow according to the present invention is to change the atmospheric pressure of the working chamber other than for the purpose of the pneumatic caisson by the automatic pressure adjustment function of the working chamber pressure required for the construction of the pneumatic caisson. The actual condition to identify the flow path of the groundwater flow in the pneumatic caisson setting process and the property investigation to identify the flow section and the flow state without passing through the ground caisson, By connecting the temporary collection well and the temporary condensate well to be installed through a temporary waterway, the groundwater flow is cut off, thereby preventing the flow of the groundwater flow whose flow path and its flow section and flow state are specified. The pneumatic caisson is constructed as described above.

  In addition, in the stage of the construction process of the pneumatic caisson, the step of investigating the actual condition by the temperature measurement step of investigating the temperature distribution of the groundwater flow and the sample measurement step of analyzing the soil particles of the constituent ground, and And a step of investigating the property by an advection dispersion investigation step for analyzing the flow velocity from the advection dispersion or a temperature logging step for analyzing from the temperature recovery rate.

  Further, the construction step of the pneumatic caisson includes the step of installing a temporary catchment well and a temporary condensate well with the pneumatic caisson sandwiched therebetween, and the temporary catchment well and the temporary condensate well connected by the temporary waterway. A predetermined depth landing stage in which the construction of the pneumatic caisson is resumed and settled at a predetermined depth of caisson deposition, a ground replacement process in which a part of the caisson landing ground is used as a water layer, A step of installing a permanent drainage well and a permanent condensate well through a buried concrete step of filling the working chamber with a buried concrete step, or the predetermined depth landing step, the buried concrete step, the permanent drainage well and the main A step of installing a condensate well, a step of penetrating a water pipe connecting the upstream side and the downstream side of the water diameter via the middle caisson, the temporary collection well, and the temporary installation Mizui and characterized by having a said temporary flow passage and removing the Kirimawasu the underground flowing water by the present 設通 waterway and the present 設集 fluid well and the present 設復 Mizui stage.

  In the actual survey of groundwater flow, the temperature distribution survey of groundwater (groundwater flow) is measured with a thermotracer, and the flow path of the groundwater flow is identified by thermography that can display the temperature distribution measured by the thermotracer in three dimensions. It is characterized by doing.

  In the property survey of the groundwater flow, the advection and dispersion survey of groundwater (groundwater flow) is measured by the excavation groove method for investigation, and the flow section and flow state of the groundwater flow are identified from the electrical resistance change obtained by the measurement It is characterized by doing.

  In the property investigation of the groundwater flow, the temperature logging of the groundwater (groundwater flow) is measured by a drilling method for investigation, and the flow section and flow state of the groundwater flow are specified from the temperature recovery rate obtained by the measurement. And

  Further, the groundwater flow is cut by connecting a permanent drainage well and a permanent condensate well installed near the pneumatic caisson after landing of the pneumatic caisson by a permanent waterway, and the temporary drainage well, the temporary drainage well, The condensate well and the temporary waterway are removed.

  According to the present invention, since the underground water flow can be investigated at the current position in the construction process of building the underground structure, the uncertainty of information intervening in the investigation process can be eliminated, so that the information accuracy is improved, and the underground structure In order to make it possible to investigate groundwater flow as needed at any position and depth within the occupied volume of the water, increasing the accuracy of further information saves the time required for the investigation and ensures reliable groundwater flow. It is possible to avoid the flow hindrance, eliminate the change of ground property, change of water quality, and instability of the structure, and eliminate the influence on the surrounding environment.

  Hereinafter, the best mode for carrying out the present invention will be described with reference to the drawings, taking as an example the case where the groundwater flow in the ground where the underground structure is installed takes the form of the water diameter.

  First, FIG. 1 is a flowchart showing a construction method of a pneumatic caisson according to an embodiment of the present invention. As shown in FIG. 1, the pneumatic caisson method is selected as the construction method of the underground structure, and the pneumatic caisson laying construction (step S1) is started. Next, from the vicinity of the excavation depth corresponding to the groundwater level of the ground that reaches as the caisson is set up, a survey of the actual condition of the groundwater flow (step S2) is performed in order to confirm the position of the water diameter and the flow direction thereof. Here, temperature measurement (step S2a) and sample measurement (step S2b) are performed in order to perform temperature distribution investigation of groundwater (groundwater flow) and granular investigation of soil particles constituting the ground. Furthermore, if the actual condition of the water diameter is confirmed, the process proceeds to a groundwater flow property investigation (step S3) in order to grasp the details. Here, the advection dispersion investigation (step S3b) by the investigation excavation groove method or the temperature logging (step S3c) by the investigation drilling method is determined through selection of the investigation method (step S3a). At this time, when the result of one of the survey methods is unclear, it is naturally possible to use the other survey method together. These groundwater flow surveys and properties surveys (steps S2 to S3) are carried out at each depth in the required process of pneumatic caisson deposition, and the construction of the pneumatic caisson is repeated (step S1a), and the actual condition of the water diameter. And identify properties. Next, in the form of sandwiching the caisson between the upstream side and the downstream side of the water diameter, the temporary wells to be the temporary collecting wells and the temporary condensate wells in the ground up to a predetermined depth or more of caisson settling (step S4), Each temporary well is routed by a temporary water pipe through the ground (step S5). Next, the construction of the pneumatic caisson is resumed and the bottom is settled at a predetermined depth of caisson installation (step S6). Here, when it is determined that the water diameter scale is large, ground replacement (step S6a) in which a part of the caisson bottom ground is passed through is performed (step S6a), and the concrete is filled in the work chamber (step S7). Then, the main well is installed in the vicinity of the caisson in the form in which the caisson is sandwiched between the main collection well and the main condensate well (step S8). Alternatively, when it is determined that the water size is small, the work chamber is filled with embedded concrete (step S7), and the caisson is sandwiched between the main drainage well and the main condensate well. A main well is installed in the vicinity of (step S8), and a water pipe that connects the upstream side and the downstream side of the water diameter through the middle caisson is installed (step S8a). Finally, the temporary drainage well and the temporary condensate well are removed, and the water diameter cutting work is completed by causing the permanent drainage well, the permanent condensate well, the water flow layer, or the water pipe to function (step S9). Hereinafter, each process mentioned above is demonstrated in detail.

Step S1: Pneumatic caisson construction First, the caisson subsidence work is continued by the pneumatic caisson method until the presence of groundwater is confirmed. Here, since this step S1 depends on the conventionally known technique of the present applicant, detailed description and illustration are omitted.

Step S2: Groundwater flow fact-finding Next, as shown in FIG. 2, a fact-finding survey for confirming the position and flow direction of the water diameter is performed.

Step S2a: Temperature measurement Specifically, the excavation ground 1c is photographed by a thermotracer 6a having an infrared temperature measurement function installed in the work room 4b at a predetermined depth of the ground 1b that needs to be investigated in accordance with the caisson 4a laying work. Then, the imaging result is transmitted to the measurement chamber 5a installed on the ground via the signal line 5b. Here, for a model in which the measurement range 6b of the thermotracer 6a is narrow, it is possible to photograph the entire surface of the excavated ground 1c using an operation mechanism of a work room surveillance camera (not shown) according to the prior art. Therefore, automatic photographing is possible, and since the thermotracer 6a is also a handy type, an operator can enter and operate the work room 4b as necessary.

  By sequentially performing this photographing operation at every excavation depth of the caisson 4a having a subsidence amount of about 30 cm to 50 cm per time, the temperature of the groundwater 2a in the three-dimensional space formed by the longitudinal direction of the ground 1b and the excavated ground 1c. Can be collected in detail. In the measurement, it is desirable to adopt a drilling method in which the excavation ground 1c is at the same depth as the lowermost edge of the caisson 4a. According to this method, the edge of the caisson 4a is moved into the water diameter 3. It is possible to prevent intrusion and, in turn, measurement in a situation where a slight interruption of the groundwater flow does not occur, leading to an improvement in measurement accuracy.

  Next, as shown in FIG. 3, the temperature data collected in step S2a is stereoscopically displayed as a thermography 6c in the measurement room 5a on the ground using a dedicated program. Here, for convenience of drawing, the display format is an isotherm. However, of course, a mesh may be used, and a color display format may be applied.

  Thus, by comparing the temperature difference between the water diameter 3 and its surroundings, it is possible to determine the target position, approximate scale, and flow direction of the water diameter 3. In FIG. 3, the broken line part is the water diameter 3 detected from the result of the thermography 6c, and the flow direction of the groundwater flow obtained from the examination of the temperature distribution is shown as a solid line arrow.

Step S2b: Sample Measurement Next, in order to make the result obtained in Step S2a more accurate, a sample of the local board is collected.

  Specifically, as shown in FIG. 4, a part of the ground of the actual excavation ground 1c is excavated by using a caisson excavator 4c or the like installed in the work chamber 4b of the caisson 4a, and the earth discharging bucket 4d. The earth and sand collected up to the measurement chamber 5a installed on the ground via the material shaft 4e and the material lock 4f constituting the general pneumatic caisson outfitting equipment are discharged as sample samples. Here, a broken line arrow shows the carrying-out path | route of the extract | collected sample. In the drawings, some illustrations are omitted or simplified so as not to hinder the description of the present invention.

  Thus, the sampled excavated soil (sample) of the excavated ground 1c is analyzed for the particle size of the soil particles constituting the excavated ground 1c (the ground 1b) by the screening tester 6d installed in the measurement chamber 5a.

  As a result, since the permeability coefficient of the ground 1b that constitutes the channel of the groundwater flow is very large, the difference in the permeability coefficient of the ground is clarified from the granular comparison of soil particles between the water diameter 3 and the surrounding ground, Together with step S2a, the actual condition of the water diameter 3 is confirmed.

Step S3: Property investigation of groundwater flow Next, when the actual condition of the water diameter is confirmed by the above-mentioned step S2 (steps S2a and S2b), the process proceeds to the property investigation of the groundwater flow to grasp the details. Here, the main purpose is to grasp the flow velocity of the groundwater flow through the water diameter 3, and based on this result, other hydraulic constants are calculated to determine the nature and state of the water diameter 3.

Step S3a: Selection of Survey Method Here, an advection dispersion survey or a temperature logging survey described below is selected as appropriate from the scale of the water diameter 3 and the flow direction in the underground structure cross section. If the result of one survey method is unclear, it is possible to change to the other survey method, but it is necessary to accumulate survey data for the longitudinal direction of the ground 1b (excavated ground 1c). Therefore, the change is determined in a stage before the caisson 4a is set to reach the water diameter 3.

Step S3b: Survey excavation groove method As shown in FIG. 5, in the investigation of groundwater flow properties by the survey excavation groove method, the location on the path of water diameter 3 based on the survey results in Step 2 (Steps 2a and 2b) The excavation ground 1c is excavated into a groove shape using a caisson excavator 4c equipped with a bucket attachment for installing the excavation ground 1c in the work chamber 4b of the caisson 4a to form the excavation groove 7a for investigation. The survey excavation groove 7a is formed only for the purpose of measuring a two-dimensional shape in a longitudinal plane having a water diameter of 3. For this reason, as shown in FIG. 5, it is desirable that the survey excavation groove 7a has a rectangular shape that crosses a track having a water diameter of 3. Subsequently, for example, a test solution such as salt water having a different electric resistance value from the groundwater in the field is used as a tracer, and is put into the investigation groove 7a formed in the water diameter 3, and a sensor 5c for detecting the electric resistance is provided for the investigation. The electrical resistance is measured with a measuring instrument over time in a measurement chamber 5a installed in the groove 7a and installed on the ground via the signal line 5b. Alternatively, the excavation ground 1c is similarly excavated into a groove at a plurality of locations on the path of the water diameter 3, and after the excavation groove 7a for excavation is formed at two locations on the upstream and downstream sides of the water diameter 3, for example, the tracer It is put into a survey excavation groove 7 a formed on the upstream side of the water diameter 3. Thereafter, the sensor 5c for detecting the electrical resistance is inserted into the survey excavation groove 7a at two locations, and the electrical resistance is measured with a measuring instrument in the measurement chamber 5a installed on the ground via the signal line 5b. You may measure. Since the tracer flows through the water diameter 3 from the upstream side to the downstream side, by inserting the sensors 5c and 5c at two locations, the upstream side and the downstream side, the upstream side via the detected electrical resistance It is also possible to identify a change in the concentration of the tracer that flows toward the downstream side with time. At this time, measurement at one location by the sensor 5c or measurement at a plurality of locations on the upstream and downstream sides by the sensors 5c, 5c is a two-dimensional coordinate in the longitudinal plane of the survey excavation groove 7a or the survey excavation grooves 7a, 7a. By collecting data on the electrical resistance at a plurality of points above, information on an arbitrary cross section having a water diameter of 3 can be obtained. The sensor 5c may be a rod-shaped sensor in which a plurality of detection points of electrical resistance are formed along the longitudinal direction of the sensor 5c. The bar-shaped sensor 5c is inserted in the survey excavation groove 7a in a direction in which the longitudinal direction of the rod 5c crosses the track having the water diameter 3, and is moved in the direction of the arrow in the figure, whereby two-dimensional coordinates in the longitudinal plane are obtained. It becomes possible to acquire the data of the above electrical resistance.

  According to this investigation method, it is possible to detect a change in concentration of the tracer over time as an electric resistance value, and the flow velocity of the groundwater flow in the investigation excavation groove 7a can be analyzed from the advection dispersion of the tracer. In addition, when the above-mentioned measurement location is one location, the time required from the preparation process for forming the survey excavation groove 7a to the measurement by the sensor 5c is completed in a short time, whereas the measurement location is In the case of multiple locations such as upstream and downstream of the water diameter 3, measurement is performed while the groundwater flow and the tracer move over a long flow distance, so the measurement takes a relatively long time. The information accuracy of data is improved. The determination of the number of measurement points may be determined according to the scale of the work chamber 4b (scale of the caisson 4a) and necessary information accuracy.

Step S3c: Survey drilling method When the survey drilling method is selected in Step S3a, as shown in FIG. 6, a plurality of locations including the path of the water diameter 3 based on the survey results in Step 2 (Steps 2a and 2b) are used. The excavation ground 1c is drilled into holes using a caisson excavator 4c equipped with a drilling attachment for installing in the work chamber 4b of the caisson 4a, and the drilling holes 7b for drilling are drilled in a row. The drilling of the investigation drilling 4b is performed at a plurality of locations crossing the path of the water diameter 3. Subsequently, a test solution such as warm water having a temperature different from that of the groundwater at the site is used as a tracer and introduced into the perforation 7b for investigation formed in the water diameter 3, and the sensors 5c for detecting the water temperature are perforated in the above-described rows. The water temperature is measured with a measuring machine over time in a measurement chamber 5a that is inserted into the survey hole 7b and installed on the ground via the signal line 5b. Or, at a plurality of points in the direction of travel of the path of water diameter 3 and at a plurality of positions in a direction crossing the path of water diameter 3, hole excavation is performed in the same manner as the excavation ground 1c, for example, upstream and downstream of the water diameter 3 After forming the drilling holes 7b in rows for the two points on the side, a tracer is inserted into each drilling hole 7b formed in the water diameter 3, and a sensor 5c for detecting the water temperature is inserted into the drilling hole 7b. Similarly, the water temperature may be measured with a measuring instrument in the measurement chamber 5a installed on the ground via the signal line 5b. Each sensor 5c is inserted in each investigation hole 7b formed so as to cross the water diameter 3, and by measuring the water temperature from each sensor 5c, a longitudinal section constituted by each investigation hole 7b. Data can be collected for a plurality of points on a two-dimensional coordinate in a plane, and information on a slit-like portion of an arbitrary cross section having a water diameter of 3 can be obtained.

  According to this investigation method, it is possible to detect the temperature change of the tracer with time, and the flow velocity of the groundwater flow in the investigation perforations 7b to 7b upstream of the water diameter 3 can be analyzed by temperature logging. . In this case as well, as in the survey excavation groove method described above, the determination when the measurement location is one point or a plurality of points is determined based on the scale of the work room 4b, the time required for measurement, and the information accuracy. That's fine.

  In addition, when it implements about each of the measurement by the excavation groove method for investigation, and the measurement by the excavation method for investigation, it becomes the completely same result by the property of the soil particle which comprises the ground 1b, the property of the groundwater in the ground 1b, etc. Although the possibility is low, the same conclusion is reached with respect to the judgment based on each processing result shown below.

Step S1a: Repetitive construction By carrying out these two-stage measurement processes (steps S2, S2a, S2b and steps S3, S3a, S3b, S3c) according to the caisson 4a settling in the pneumatic caisson construction, the longitudinal section of the ground 1b In the direction (depth direction), it is possible to confirm the presence or absence of the actual water diameter 3, and to grasp the property when the existence is confirmed. Here, since the tracer used for the survey is a material that does not harm the environment, it does not require waste material treatment, and the formation sites of the survey excavation grooves 7a and the survey drill holes 7b necessary for the survey are also simply described. It is safe and efficient because it does not affect the subsequent pneumatic caisson construction process because it only stays excavated.

  As shown in FIGS. 7A and 7B, in the pneumatic caisson construction process in steps S1 and S1a described above, the result of the electrical resistance value or temperature change obtained in step S3b or step S3c is the measurement time. Are processed in the measurement chamber 5a in the form of an electric resistance amount-ground depth curve diagram (A) or a temperature recovery rate-ground depth curve diagram (B).

  From this, from the rate of change of the measurement results for each of FIGS. 7 (A) and 7 (B), the groundwater flow similarly exists as a flow section 7c at a depth of 39 to 45 m and is the maximum at a depth of 41 m. It turns out that the condition is present.

  Furthermore, in the analysis of the flow velocity in the groundwater flow, the analysis result can be obtained immediately by using the advection dispersion program, which is a computer processing software already disclosed in the investigation excavation groove method. In addition, as shown in FIGS. 8A and 8B, in the drilling method for investigation, a temperature recovery rate-time curve diagram (B) using the ground depth as a parameter is created based on the measurement result in step S3c, and the groundwater The flow velocity can be easily determined by comparing with a temperature recovery rate-time standard diagram (A) (see Non-Patent Document 1) using the flow velocity as a parameter.

  As for hydraulic constants other than the flow velocity, the hydraulic conductivity is obtained by conducting a separate hydraulic permeability test (not shown) based on the sampling of the excavated ground 1c in step S2b and the granular measurement results of the soil particles. In addition, since it is possible to calculate the hydrodynamic gradient by combining the flow velocity results of the groundwater flow, the necessary information including the position, scale, and properties of the water diameter 3 can be obtained through this series of investigation steps. Is extracted.

Step S4: Installation of Temporary Well Next, as shown in FIG. 9, the temporary collection well 8a and the temporary condensate well 8b to be temporary wells are provided with the caisson 4a sandwiched therebetween, and the water diameter 3 is provided in the longitudinal direction. In the state to be installed, it is installed on the upstream side and downstream side of the water diameter 3. It should be noted that the standard including the scale of the temporary well can be determined from the properties of the water diameter 3 clarified in the investigation process in the above-described steps S2, S2a, S2b, S3, S3a, S3b and step S3c. . Here, the solid line arrow shown shows the flow direction of a groundwater flow.

  Further, as shown in FIGS. 9 and 10, the temporary catchment well 8a and the temporary condensate well 8b are set at a planar position separated from the caisson 4a by a required distance, and in the subsequent sinking excavation process of the caisson 4a, the ground 1b is interposed. It will be a safety measure not to affect the environment.

  In addition, by installing the temporary well strainer 8e at the bottom of the caisson 4a at the bottom of the ground 1d, the function of a simple water storage facility for groundwater flow with a water diameter of 3 as a channel To satisfy the stable function as a well against the amount of water flow.

Step S5: Circulation of the flowing water channel Subsequently, a pumping pump 9a is installed in the lower part of the temporary collection well 8a, a drainage pump 9b is installed in the upper piping path, and piping connection is made with the temporary water channel 9c. The end of the temporary water passage 9c is connected to a water tank 9d installed on the ground, and the temporary water passage 9c is connected from the water tank 9d to the temporary condensate well 8b.

  As a result, the groundwater flow having the water diameter 3 as a flow channel flows from the upstream side of the water diameter 3 into the temporary collection well 8a through the strainer 8e, and is operated by the pumping pump 9a and the drainage pump 9b. After flowing through the inside of the tank 9c and once stored in the water tank 9d, an amount corresponding to the original water amount of the water diameter 3 is discharged to the temporary condensate well 8b, and a flow that drains again downstream of the water diameter 3 is formed. Here, the amount of water discharged from the water tank 9d, that is, the original water flow amount of the water diameter 3, is combined with the results of the investigations in steps S2, S2a, S2b and steps S3, S3a, S3b, S3c before the construction of the pneumatic caisson. It is possible to manage by controlling the natural groundwater level 2a at a constant level. In addition, the solid line arrow shown shows the flow path of a groundwater flow.

Step S6: Resuming Pneumatic Caisson Construction to Bottoming As shown in FIG. 11, the caisson 4a laying operation in the pneumatic caisson construction is resumed while maintaining the state of step S5 described above, and the ground 1d having a predetermined depth is obtained. To reach. In addition, the solid line arrow shown shows the flow path of a groundwater flow.

Step S6a: Ground replacement of the water flow layer Here, it is judged from the investigation result of the steps S2, S2a, S2b and steps S3, S3a, S3b, S3c or from the amount of water discharged to the temporary condensate well 8b in the above-mentioned step S5. Thus, when the scale including the amount of flowing water having a water diameter of 3 is large, the water flow layer 9e that becomes the main water flow channel is created.

  The installation location of the water flow layer 9e is located on a line connecting the main collection well 8c and the main condensate well 8d to be described later, and the material constituting the water flow layer 9e is, for example, cobblestone, agate, and crushed stone It is assumed that the water permeability coefficient is designed to be larger than that of the soil components constituting the water diameter 3 including the above. In addition, it is desirable that the cross-sectional area of the water-permeable layer 9e is designed to be larger than the cross-sectional area of the water diameter 3, thereby avoiding uncertain elements due to clogging of the water-permeable layer 9e.

  Here, when the scale including the flow amount of the water diameter 3 is such that the ground replacement of the water-passing layer 9e is not necessary, or when the middle 4i of the caisson 4a can be used. It is also possible to secure the main water passage by performing step S8a described later.

Step S7: Filled concrete work Subsequently, the buried concrete 4h is placed in the work chamber 4b, and the caisson 4a subsidence excavation process in the pneumatic caisson construction is completed.

Step S8: Installation of the Main Well Next, as shown in FIG. 9, the main drainage well 8c and the main condensate well 8d to be the main well are sandwiched between the caissons 4a and the water diameter 3 is set. Installed upstream and downstream of the water diameter 3 in a state penetrating in the longitudinal direction. Here again, the standard including the scale of the main well can be determined from the properties of the water diameter 3 clarified in the investigation process, similarly to the reason described in step S4.

  Further, as shown in FIGS. 9 and 12, the main water collection well 8c and the main condensate well 8d are placed close to the caisson 4a, thereby hindering the caisson 4a, which has completed all the steps, from functioning as a facility. It is desirable to install it in a flat position so that it does not come out, and basically arrange it in order to suppress the substantial occupied area of the facility. Of course, it is possible to improve the stability as a structure by finally fastening and integrating the caisson 4a and the main drainage well 8c and the caisson 4a and the main condensate well 8d.

  Furthermore, in the same way as the temporary well installation process, the groundwater flow with the water diameter 3 as the flow path is established by installing the bottom of the strainer 8e of each of the main wells to the depth of the ground bottom 1d of the caisson 4a. The function of a simple water storage facility is added to satisfy the stable function as a well against the amount of water flow.

  Further, by connecting the water reservoir 9e created in step S6a and the strainer 8e of the main drainage well 8c and the main condensate well 8d, the main wells are connected to each other through the water reservoir 9e. . As a result, the groundwater flow having the water diameter 3 as the flow channel flows from the upstream side of the water diameter 3 through the strainer 8e into the main drainage well 8c and passes through the water flow layer 9e which is the main waterway. Then, a flow that flows through the strainer 8e into the main condensate well 8d and drains downstream of the water diameter 3 is formed. In addition, the solid line arrow shown shows the flow path of a groundwater flow.

Step S8a: Penetration of the water flow pipe As described in the explanation of Step S6a, when the scale including the flow amount of the water diameter 3 does not require the ground replacement of the water flow layer 9e, or When the middle 4i of the caisson 4a can be used, the main water passage can be installed in the caisson 4a.

  That is, the side wall portion of the caisson 4a and the strainer 8e are drilled and drilled from the inside of the middle basin 4i of the caisson 4a to the inside of the main collection well 8c and the main condensate well 8d, respectively, and the water pipe 9f that becomes the main water passage. The main wells are connected to each other through the water pipe 9f. As a result, the groundwater flow with the water diameter 3 flowing through the strainer 8e flows from the upstream side of the water diameter 3 through the strainer 8e and has an open end inside the main water well 8c. Then, the water passes through the water conduit 9f serving as the main water conduit, flows into the main condensate well 8d through the opening at the other end of the water conduit 9f inside the main condensate well 8d, and drains again downstream of the water diameter 3 To form a flow. In addition, the solid line arrow shown shows the flow path of a groundwater flow.

Step 9: Completing the water diameter cutting operation As shown in FIG. 12 (or from comparison with FIG. 11), after the completion of each of the above-mentioned steps, the temporary collection well 8a and the temporary condensate well 8b and other incidental facilities are provided. By removing the pumping pump 9a, the drainage pump 9b, the temporary water passage 9c and the water storage tank 9d, the caisson 4a subsiding construction and the water diameter 3 turning construction in the pneumatic caisson construction are completed. It is a pneumatic caisson method that avoids the flow hindrance of groundwater flow with a water diameter of 3 with reliable investigation and analysis means.

  Furthermore, in the series of pneumatic caisson methods described above, the atmospheric pressure management in the work chamber 4b is limited to the positioning of the caisson 4a as a setting application without changing the management method in the normal pneumatic caisson method. Therefore, it is not necessary to take special measures other than the conventional management system for various survey processes, various well installation processes, and all processes including these processes. Contribute to chemical construction.

  It should be noted that it is within the scope of the present invention to appropriately change the design of the configuration shown in the embodiment here.

It is a flowchart which shows the construction method of the pneumatic caisson of embodiment of this invention. It is sectional drawing which shows the temperature measurement process (step S2, S2a) of the water diameter investigation stage in the construction method of the pneumatic caisson of embodiment of this invention. It is an isotherm schematic diagram of the thermography which shows the measurement result obtained by the temperature measurement process (step S2, S2a) of the water diameter investigation stage in the construction method of the pneumatic caisson of the embodiment of the present invention. It is sectional drawing which shows the sample measurement process (step S2, S2b) of the water diameter investigation stage in the construction method of the pneumatic caisson of embodiment of this invention. In the pneumatic caisson construction method according to the embodiment of the present invention, a part of the inside of the pneumatic caisson working chamber showing the advection dispersion investigation process (steps S3, S3a, S3b) by the excavation groove method for investigation in the water flow property investigation stage. FIG. In the construction method of the pneumatic caisson according to the embodiment of the present invention, the inside of a part of the ground in the pneumatic caisson working room showing the temperature logging process (steps S3, S3a, S3c) by the drilling method for investigation at the property investigation stage of the water flow is transmitted. It is a partially transparent perspective view shown in figure. In the construction method of the pneumatic caisson according to the embodiment of the present invention, the advection dispersion investigation process (step S3, S3a, S3b) by the investigation excavation groove method in the water flow property investigation stage and the temperature logging process by the investigation drilling method (step S3) , S3a, S3c) are the electric resistance amount-ground depth curve diagram (A) and the temperature recovery rate-ground depth curve diagram (B) showing the respective investigation results. In the construction method of the pneumatic caisson according to the embodiment of the present invention, the advection dispersion investigation process (step S3, S3a, S3b) by the investigation excavation groove method in the water flow property investigation stage and the temperature logging process by the investigation drilling method (step S3) , S3a, S3c) Temperature restoration rate-time standard diagram (A) with groundwater flow velocity as a parameter to estimate groundwater flow velocity from each survey result and temperature restoration rate-time curve diagram (B) with ground depth as parameter It is. It is the permeation | transmission perspective view which permeate | transmitted and illustrated the ground inside which shows the plane positional relationship of the temporary well and the installation process (step S4, S8) of a temporary well in the construction method of the pneumatic caisson of embodiment of this invention. It is sectional drawing which shows the installation process of the temporary well in the construction method of the pneumatic caisson of embodiment of this invention, and the cutting process (step S4, S5) of a flowing water channel. It is sectional drawing which shows the caisson bottoming process in the construction method of the pneumatic caisson of embodiment of this invention, the ground replacement process of a water flow layer, and a filling concrete process (step S6, S6a, S7). It is sectional drawing which shows the state (step S8, S8a, S9) at the time of completion of the installation process of the permanent well in the construction method of the pneumatic caisson of this embodiment, the penetration process of a water pipe, and construction.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1a Ground surface 1b Ground 1c Excavation ground 1d Landing ground (ground planned grounding)
2a Groundwater (groundwater level)
2b Working room water level 3 Water diameter (groundwater flow)
4a Caisson 4b Work room 4c Caisson excavator 4d Earth dumping bucket 4e Material shaft 4f Material lock 4g Blade ground contact surface 4h Filled concrete 4i Fillet 5a Measurement chamber 5b Signal line 5c Sensor 6a Thermo tracer 6b Measurement range 6c Thermography 6d Screening test Machine 7a Drilling groove for investigation 7b Drilling hole for investigation 7c Flow section 8a Temporary drainage well 8b Temporary condensate well 8c Main drainage well 8e Strainer 9a Pumping pump 9b Drainage pump 9c Temporary waterway 9d Reservoir 9e Passage layer (Main waterway)
9f Water pipe (main waterway)

  The construction process of the pneumatic caisson is a predetermined depth landing stage in which the sedimentation of the pneumatic caisson is resumed and settled at a predetermined depth of the caisson deposition, a ground replacement process in which a part of the caisson landing ground is used as a water layer, work Steps for installing a permanent collection well and a permanent condensate well through a filling concrete stage for filling the interior with concrete, or for the predetermined depth landing stage, the filling concrete stage, a permanent collection well and a permanent installation A step of installing a condensate well, a step of penetrating a water pipe connecting the upstream and downstream sides of the water diameter via the middle caisson, and removing the temporary drainage well, the temporary condensate well, and the temporary waterway And the step of cutting the groundwater through the permanent drainage well and the permanent condensate well through the permanent waterway.

Claims (8)

With the automatic pressure adjustment function of the working room pressure required for the construction of pneumatic caisson,
Investigation of the actual condition to identify the flow path of the groundwater flow in the process of the pneumatic caisson installation without changing the atmospheric pressure other than the purpose of the pneumatic caisson installation, and the property investigation to specify the flow section and the flow state Done
A pneumatic caisson method, wherein the pneumatic caisson is constructed so as to avoid the flow inhibition of the groundwater flow whose flow path and its flow section and flow state are specified. In the stage of the construction process of the pneumatic caisson,
A temperature measurement step for investigating the temperature distribution of the groundwater flow and a step of examining the actual condition by a sample measurement step for analyzing soil particles of the constituent ground; and
2. The pneumatic caisson method according to claim 1, further comprising a step of investigating the property by an advection dispersion investigation step of analyzing the flow velocity of the groundwater flow from an advection dispersion or a temperature logging step of analyzing from a temperature recovery rate. . The construction process of the pneumatic caisson is as follows:
Furthermore, installing a temporary collection well and a temporary condensate well across the pneumatic caisson,
Connecting the temporary catchment well and the temporary condensate well with a temporary waterway and cutting the groundwater flow,
In addition, a step of installing a permanent drainage well and a permanent condensate well through a ground replacement process that becomes a water flow layer of a permanent waterway at a predetermined depth landing stage of the pneumatic caisson and a buried concrete stage in a work room;
Or a step of penetrating the water pipe of the main waterway at the stage of installing the main water collection well and the main condensate well through the predetermined depth landing stage of the pneumatic caisson and the filling concrete stage of the work room;
Removing the temporary drainage well, the temporary condensate well, and the temporary waterway, and cutting the groundwater through the permanent drainage well and the permanent condensate through the permanent waterway. The pneumatic caisson method according to claim 1 or 2. In the survey of groundwater flow,
Measure the temperature distribution of groundwater (groundwater flow) with a thermotracer,
The pneumatic caisson method according to any one of claims 1 to 3, wherein the flow path of the groundwater flow is specified by thermography capable of three-dimensionally displaying the temperature distribution measured by the thermotracer. In the property survey of the groundwater flow,
The electrical resistance measurement of the advection and dispersion survey of groundwater (groundwater flow) is conducted using the excavation groove method for investigation,
The pneumatic caisson method according to any one of claims 1 to 3, wherein a flow section and a flow state of the groundwater flow are specified from an electric resistance change amount obtained by the measurement. In the property survey of the groundwater flow,
Measure the temperature of groundwater (groundwater flow) temperature logs using the drilling method for investigation,
The pneumatic caisson method according to any one of claims 1 to 3, wherein a flow section and a flow state of the groundwater flow are specified from a temperature recovery rate obtained by the measurement.   By connecting the temporary drainage well and the temporary condensate well that are installed vertically through the ground caisson across the pneumatic caisson that divides the groundwater, the temporary waterway is connected to the groundwater flow. The pneumatic caisson method according to any one of claims 1 to 3, wherein the pneumatic caisson method is cut. The groundwater flow is cut off by connecting a permanent drainage well and a permanent drainage well installed near the pneumatic caisson after the pneumatic caisson bottoms,
The pneumatic caisson method according to claim 7, wherein the temporary drainage well, the temporary condensate well, and the temporary waterway are removed.

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