北京地铁降水方法研究与应用
|
摘要
本文从多方位对于地铁降水问题进行了研究和探讨,对北京地铁降水问题进行了归纳和总结,从理论及实践等方面对地铁降水的方法、应用范围、选用参数、降水的设计、降水所引起的对周边环境的影响进行了探讨。运用具体事例对地铁施工中井点降水的方法及适用条件进行了研究及探讨。对北京地铁降水施工中的参数进行了研究,分析并得出了北京地铁降水中所选用参数的分类和取值。
重点对辐射井在地铁施工中的运用和辐射井的降水原理进行了分析、研究,探讨了在远离补给条件下辐射井的计算方法,并通过对实践中的实测数据进行的分析,得出了在一定条件下辐射井的流量与时间T 之间的关系变化函数Q′=Qe-at。
通过对地铁降水对周边环境的影响进行了研究。分析了降水所引起的地面沉降的原理及计算,及对于沉降量的预测。运用具体事例分析了降水所引起的地面沉降及推测趋势,并提出了保护的应急预案。对于防止地面沉降所采取的方法(地下水回灌问题)进行了研究,对于回灌的方法,回灌量的计算,回灌井的结构进行了探讨。并对地层坍塌问题进行了分析及采取对策的研究。
Traffic pressure in Beijing has been growing since mid-1980s and it has become a striking problem affecting normal functions of the capital city and restricting its economic and social development.
The way out for traffic in Beijing is to establish rail rapid transit road network in the city as soon as possible and form the city complex public traffic system in which rail rapid transit backbone and ground traffic connect and supplement each other. It is necessary for solution of traffic problem in Beijing to speed up construction of its subway road network and fully display its key role in public passenger transport system.
There are usually two difficult problems in the process of subway construction: First, most part of subway line is below the level of underground water and characteristic of multiple points, big length, and long time of construction, and it is difficult to handle underground water in the process of construction. Second, subway line is mostly located in downtown area where buildings and underground pipelines are dense, and this is another difficult problem in the process of construction as to how to handle the relations with traffic and occupation of land, prevent ground subsidence, and ensure the safety of surrounding ground and high buildings. Of above two problems, how to
undertake underground precipitation to ensure normal subway construction and how to contain ground settlement due to underground precipitation can be summarized as the problem how to undertake scientific precipitation during construction. According to the rock properties and water content of the 287.4 km2 of shallow groundwater aquifer within the fourth roundabout of Beijing, the distribution of shallow groundwater (above 30m) in Beijing may be divided appropriately into following areas: The urban area is divided into 5 areas according to single water yield of shallow wells (30m) and introduction is given hereunder: 1. Rich-water area I (single well yield of shallow groundwater over 30 m3/h) The area covers mid-west of Beijing, the aquifer is mainly composed of sand cobbles and coarse medium sand, average aquifer thickness is 13m, and infiltration coefficient of aquifer is 60~150 m/d. 2. Rich-water area II (single well yield of shallow groundwater at 20~30 m3/h) The area covers the center of the city, the aquifer is mainly composed of gravel cobbles, round gravel, and medium fine sand, and underground water has embedded depth at 15~17m. 3. Medium-rich water area III (single well yield of shallow groundwater at 10~20 m3/h) The area covers Xibahe, Dongzhimen, Jianguomen, east of Lvjiaying, and west of east fourth roundabout in the east, reaches Xizhimen in northwest, Xibahe, Shuguangli in northeast, Beixinqiao and Houhai in the south, taking the form of “U”. The aquifer is mainly composed of sand-gravel and medium fine
sand. 4. Weak-rich water area IV (single well yield of shallow groundwater at 5~10 m3/h) It mainly covers Anzhenqiao of the north third roundabout and north of Madianqiao in U form in the north, reaches Dongsheng Road in northwest, and Taiyanggong in northeast. The shallow aquifer of the area is poor, the formation is mainly composed of sandy clay and silty sand, etc., water yield is not stable, and infiltration coefficient is 20~40 m/d. 5. Poor-water area V (single well yield of shallow groundwater less than 5 m3/h) It is located on the mid-axis in the north of the city and over Gongzhufen. The shallow formations of this area contain basically no aquifer, and huge thickness of clay is mixed with some amount of silty fine sand. If the thin layer of silty fine sand is made proper use, water yield will be less than 5 m3/h. Underground water is one of the emphases for consideration in subway construction. It decides on the selection of construction method and seriously affects project cost and complex costs of construction. According to the study of the geohydrologic condition in North China, the geohydrologic condition in the area of construction should be studied amply for tunnel construction under quaternary geological conditions of North China. Then the most proper methods of controlling water and digging wells shall be chosen according to the level of underground water level, water content of underground aquifer, and rock properties of the aquifer, etc. Such preparation will save great money and enhance construction efficiency and safety, achieving twice the result with half the effort. At present, there are mainly following methods of controlling underground
water for subway construction in Beijing: (1) Block method: Water block by continuous wall, rotary blow-out piles, and mud injected into partial aquifer; water stop by fixed injection; deep-mixing cement wall blocking soil and water; water block through freezing method. (2) Well-point precipitation: Mainly including 1. Light well point; 2. Injection well point; 3. Deep well point (pipe well point); 4. infiltration well point (self-infiltration well); 5. Electric percolation well; 6. Radiation well point; 7. Covered drain (pipe) and open drainage, etc. Following materials shall be collected and known for design of precipitation engineering at certain place: l. Underground water distribution and burial conditions; 2. Dynamic water pressure and distribution of flowing network; 3. Formation permeability (infiltration coefficient); 4. Supply source and supply boundary materials. Hydraulic parameters of aquifer concerned in precipitation design consist of following two kinds: The first kind indicates the characteristics of the aquifer. The parameters indicating the permeability of aquifer include infiltration coefficient K and transmissibility coefficient T=KM, and M implies aquifer thickness. The parameter indicating water storage of aquifer is water storage coefficient S for artesian and feed-water degree for water-table aquifer; the parameter indicating the transmission speed of water head or water level in aquifer is pressure transmission coefficient for artesian, expressed in a. The second kind are parameters indicating interaction between aquifers after precipitation, including percolation coefficient B, indicating the scope of influence of underground water level in aquifer after precipitation, e.g., influence radius R.
Indoor test and site test may be used to fix the hydraulic parameters of aquifer. With site test, pumping test will be conducted on site to determine the hydraulic parameters of aquifer. Due to economic limitation, it is impossible to conduct pumping test at each station or between all stations during subway precipitation construction so as to determine geohydrologic parameters (infiltration coefficient K, influence radius R, etc.). So pumping test is conducted over some chosen representative areas to deduce the parameters of aquifers for subway construction in Beijing. The results of pumping test over different formations in different parts of Beijing show: 1. Characteristics of underground water in southwestern part of Beijing In the west, south, and area before mountains of Beijing, the formations mainly consist of sand, cobbles with shallow embedment, underground water there is phreatic water with embedment usually about 10~20m, and infiltration coefficient is usually over 100m / d. 2. Characteristics of underground water in the center of Beijing In the center of Beijing, the formations mainly consist of sand and cobble-gravel, and the aquifer is in sand, cobble formation. Phreatic water exists in 10~25m sand, cobble formations, underground water level is 10~20m, aquifer is 3~5m deep, and infiltration coefficient is usually 50~75m / d. Artesian water exists in 25~35m sand, cobble formations, underground water level has embedment at 20~22m, aquifer thickness is 5~10m, and infiltration coefficient is usually over 75m / d. 3. Characteristics of underground water in northeastern part of Beijing In the east and north of Beijing, underground water has shallow
XIIembedment and possesses several aquifers. If distribution of precipitation wells over ground system is not available during precipitation construction due to limitations of ground conditions (such as bridge area, river section, railway, traffic hub, ground buildings, etc.), underground conditions (such as underground pipeline, underground structures, etc.), or air conditions, radiation well precipitation may be adopted. Beijing No. 5 Subway Line first adopts radiation well technology for precipitation. In view of the construction and precipitation effect, radiation well precipitation is applicable to wide range of formations, aquifers such as cobble-gravel formation, sand formation, silt formation, etc., adopt horizontal wells for precipitation, and anticipated precipitation effect is available if correct construction process is adopted. Due to the special structure of radiation well, the hydraulic conditions are different from pipe well, big-opening well during pumping. The exact method of theoretical calculation is by far not available to fix the water yield of radiation well that usually refers to the materials of pumping test. According to analysis and summary of test data, calculation of the precipitation water yield of radiation wells for subway construction in Beijing usually adopts the formula away from water: lRqKHh?=???lg0.751. 36(2 2) During subway precipitation construction in Beijing, observation materials of radiation wells are displayed in the pumping process, and the flow of underground water is somewhat related to the time t. The water yield of radiation wells will decrease with time. With the time coefficient, the functional relationship between flow quantity Q and time T is as follows:
XIIIBy calculating the flow change curves of all radiation wells, we may get 0.0345-the average value of time coefficient. Through analysis of above factors affecting the flow of radiation wells, the calculation of the flow of radiation wells for subway construction in Beijing shall take into consideration following factors: With the time function t, the formula for calculation of the flow of radiation wells is: Q = αqne?at In which: a=0.0345 Thus, the changes in the flow of radiation wells can be known at any time during actual construction. This formula is obtained through the author’s analysis and summary of test data and is proved at some stations to render basic uniformity between the result of calculation and actual data. Radiation well construction consists of vertical well construction and horizontal well construction. Different methods shall be adopted according to the conditions of site and formations. The method of precipitation is restricted by various factors in the process of subway construction, such as geographical position of subway station, geohydrologic condition, relative position of construction structure and aquifer, etc., so that the method of precipitation shall be chosen according to actual circumstances in principle so as to achieve the best result. Most part of the subway line passes the region where buildings and underground pipelines are dense. It is difficult as to how to contain ground settlement and ensure the safety of surrounding ground and high buildings in the process of construction.
Settlement calculation will mainly depend on the soil nature of formations. Proper parameters shall be chosen to check calculation in numerous methods. Usually different parameters shall be chosen in different areas to conduct calculation and forecast the settlement. Beijing ground settlement monitor station established in Bawangfen in eastern suburb of Beijing in 1991, which mainly contains bedrock mark as deep as 251.16m and level marks at different depth, conducts profound study of the law of occurrence and evolution of ground settlement in Beijing and generalize a set of soil mechanical method applicable to the forecast of ground settlement in Beijing according to detailed monitor materials, e.g., integral leveling method that calculates the settlement of each formation according to its soil mechanical parameters respectively and then add them together. The formulae for calculation of the final settlement of water-release and consolidation of clayey formations and sandy formations are as follows: lg()1 000PS 粘= H+×εCc P+ΔP EsS 砂= H0×ΔP This formula is applicable to the area where underground water is mined for long and there is large area of ground settlement. Usually subway engineering precipitation is precipitation during the construction period; since there is small precipitation during the construction period (precipitation at 2~4rn, certain single-formation with maximum precipitation about 6m) and tunnel construction is in sections; when one section is completed, the precipitation for that section may be stopped, so that the time of precipitation is not long for certain part. Thus if no void forms, ground settlement due to precipitation is quite limited
according to the conditions of subway construction in Beijing. Following works shall be done properly to prevent ground settlement during digging tunnels: 1. Prevent move of solid grains. 2. Adopt effective construction method to shorten the time of precipitation and dig rapidly. 3. Recharge underground water. With precipitation recharge, set up specially designed shallow pumping wells and deep recharge wells at both sides of the structure along the subway line. Pump out underground water with shallow pumping wells in proportion and then use deep recharge wells to recharge the water, which passes quality test, into deep aquifer below 40m, which can guarantee digging wells without water, ensure the safety and stability of ground buildings, and protect water resources. Subway construction in Beijing may be divided into following kinds according to the site conditions of different sections and concrete characteristics: First kind: Xidan Station to east section of Tian’anmen West Station. The target formation of precipitation is single artesian, single artesian pump may be used for precipitation, and water may be pumped out at shallow formations and recharged into deep formations. Second kind: East of Jianguomen Station-Dabeiyao Station and Redianchang Station-open and shield digging interface section. The target formation of precipitation is single lower groundwater level, single phreatic water pump may be used for precipitation, permeated water may be introduced and pumped for precipitation at some places, and water may be pumped out at shallow formations and recharged into the shallow formations mainly at the water-table aquifer.
Third kind: Dabeiyao Station to Redianchang Station. The target formation of precipitation shall drain the water-table aquifer, lower artesian water head at some place and distribute pumps to introduce and pump water for precipitation with sand percolation wells intermittently. The underground water in that section has been seriously polluted and can not be recharged. Four kind: Tian’anmendong Station to east section of Jianguomen Station. The target formation of precipitation shall drain phreatic water and lower some artesian water head, distribute mixed precipitation wells with sand percolation wells and recharge wells intermittently, and pump out water at shallow formations and recharge it into deep formations. Concrete method: According to underground water reserve of all sections, make overflow self-infiltration sand well of different apertures from ground or inside pilot tunnel, drill pump wells in the middle and deep-level recharge wells at proper places. Drill self-percolation sand wells and pump wells into first artesian aquifer, drill recharge wells into the second or third artesian aquifer. So phreatic water may freely percolate into the first artesian aquifer through self-percolating sand wells, then pump wells may be used to pump water from the first artesian aquifer and recharge into the second and third artesian aquifers, which may drain the phreatic water. Through joint percolation of sand wells and pump wells, perched ground water is basically drained to guarantee digging tunnels without water. This method combining precipitation and recharge saves underground water resources considerably whole increasing water balance, strengthens local bearing force, and enhances the stability of the foundations of surrounding buildings.
重点对辐射井在地铁施工中的运用和辐射井的降水原理进行了分析、研究,探讨了在远离补给条件下辐射井的计算方法,并通过对实践中的实测数据进行的分析,得出了在一定条件下辐射井的流量与时间T 之间的关系变化函数Q′=Qe-at。
通过对地铁降水对周边环境的影响进行了研究。分析了降水所引起的地面沉降的原理及计算,及对于沉降量的预测。运用具体事例分析了降水所引起的地面沉降及推测趋势,并提出了保护的应急预案。对于防止地面沉降所采取的方法(地下水回灌问题)进行了研究,对于回灌的方法,回灌量的计算,回灌井的结构进行了探讨。并对地层坍塌问题进行了分析及采取对策的研究。
Traffic pressure in Beijing has been growing since mid-1980s and it has become a striking problem affecting normal functions of the capital city and restricting its economic and social development.
The way out for traffic in Beijing is to establish rail rapid transit road network in the city as soon as possible and form the city complex public traffic system in which rail rapid transit backbone and ground traffic connect and supplement each other. It is necessary for solution of traffic problem in Beijing to speed up construction of its subway road network and fully display its key role in public passenger transport system.
There are usually two difficult problems in the process of subway construction: First, most part of subway line is below the level of underground water and characteristic of multiple points, big length, and long time of construction, and it is difficult to handle underground water in the process of construction. Second, subway line is mostly located in downtown area where buildings and underground pipelines are dense, and this is another difficult problem in the process of construction as to how to handle the relations with traffic and occupation of land, prevent ground subsidence, and ensure the safety of surrounding ground and high buildings. Of above two problems, how to
undertake underground precipitation to ensure normal subway construction and how to contain ground settlement due to underground precipitation can be summarized as the problem how to undertake scientific precipitation during construction. According to the rock properties and water content of the 287.4 km2 of shallow groundwater aquifer within the fourth roundabout of Beijing, the distribution of shallow groundwater (above 30m) in Beijing may be divided appropriately into following areas: The urban area is divided into 5 areas according to single water yield of shallow wells (30m) and introduction is given hereunder: 1. Rich-water area I (single well yield of shallow groundwater over 30 m3/h) The area covers mid-west of Beijing, the aquifer is mainly composed of sand cobbles and coarse medium sand, average aquifer thickness is 13m, and infiltration coefficient of aquifer is 60~150 m/d. 2. Rich-water area II (single well yield of shallow groundwater at 20~30 m3/h) The area covers the center of the city, the aquifer is mainly composed of gravel cobbles, round gravel, and medium fine sand, and underground water has embedded depth at 15~17m. 3. Medium-rich water area III (single well yield of shallow groundwater at 10~20 m3/h) The area covers Xibahe, Dongzhimen, Jianguomen, east of Lvjiaying, and west of east fourth roundabout in the east, reaches Xizhimen in northwest, Xibahe, Shuguangli in northeast, Beixinqiao and Houhai in the south, taking the form of “U”. The aquifer is mainly composed of sand-gravel and medium fine
sand. 4. Weak-rich water area IV (single well yield of shallow groundwater at 5~10 m3/h) It mainly covers Anzhenqiao of the north third roundabout and north of Madianqiao in U form in the north, reaches Dongsheng Road in northwest, and Taiyanggong in northeast. The shallow aquifer of the area is poor, the formation is mainly composed of sandy clay and silty sand, etc., water yield is not stable, and infiltration coefficient is 20~40 m/d. 5. Poor-water area V (single well yield of shallow groundwater less than 5 m3/h) It is located on the mid-axis in the north of the city and over Gongzhufen. The shallow formations of this area contain basically no aquifer, and huge thickness of clay is mixed with some amount of silty fine sand. If the thin layer of silty fine sand is made proper use, water yield will be less than 5 m3/h. Underground water is one of the emphases for consideration in subway construction. It decides on the selection of construction method and seriously affects project cost and complex costs of construction. According to the study of the geohydrologic condition in North China, the geohydrologic condition in the area of construction should be studied amply for tunnel construction under quaternary geological conditions of North China. Then the most proper methods of controlling water and digging wells shall be chosen according to the level of underground water level, water content of underground aquifer, and rock properties of the aquifer, etc. Such preparation will save great money and enhance construction efficiency and safety, achieving twice the result with half the effort. At present, there are mainly following methods of controlling underground
water for subway construction in Beijing: (1) Block method: Water block by continuous wall, rotary blow-out piles, and mud injected into partial aquifer; water stop by fixed injection; deep-mixing cement wall blocking soil and water; water block through freezing method. (2) Well-point precipitation: Mainly including 1. Light well point; 2. Injection well point; 3. Deep well point (pipe well point); 4. infiltration well point (self-infiltration well); 5. Electric percolation well; 6. Radiation well point; 7. Covered drain (pipe) and open drainage, etc. Following materials shall be collected and known for design of precipitation engineering at certain place: l. Underground water distribution and burial conditions; 2. Dynamic water pressure and distribution of flowing network; 3. Formation permeability (infiltration coefficient); 4. Supply source and supply boundary materials. Hydraulic parameters of aquifer concerned in precipitation design consist of following two kinds: The first kind indicates the characteristics of the aquifer. The parameters indicating the permeability of aquifer include infiltration coefficient K and transmissibility coefficient T=KM, and M implies aquifer thickness. The parameter indicating water storage of aquifer is water storage coefficient S for artesian and feed-water degree for water-table aquifer; the parameter indicating the transmission speed of water head or water level in aquifer is pressure transmission coefficient for artesian, expressed in a. The second kind are parameters indicating interaction between aquifers after precipitation, including percolation coefficient B, indicating the scope of influence of underground water level in aquifer after precipitation, e.g., influence radius R.
Indoor test and site test may be used to fix the hydraulic parameters of aquifer. With site test, pumping test will be conducted on site to determine the hydraulic parameters of aquifer. Due to economic limitation, it is impossible to conduct pumping test at each station or between all stations during subway precipitation construction so as to determine geohydrologic parameters (infiltration coefficient K, influence radius R, etc.). So pumping test is conducted over some chosen representative areas to deduce the parameters of aquifers for subway construction in Beijing. The results of pumping test over different formations in different parts of Beijing show: 1. Characteristics of underground water in southwestern part of Beijing In the west, south, and area before mountains of Beijing, the formations mainly consist of sand, cobbles with shallow embedment, underground water there is phreatic water with embedment usually about 10~20m, and infiltration coefficient is usually over 100m / d. 2. Characteristics of underground water in the center of Beijing In the center of Beijing, the formations mainly consist of sand and cobble-gravel, and the aquifer is in sand, cobble formation. Phreatic water exists in 10~25m sand, cobble formations, underground water level is 10~20m, aquifer is 3~5m deep, and infiltration coefficient is usually 50~75m / d. Artesian water exists in 25~35m sand, cobble formations, underground water level has embedment at 20~22m, aquifer thickness is 5~10m, and infiltration coefficient is usually over 75m / d. 3. Characteristics of underground water in northeastern part of Beijing In the east and north of Beijing, underground water has shallow
XIIembedment and possesses several aquifers. If distribution of precipitation wells over ground system is not available during precipitation construction due to limitations of ground conditions (such as bridge area, river section, railway, traffic hub, ground buildings, etc.), underground conditions (such as underground pipeline, underground structures, etc.), or air conditions, radiation well precipitation may be adopted. Beijing No. 5 Subway Line first adopts radiation well technology for precipitation. In view of the construction and precipitation effect, radiation well precipitation is applicable to wide range of formations, aquifers such as cobble-gravel formation, sand formation, silt formation, etc., adopt horizontal wells for precipitation, and anticipated precipitation effect is available if correct construction process is adopted. Due to the special structure of radiation well, the hydraulic conditions are different from pipe well, big-opening well during pumping. The exact method of theoretical calculation is by far not available to fix the water yield of radiation well that usually refers to the materials of pumping test. According to analysis and summary of test data, calculation of the precipitation water yield of radiation wells for subway construction in Beijing usually adopts the formula away from water: lRqKHh?=???lg0.751. 36(2 2) During subway precipitation construction in Beijing, observation materials of radiation wells are displayed in the pumping process, and the flow of underground water is somewhat related to the time t. The water yield of radiation wells will decrease with time. With the time coefficient, the functional relationship between flow quantity Q and time T is as follows:
XIIIBy calculating the flow change curves of all radiation wells, we may get 0.0345-the average value of time coefficient. Through analysis of above factors affecting the flow of radiation wells, the calculation of the flow of radiation wells for subway construction in Beijing shall take into consideration following factors: With the time function t, the formula for calculation of the flow of radiation wells is: Q = αqne?at In which: a=0.0345 Thus, the changes in the flow of radiation wells can be known at any time during actual construction. This formula is obtained through the author’s analysis and summary of test data and is proved at some stations to render basic uniformity between the result of calculation and actual data. Radiation well construction consists of vertical well construction and horizontal well construction. Different methods shall be adopted according to the conditions of site and formations. The method of precipitation is restricted by various factors in the process of subway construction, such as geographical position of subway station, geohydrologic condition, relative position of construction structure and aquifer, etc., so that the method of precipitation shall be chosen according to actual circumstances in principle so as to achieve the best result. Most part of the subway line passes the region where buildings and underground pipelines are dense. It is difficult as to how to contain ground settlement and ensure the safety of surrounding ground and high buildings in the process of construction.
Settlement calculation will mainly depend on the soil nature of formations. Proper parameters shall be chosen to check calculation in numerous methods. Usually different parameters shall be chosen in different areas to conduct calculation and forecast the settlement. Beijing ground settlement monitor station established in Bawangfen in eastern suburb of Beijing in 1991, which mainly contains bedrock mark as deep as 251.16m and level marks at different depth, conducts profound study of the law of occurrence and evolution of ground settlement in Beijing and generalize a set of soil mechanical method applicable to the forecast of ground settlement in Beijing according to detailed monitor materials, e.g., integral leveling method that calculates the settlement of each formation according to its soil mechanical parameters respectively and then add them together. The formulae for calculation of the final settlement of water-release and consolidation of clayey formations and sandy formations are as follows: lg()1 000PS 粘= H+×εCc P+ΔP EsS 砂= H0×ΔP This formula is applicable to the area where underground water is mined for long and there is large area of ground settlement. Usually subway engineering precipitation is precipitation during the construction period; since there is small precipitation during the construction period (precipitation at 2~4rn, certain single-formation with maximum precipitation about 6m) and tunnel construction is in sections; when one section is completed, the precipitation for that section may be stopped, so that the time of precipitation is not long for certain part. Thus if no void forms, ground settlement due to precipitation is quite limited
according to the conditions of subway construction in Beijing. Following works shall be done properly to prevent ground settlement during digging tunnels: 1. Prevent move of solid grains. 2. Adopt effective construction method to shorten the time of precipitation and dig rapidly. 3. Recharge underground water. With precipitation recharge, set up specially designed shallow pumping wells and deep recharge wells at both sides of the structure along the subway line. Pump out underground water with shallow pumping wells in proportion and then use deep recharge wells to recharge the water, which passes quality test, into deep aquifer below 40m, which can guarantee digging wells without water, ensure the safety and stability of ground buildings, and protect water resources. Subway construction in Beijing may be divided into following kinds according to the site conditions of different sections and concrete characteristics: First kind: Xidan Station to east section of Tian’anmen West Station. The target formation of precipitation is single artesian, single artesian pump may be used for precipitation, and water may be pumped out at shallow formations and recharged into deep formations. Second kind: East of Jianguomen Station-Dabeiyao Station and Redianchang Station-open and shield digging interface section. The target formation of precipitation is single lower groundwater level, single phreatic water pump may be used for precipitation, permeated water may be introduced and pumped for precipitation at some places, and water may be pumped out at shallow formations and recharged into the shallow formations mainly at the water-table aquifer.
Third kind: Dabeiyao Station to Redianchang Station. The target formation of precipitation shall drain the water-table aquifer, lower artesian water head at some place and distribute pumps to introduce and pump water for precipitation with sand percolation wells intermittently. The underground water in that section has been seriously polluted and can not be recharged. Four kind: Tian’anmendong Station to east section of Jianguomen Station. The target formation of precipitation shall drain phreatic water and lower some artesian water head, distribute mixed precipitation wells with sand percolation wells and recharge wells intermittently, and pump out water at shallow formations and recharge it into deep formations. Concrete method: According to underground water reserve of all sections, make overflow self-infiltration sand well of different apertures from ground or inside pilot tunnel, drill pump wells in the middle and deep-level recharge wells at proper places. Drill self-percolation sand wells and pump wells into first artesian aquifer, drill recharge wells into the second or third artesian aquifer. So phreatic water may freely percolate into the first artesian aquifer through self-percolating sand wells, then pump wells may be used to pump water from the first artesian aquifer and recharge into the second and third artesian aquifers, which may drain the phreatic water. Through joint percolation of sand wells and pump wells, perched ground water is basically drained to guarantee digging tunnels without water. This method combining precipitation and recharge saves underground water resources considerably whole increasing water balance, strengthens local bearing force, and enhances the stability of the foundations of surrounding buildings.
引文
1 薛禹群主编,《地下水动力学》,北京:地质出版社,1986
2 [美]C.S.德赛.J.T.克里斯琴主编,《岩土工程数值方法》,北京:中国建筑工业出版社,1981
3 《供水水文地质手册》,北京:地质出版社,1977
4 宁夏农学院,全达人主编,《地下水利用》,北京:中国水利水电出版社,1996
5 陈崇希,《地下水不稳定井流计算方法》,北京:地质出版社,1983
6 朱学愚等编,《地下水资源评价》,南京:南京大学出版社,1987
7 叶水庭等编,《地下水文学》,南京:河海大学出版社,1991
8 吴林高等编,《工程降水设计施工与基坑渗流理论》,北京:人民交通出版社,2003
9 王大纯等编,《水文地质学基础》,北京:地质出版社,1986
10 吴林高等编,《渗流力学》,上海:上海科学技术文献出版社,1996
11 《供水水文地质钻探与凿井》操作规程》,北京:中国建筑工业出版社,1987
12 《供水管井技术规程》,北京:中国计划出版社,1999
13 《建筑与市政降水工程技术规范》,北京:中国建筑工业出版社,1999
14 《北京地铁暗挖隧道水平冻结施工技术的研究》,1998
15 张在明,《地下水与建筑基础工程》,北京:中国建筑工业出版社, 2001
16 陈崇希,林敏,《地下水动力学》,北京:中国地质大学出版社,1999
17 上海地质处,《国外地面沉降论文选译》,北京:地质出版社,1978
18 Roland Bravo,A.R.ivera,等,地质矿产部地质环境管理司组织翻译,《地面沉降——第四届地面沉降国际讨论会译文选集》,北京:地震出版社,1994
19 沈照理主编,《水文地质学》,北京:科学出版社,1985
20 陈崇希,《地下水流动问题数值方法》,北京:中国地质大学出版社,1994 [期刊文献]
1 侯景岩,刘永量,《辐射井在地铁及深基坑降水中的作用》,《地下地铁技术文集2003》,2003
2 姜斌,《建筑与市政降水工程技术规范探讨》,《山西建筑》,2003, 29(10):96-97
3 尚银生,《浅谈〈建筑与市政降水工程技术规范〉》,《西部探矿工程》,2002, 14(3):139-140
4 刘广志,《北京城市复杂地区用辐射井系统降水技术研究与施工获得成功》,《探矿工程:岩土钻掘工程》,32(2):8-8
5 付刚、熊宗喜、秦沛,《辐射井在北京地铁五号线降水工程中的应用》,《探矿工程:岩土钻掘工程》,31(10):15-19
6 曲颖丽、于东光、张忠平、黄正国,《辐射井技术在挖桩工程中的应用》,《黑龙江水专学报》,2000,27(2): 71-72
7 张继清,《辐射井降水的施工工艺和单价分析》,《铁路工程造价管理》,2004,19(3): 41-44
8 维平、侯景岩,《地铁隧道及深基坑降水施工中辐射井的应用》,《市政技术》,2004,22(2): 76-78,81
9 王国强、程永胜等,《辐射井技术在贫水地区的应用》,《水文地质工程地质》,2002,29(5):57-58
10 张治晖、张治昊,《“疏不干含水层”的辐射井降水技术》,《岩土工程技术》,2000(3):159-161
11 徐全怀、郑钦祥等,《影响大口径辐射井产水量的因素及对策》,《河南石油》,2000,14(6):34-35,52
12 邹清,《浅谈止水材料》,《房材与应用》,2005,33(4):50-50
13 霍瑞琴,《管井降水在某工程中的应用》,《施工技术(北京)》,2005,34(6):62-63
14 曹全民,《管井降水在低渗透性粉质粘土中的应用》,《施工技术(北京)》,2005,34(6)
15 梅洪亮,《“抽渗结合”降水施工技术》,《施工技术(北京)》,2002,31(1):25-26
16 张宏程,《概化大井计算法在深基坑降水中的应用》,《施工技术(北京)》,2002,31(1):27
17 朱林,《人工挖孔桩施工中的疏干降水技术》,《施工技术(北京)》,2001,30(9):18-19
18 于永志、吴纯华,《直线并排的降水设计与应用》,《施工技术(北京)》,2000,29(1):47-48
19 陈志荣、熊传祥,《深井降水在基坑工程中的应用》,《西部探矿工程》,2005,17(10):14-16
20 张立杰、秦紫东、东迎欣等,《基坑降水的三维非稳定渗流数值模拟》,《低温建筑技术》,2005,4(10):79-80
21 白应生、康婷、苏巨诗,《少陵塬黄土潜水层深井降水计算模型及应用》,《岩土工程技术》,2005,19(4):208-210
22 吴杰,《轻型井点降水在嫩右工程施工中的应用》,《东北水利水电》,2005,23(8):21-22,56
23 沈拥军、刘忠胜,《深井井点降水的施工实践》,《土工基础》,2005,19(2):6-8
24 韩晓宏,《关于轻型射流二级井点降水施工方案的设计》,《鸡西大学学 报:综合版》,2005,5(3):61-62
25 聂勇民,《在热力管网工程中深井降水的应用及测算》,《山西建筑》,2005,31(15):156-157
26 袁细平,《真空轻型井点降水止水方法在基坑工程中的应用》,《发明与创新》,2005,8:27-28
27 耿莉、张亚彬,《轻型井点降水在二级曝气池土方工程中的应用》,《黑龙江水专学报》,2005,32(2):132-133
28 郭宏杰,《基础工程井点降水时对相邻建筑的保护》,《建筑工人》,2005,6:18-20
29 姜清华、邱进锋,《长江中游某大桥锚碇深基坑降水设计》,《土工基础》,2005,19(3):7-8,11
30 冯华斌,曾睿,《井管降水法在前湖电排站施工中的应用》,《江西水利科技》,2005,31(2):104-106
31 王刚,《地铁车站深基坑开挖降水技术》,《西部探矿工程》,2005,17(B07):42-43
32 马书龙,《在地道桥施工中轻型井点与管井井点降水法的应用》,《铁道建筑》,2005,7:4-5
33 夏红光、葛克水、张小宝,《轻型井点降水在郑州凤凰电缆隧道工程中的应用》,《探矿工程:岩土钻掘工程》,2005,32(6):63-64
34 何煜、王渊辉、王磊,《管井降水在城市基础工程建设中的应用探讨》,《平顶山工学院学报》,2005,14(2):10-11,29
35 林季伦,《某广场地下室降水井涌水堵漏施工》,《中国建筑防水》,2005,7:34-35
36 宋国台、董利华、刘有才,《自流深井配轻型井点降水在砂质土深基坑中的应用》,《建筑施工》,2005,27(6):40-41,45
37 彭少中,《地下工程渗透注浆格构式止水帷幕施工技术》,《山西建筑》, 2005,31(11):88-89
38 袁培中,《土层锚杆与管井降水技术在基坑工程中的应用》,《山西建筑》,2005,31(11):79,160
39 索晓明,《浅谈沈阳地铁降水方案选择》,《隧道建设》,2005,25(3):1-3,6
40 明楼春,《人工挖孔桩在设计和施工中应注意的问题》,《山西建筑》,2005,31(13):72-73
41 高毅明,《人工挖孔灌注桩场地降水成败原因分析及对策》,《地质装备》,2005,6(2):34-35
42 李永福、王蕊,《污水处理厂项目降水方案设计探讨》,《四川建筑科学研究》,2005,31(3):94,97
43 魏焕卫、孙剑平、陈启辉、姜尊义,《120m 烟囱倾斜原因及降水纠偏的作法及效果》,《建筑技术》,2005,36(6):425-427
44 郭增玉、郭金晓、陈昌禄,《水平井基坑降水的数学模型及应用》,《西安理工大学学报》,2005,21(1):24-28
45 陈添泉、王伟章、林少川,《深厚软基深基坑开挖降水减压方案设计与应用》,《广东土木与建筑》,2005,4:10-12
46 王永东、罗赞荣,《轻型井点降水在南京三桥水中墩承台施工中的应用》,《世界桥梁》,2005,2:24-26
47 舒守娟、喻自凤等,《西藏地区复杂地形下的降水空间分布估算模型》,《地球物理学报》,2005,48(3):535-542
48 罗辉黔,《北京美邦亚联广场工程停建基坑支护及降水方案设计》,《工程科技》,2005,2:46-51
49 田万义、袁勇军、罗科、李新庭,《采用抽渗结合的基坑降水施工技术》,《建筑技术》,2005,36(5):336-338
50 牟联合,《某医院综合住院楼一期工程基坑降水设计及施工》,《四川水 力发电》,2005,24(2):55-56,58
51 许春枝、陈彦群、李玉栋,《城市深大基坑降水方法研究》,《中国煤田地质》,2005,17(2):21-24,39
52 史文杰,《饱和粉质砂土内浅埋暗挖法施工降水技术》,《隧道建设》,2005,25(2):34-35
53 何进基,《深基坑井点降水施工》,《企业技术开发》,2005,24(5):20-21
54 吕勤、熊军,《管井降水在深基坑工程中的应用》,《低温建筑技术》,2005,2:71-72
55 王凤江,《虹吸排渗系统在尾矿坝降水工程中的应用》,《中国地质灾害与防治学报》,2005,16(1):102-105
56 冯晓腊、熊文林、胡涛、沈江涛,《三维水-土耦合模型在深基坑降水计算中的应用》,《岩石力学与工程学报》,2005,24(7):1196-1201
57 刘广志,《北京城市复杂地区用辐射井系统降水技术研究与施工获得成功》,《探矿工程:岩土钻掘工程》,2005,32(2):8
58 王朵,《北京城市铁路东直门站深基坑降水施工技术》,《市政技术》,2005,23(2):104-107
59 毕新玲,《基坑降水与沉降治理工程实录》,《西部探矿工程》,2005,17(1):5-6
60 阎世骏、刘长礼,《城市地面沉降研究现状与展望》,《地学边缘》,1996,3(1):93-98
61 J.F.Miao & L.G.Wu,Mathematical modeling of land subsidence due to pumping of a multi-aquifer systems with vis elastic properties,Land Subsidence(Proceedings of the 4th Internal Symposium on Land Subsidence)
62 Ktenneth W.Cargill,M.ASCE,Prediction of consolidation ofvery soft soil.Journal of Geot.Eng.Vol.1 110 No.6,1984
63 Z.Q.Yang&R.Wang.Dynamic compacted gravel column-A new kind of composite ground,PROCEEDINGS OF THE INTERNATIONAL CONFERENCE ON SOFT SOIL ENGINEERING.Recent Advances in Soft Soil Engineering,1993
64 Garlanger,J.E.The consolidation of soil exhibiting creep under constant effective stress.Geotechnique 22,PP71-78,1972
65 G Gambolati,R Allan Freeze.Mathematical simulation of the subsidence of Venice.Theory.Water Resource resource Research,1973,9(3):721-733.
66 R W Lewis,B Schrefler. Afully coupled consolidation model of the subsidence of Venice.Water Resource Research,1978,14(2)
2 [美]C.S.德赛.J.T.克里斯琴主编,《岩土工程数值方法》,北京:中国建筑工业出版社,1981
3 《供水水文地质手册》,北京:地质出版社,1977
4 宁夏农学院,全达人主编,《地下水利用》,北京:中国水利水电出版社,1996
5 陈崇希,《地下水不稳定井流计算方法》,北京:地质出版社,1983
6 朱学愚等编,《地下水资源评价》,南京:南京大学出版社,1987
7 叶水庭等编,《地下水文学》,南京:河海大学出版社,1991
8 吴林高等编,《工程降水设计施工与基坑渗流理论》,北京:人民交通出版社,2003
9 王大纯等编,《水文地质学基础》,北京:地质出版社,1986
10 吴林高等编,《渗流力学》,上海:上海科学技术文献出版社,1996
11 《供水水文地质钻探与凿井》操作规程》,北京:中国建筑工业出版社,1987
12 《供水管井技术规程》,北京:中国计划出版社,1999
13 《建筑与市政降水工程技术规范》,北京:中国建筑工业出版社,1999
14 《北京地铁暗挖隧道水平冻结施工技术的研究》,1998
15 张在明,《地下水与建筑基础工程》,北京:中国建筑工业出版社, 2001
16 陈崇希,林敏,《地下水动力学》,北京:中国地质大学出版社,1999
17 上海地质处,《国外地面沉降论文选译》,北京:地质出版社,1978
18 Roland Bravo,A.R.ivera,等,地质矿产部地质环境管理司组织翻译,《地面沉降——第四届地面沉降国际讨论会译文选集》,北京:地震出版社,1994
19 沈照理主编,《水文地质学》,北京:科学出版社,1985
20 陈崇希,《地下水流动问题数值方法》,北京:中国地质大学出版社,1994 [期刊文献]
1 侯景岩,刘永量,《辐射井在地铁及深基坑降水中的作用》,《地下地铁技术文集2003》,2003
2 姜斌,《建筑与市政降水工程技术规范探讨》,《山西建筑》,2003, 29(10):96-97
3 尚银生,《浅谈〈建筑与市政降水工程技术规范〉》,《西部探矿工程》,2002, 14(3):139-140
4 刘广志,《北京城市复杂地区用辐射井系统降水技术研究与施工获得成功》,《探矿工程:岩土钻掘工程》,32(2):8-8
5 付刚、熊宗喜、秦沛,《辐射井在北京地铁五号线降水工程中的应用》,《探矿工程:岩土钻掘工程》,31(10):15-19
6 曲颖丽、于东光、张忠平、黄正国,《辐射井技术在挖桩工程中的应用》,《黑龙江水专学报》,2000,27(2): 71-72
7 张继清,《辐射井降水的施工工艺和单价分析》,《铁路工程造价管理》,2004,19(3): 41-44
8 维平、侯景岩,《地铁隧道及深基坑降水施工中辐射井的应用》,《市政技术》,2004,22(2): 76-78,81
9 王国强、程永胜等,《辐射井技术在贫水地区的应用》,《水文地质工程地质》,2002,29(5):57-58
10 张治晖、张治昊,《“疏不干含水层”的辐射井降水技术》,《岩土工程技术》,2000(3):159-161
11 徐全怀、郑钦祥等,《影响大口径辐射井产水量的因素及对策》,《河南石油》,2000,14(6):34-35,52
12 邹清,《浅谈止水材料》,《房材与应用》,2005,33(4):50-50
13 霍瑞琴,《管井降水在某工程中的应用》,《施工技术(北京)》,2005,34(6):62-63
14 曹全民,《管井降水在低渗透性粉质粘土中的应用》,《施工技术(北京)》,2005,34(6)
15 梅洪亮,《“抽渗结合”降水施工技术》,《施工技术(北京)》,2002,31(1):25-26
16 张宏程,《概化大井计算法在深基坑降水中的应用》,《施工技术(北京)》,2002,31(1):27
17 朱林,《人工挖孔桩施工中的疏干降水技术》,《施工技术(北京)》,2001,30(9):18-19
18 于永志、吴纯华,《直线并排的降水设计与应用》,《施工技术(北京)》,2000,29(1):47-48
19 陈志荣、熊传祥,《深井降水在基坑工程中的应用》,《西部探矿工程》,2005,17(10):14-16
20 张立杰、秦紫东、东迎欣等,《基坑降水的三维非稳定渗流数值模拟》,《低温建筑技术》,2005,4(10):79-80
21 白应生、康婷、苏巨诗,《少陵塬黄土潜水层深井降水计算模型及应用》,《岩土工程技术》,2005,19(4):208-210
22 吴杰,《轻型井点降水在嫩右工程施工中的应用》,《东北水利水电》,2005,23(8):21-22,56
23 沈拥军、刘忠胜,《深井井点降水的施工实践》,《土工基础》,2005,19(2):6-8
24 韩晓宏,《关于轻型射流二级井点降水施工方案的设计》,《鸡西大学学 报:综合版》,2005,5(3):61-62
25 聂勇民,《在热力管网工程中深井降水的应用及测算》,《山西建筑》,2005,31(15):156-157
26 袁细平,《真空轻型井点降水止水方法在基坑工程中的应用》,《发明与创新》,2005,8:27-28
27 耿莉、张亚彬,《轻型井点降水在二级曝气池土方工程中的应用》,《黑龙江水专学报》,2005,32(2):132-133
28 郭宏杰,《基础工程井点降水时对相邻建筑的保护》,《建筑工人》,2005,6:18-20
29 姜清华、邱进锋,《长江中游某大桥锚碇深基坑降水设计》,《土工基础》,2005,19(3):7-8,11
30 冯华斌,曾睿,《井管降水法在前湖电排站施工中的应用》,《江西水利科技》,2005,31(2):104-106
31 王刚,《地铁车站深基坑开挖降水技术》,《西部探矿工程》,2005,17(B07):42-43
32 马书龙,《在地道桥施工中轻型井点与管井井点降水法的应用》,《铁道建筑》,2005,7:4-5
33 夏红光、葛克水、张小宝,《轻型井点降水在郑州凤凰电缆隧道工程中的应用》,《探矿工程:岩土钻掘工程》,2005,32(6):63-64
34 何煜、王渊辉、王磊,《管井降水在城市基础工程建设中的应用探讨》,《平顶山工学院学报》,2005,14(2):10-11,29
35 林季伦,《某广场地下室降水井涌水堵漏施工》,《中国建筑防水》,2005,7:34-35
36 宋国台、董利华、刘有才,《自流深井配轻型井点降水在砂质土深基坑中的应用》,《建筑施工》,2005,27(6):40-41,45
37 彭少中,《地下工程渗透注浆格构式止水帷幕施工技术》,《山西建筑》, 2005,31(11):88-89
38 袁培中,《土层锚杆与管井降水技术在基坑工程中的应用》,《山西建筑》,2005,31(11):79,160
39 索晓明,《浅谈沈阳地铁降水方案选择》,《隧道建设》,2005,25(3):1-3,6
40 明楼春,《人工挖孔桩在设计和施工中应注意的问题》,《山西建筑》,2005,31(13):72-73
41 高毅明,《人工挖孔灌注桩场地降水成败原因分析及对策》,《地质装备》,2005,6(2):34-35
42 李永福、王蕊,《污水处理厂项目降水方案设计探讨》,《四川建筑科学研究》,2005,31(3):94,97
43 魏焕卫、孙剑平、陈启辉、姜尊义,《120m 烟囱倾斜原因及降水纠偏的作法及效果》,《建筑技术》,2005,36(6):425-427
44 郭增玉、郭金晓、陈昌禄,《水平井基坑降水的数学模型及应用》,《西安理工大学学报》,2005,21(1):24-28
45 陈添泉、王伟章、林少川,《深厚软基深基坑开挖降水减压方案设计与应用》,《广东土木与建筑》,2005,4:10-12
46 王永东、罗赞荣,《轻型井点降水在南京三桥水中墩承台施工中的应用》,《世界桥梁》,2005,2:24-26
47 舒守娟、喻自凤等,《西藏地区复杂地形下的降水空间分布估算模型》,《地球物理学报》,2005,48(3):535-542
48 罗辉黔,《北京美邦亚联广场工程停建基坑支护及降水方案设计》,《工程科技》,2005,2:46-51
49 田万义、袁勇军、罗科、李新庭,《采用抽渗结合的基坑降水施工技术》,《建筑技术》,2005,36(5):336-338
50 牟联合,《某医院综合住院楼一期工程基坑降水设计及施工》,《四川水 力发电》,2005,24(2):55-56,58
51 许春枝、陈彦群、李玉栋,《城市深大基坑降水方法研究》,《中国煤田地质》,2005,17(2):21-24,39
52 史文杰,《饱和粉质砂土内浅埋暗挖法施工降水技术》,《隧道建设》,2005,25(2):34-35
53 何进基,《深基坑井点降水施工》,《企业技术开发》,2005,24(5):20-21
54 吕勤、熊军,《管井降水在深基坑工程中的应用》,《低温建筑技术》,2005,2:71-72
55 王凤江,《虹吸排渗系统在尾矿坝降水工程中的应用》,《中国地质灾害与防治学报》,2005,16(1):102-105
56 冯晓腊、熊文林、胡涛、沈江涛,《三维水-土耦合模型在深基坑降水计算中的应用》,《岩石力学与工程学报》,2005,24(7):1196-1201
57 刘广志,《北京城市复杂地区用辐射井系统降水技术研究与施工获得成功》,《探矿工程:岩土钻掘工程》,2005,32(2):8
58 王朵,《北京城市铁路东直门站深基坑降水施工技术》,《市政技术》,2005,23(2):104-107
59 毕新玲,《基坑降水与沉降治理工程实录》,《西部探矿工程》,2005,17(1):5-6
60 阎世骏、刘长礼,《城市地面沉降研究现状与展望》,《地学边缘》,1996,3(1):93-98
61 J.F.Miao & L.G.Wu,Mathematical modeling of land subsidence due to pumping of a multi-aquifer systems with vis elastic properties,Land Subsidence(Proceedings of the 4th Internal Symposium on Land Subsidence)
62 Ktenneth W.Cargill,M.ASCE,Prediction of consolidation ofvery soft soil.Journal of Geot.Eng.Vol.1 110 No.6,1984
63 Z.Q.Yang&R.Wang.Dynamic compacted gravel column-A new kind of composite ground,PROCEEDINGS OF THE INTERNATIONAL CONFERENCE ON SOFT SOIL ENGINEERING.Recent Advances in Soft Soil Engineering,1993
64 Garlanger,J.E.The consolidation of soil exhibiting creep under constant effective stress.Geotechnique 22,PP71-78,1972
65 G Gambolati,R Allan Freeze.Mathematical simulation of the subsidence of Venice.Theory.Water Resource resource Research,1973,9(3):721-733.
66 R W Lewis,B Schrefler. Afully coupled consolidation model of the subsidence of Venice.Water Resource Research,1978,14(2)
© 2004-2018 中国地质图书馆版权所有 京ICP备05064691号 京公网安备11010802017129号 地址：北京市海淀区学院路29号 邮编：100083 电话：办公室：(+86 10)66554848；文献借阅、咨询服务、科技查新：66554700 |