数字近景摄影测量快速获取岩体裂隙信息的工程应用
|
摘要
本文针对目前岩体裂隙信息获取主要以人工现场接触测量为主,劳动强度大、效率低下的现状,研究数字近景摄影测量技术快速获取岩体裂隙信息的方法,为裂隙信息的快速获取开辟新的途径,以期推动岩石力学的发展。
本研究把测绘学与工程地质学紧密结合,通过现场的全站仪测量、摄影测量和人工接触测量多种手段,研究以普通数码相机为传感器的数字近景摄影测量技术获取岩体裂隙信息的的工作流程、作业模式。通过不同方案的比较分析,研究数字近景摄影测量技术获取裂隙信息的精度。分别采用数字摄影测量工作站和自编近景摄影测量中的直接线性变换程序建立像—物关系模型,在此基础上,结合研究的裂隙迹线展示模型和产状计算模型,求取裂隙的信息。通过广州保利林语山庄边坡加固工程中的岩体裂隙信息获取和应用实践,检验了该方法可行且有广阔的应用前景。
In the study of engineering geology, geotechnical engineering,rock mass mechanics, theproblems of rock mass stability will be constantly encountered.Through scientists' persistentendeavour and exploration, human beings gradually realize that the destruction of rockengineering is controlled by various discontinuities in rocks. Scientists in our country summed up"cybernetics of rock mass structure" through years of hard work., cybernetics of rock massstructure stressed the great importance of discontinuities in stability evaluation from theperspective of origin mechanism. The theory is widely recognized by domestic and foreignscholors. According Professor Gu Dezhen'analysis program of rock mass structure, Ⅳ,Ⅴ stagediscontinuities have the characteristic of large numbers of small-scale ,random distribution. In thepractical engineering, these small-scale discontinuities-joints and fractures directly affect thecharacteristic of deformation and stability. It is the information of rock fractures and itsprobability distribution that become the important reference to understand rock masscharacteristic. Therefore, all-round, rapid, accurate collecting the information of rock massfractures is the basis of engineering geological evaluation ,geological forecasting and geologicalcatastrophy prevention. It is of great importance to engineering construction and catastrophyprevention.
Presently, information of discontinuities is mainly acquired by measuring in person on thespot. Not only is the method of high labour-intensity and low efficiency but also it is hard to meetthe requirement of rapid engineering construvtion. Any other ways as three-D laser scanningmeasuring and drilling methods exist high cost and have difficulty in acquiring large-scaleinformation and poor application effectiveness.
The article is based on the tutor's "A Study of 3-D information Prediction on GeologicalDisasters During Tunnel Construction in Fractured Rock Mass" of national natural scienceproject(40272117) and excellent junior instructors' project of "A Study on the Mechanics Modelof 3-D Network Structural Rock Masses in Engineering geology casualty"(120413133)sponsored by Education Department. On the basis of full rock fractures information investigationand research, against Baolilinyu community project's lithologic slope in Guangzhou, digital close
range photogrammetry is used in the rapid acquisition and the application research ofdiscontinuities information .The main purpose of the article is to discuss possibility, accuracy andwork pattern to acquire fractures information with digital close range photogrammetry. In theresearch, digital photogrammetric workstation and DLT programme is adopted respectively totransact data & images and acquire 3-D spatial coordinates of fractures typical characteristic,coupled with the research of orientation calculating model of rock mass fracture to obtain itsorientations based on 3-D control survey with total station instrument and digital photographwith common digital camera. Consequently, it is easy to get the information of 3-D traces andorientations and further draw trace chart of fracture by displaying model. The article dividesdominating fracture groups and analyzes stability with stereographic projection to offer safegrading angle in the project of Baolilinyu community lithologic slope strengthening based on thestatistical analysis of fractures information. Above all, the results can be listed as follows:1.3-D control survey method is developed with total station instrument and themathematical model of differentical height of two instruments with only a tripod leg is proposedin response to high lithologic slope. Furthermore, 3-D spatial coordinate system to use magneticnorth as direct-axis is developed in combination with compass surveying on the spot.2.Common digital camera calibration is developed in photogrammetry. In response to closerange photograph, grid square method of practical camera deformation calibration is put forwardand is done. In response to long range photograph(e.g.high lithologic slope),calibration and datatransaction are simultaneously completed. Baolilinyu community project uses this method.3.Using digital photogrammetric workstation transact the images and data. Acquiringmethod, workflow and notices of fracture information are developed with digitalphotogrammetric workstation. Thus a new study direction is developed in rapid acquiring rockmass fractures information. On the condition of control point accuracy 1cm and approximationstraightness photograph of photograph distance 70m, photograph baseline 10m, baselinedirection paralleled to the trend of lithologic slope, fractures data of the north slope of ballast pitin Baolilinyu Ccommuity is interpreted. The fit mean deviation of the result of interpretationorientation compared with compass measuring data is below 6°.4.DLT programme and DLT with reservation are designed with Matlab to acquire workflowand method of fracture information with DLT programme. To solve the problem of acquiringquantity of image element axis, the acquiring method with ArcGIS is developed.5.In order to directly reflect trace length and its distribution of rock mass fractures, themathematical model of 3-D coordination projected on lithologic slope of fractures terminationpoint is developed in response to acquired 3-D coordination.6.The mathematical model of calculating orientation of fractures based on normal vector isdeveloped in response to acquired characteristic information.7.Accuracy analysis of acquired spatical points by ways of digital photogrammetricworkstation and DLT programme is conducted. Analysis shows that: On the condition of controlpoint accuracy 1cm and approximation atraightness photograph of photograph distance 70m,
photograph baseline 10m, baseline direction paralleled to the trend of lithologic slope, theaccuracy of two approaches is corresponding. The accuracy of 6cm may be acquired whentaking 10 and above control points, whereas the accuracy of 8cm may be acquired when taking 8control points.The accuracy of 14cm may be acquired when taking 6 control points and theaccuracy drops dramatically.8.Statistical analysis of orientation accuracy of compass measuring is conducted. The resultindicates that mean error of dip measuring at a time of man-made compass on the spot is 4°,dipangle is 3°, so the limitation difference of dip is 12°and dip angle is 9°. The above limitationdifference serves as standard to contrast digital close range photogrammetry and compassmeasuring.9.Statistical analysis of acquired orientation accuracy of digital close range photogrammetryis conducted. From diverse methods of transacting images & data, different cameradistinguishability, different photograph distance and different control points distribution andquantity, Acquired orientation accuracy of digital close range photogrammetry is developed.1)The acquired orientation accuracy with digital photogrammetric workstation and DLTprogramme is corresponding. The fit mean deviation is below 6°, but by the contrast ofefficiency, the method of digital photogrammetric workstation make the judgement of fracturesaccurately and the whole process is swift because of reproducing 3-D model.2)Acquired orientation accuracy of using digital camera of 350 myriad image element can'tmeet the requirement. Acquired orientation accuracy of using digital camera of 800 myriadimage element meet fundamentally the requirement and the fit mean deviation of the result ofinterpretation orientations compared with compass measuring data is below 6°.3)Acquired orientation accuracy meets fundamentally the requirement when measuredobject is surrounded by control points and 8 and above control points are taken. Acquiredorientations accuracy can't ensure to meet the requirement when measured object isn'tsurrounded by control points.Analysis mentioned above is obtained On the condition of control point accuracy 1cm andapproximation straightness photograph of photograph distance 70m, photograph baseline 10m,baseline direction paralleled to the trend of lithologic slope.4)On the condition of control point accuracy 1cm and approximation straightnessphotograph of photograph baseline 10～15m, baseline direction paralleled to the trend oflithologic slope, interpreted orientation accuracy can't meet the requirement when photographdistance is 100m. interpreted orientation accuracy meets fundamentally the requirement whenphotograph distance is 70m and fit mean deviation the result of interpretation orientationcompared with compass measuring data is below 6°.10.Application analysis is conducted by interpreted fractures information of Baolilinyucommunity, including division of dominating fractures groups and stability analyzing withstereographic projection to offer safe grading angle . Analysis shows that the safe dip angle of
N-slope is 65°and it is greater than N-slope's actual dip angle, so N-slope is comparativelystable;the safe dip angle of E-slope is 45°and it is less than E-slope's actual dip angle, soE-slope exists potential instability;the safe dip angle of designed-slope of 7c-5Ⅰdistrict is 65°and it is greater than designed-slope of 7c-5Ⅰdistrict's designed dip angle, so dip angle ofdesigned-slope of 7c-5Ⅰdistrict can be more steeper. With the same theory, other safe dip angleof designed slope can be calculated. Accordingly, it offers standard of design to the project ofslope strengthening.
本研究把测绘学与工程地质学紧密结合,通过现场的全站仪测量、摄影测量和人工接触测量多种手段,研究以普通数码相机为传感器的数字近景摄影测量技术获取岩体裂隙信息的的工作流程、作业模式。通过不同方案的比较分析,研究数字近景摄影测量技术获取裂隙信息的精度。分别采用数字摄影测量工作站和自编近景摄影测量中的直接线性变换程序建立像—物关系模型,在此基础上,结合研究的裂隙迹线展示模型和产状计算模型,求取裂隙的信息。通过广州保利林语山庄边坡加固工程中的岩体裂隙信息获取和应用实践,检验了该方法可行且有广阔的应用前景。
In the study of engineering geology, geotechnical engineering,rock mass mechanics, theproblems of rock mass stability will be constantly encountered.Through scientists' persistentendeavour and exploration, human beings gradually realize that the destruction of rockengineering is controlled by various discontinuities in rocks. Scientists in our country summed up"cybernetics of rock mass structure" through years of hard work., cybernetics of rock massstructure stressed the great importance of discontinuities in stability evaluation from theperspective of origin mechanism. The theory is widely recognized by domestic and foreignscholors. According Professor Gu Dezhen'analysis program of rock mass structure, Ⅳ,Ⅴ stagediscontinuities have the characteristic of large numbers of small-scale ,random distribution. In thepractical engineering, these small-scale discontinuities-joints and fractures directly affect thecharacteristic of deformation and stability. It is the information of rock fractures and itsprobability distribution that become the important reference to understand rock masscharacteristic. Therefore, all-round, rapid, accurate collecting the information of rock massfractures is the basis of engineering geological evaluation ,geological forecasting and geologicalcatastrophy prevention. It is of great importance to engineering construction and catastrophyprevention.
Presently, information of discontinuities is mainly acquired by measuring in person on thespot. Not only is the method of high labour-intensity and low efficiency but also it is hard to meetthe requirement of rapid engineering construvtion. Any other ways as three-D laser scanningmeasuring and drilling methods exist high cost and have difficulty in acquiring large-scaleinformation and poor application effectiveness.
The article is based on the tutor's "A Study of 3-D information Prediction on GeologicalDisasters During Tunnel Construction in Fractured Rock Mass" of national natural scienceproject(40272117) and excellent junior instructors' project of "A Study on the Mechanics Modelof 3-D Network Structural Rock Masses in Engineering geology casualty"(120413133)sponsored by Education Department. On the basis of full rock fractures information investigationand research, against Baolilinyu community project's lithologic slope in Guangzhou, digital close
range photogrammetry is used in the rapid acquisition and the application research ofdiscontinuities information .The main purpose of the article is to discuss possibility, accuracy andwork pattern to acquire fractures information with digital close range photogrammetry. In theresearch, digital photogrammetric workstation and DLT programme is adopted respectively totransact data & images and acquire 3-D spatial coordinates of fractures typical characteristic,coupled with the research of orientation calculating model of rock mass fracture to obtain itsorientations based on 3-D control survey with total station instrument and digital photographwith common digital camera. Consequently, it is easy to get the information of 3-D traces andorientations and further draw trace chart of fracture by displaying model. The article dividesdominating fracture groups and analyzes stability with stereographic projection to offer safegrading angle in the project of Baolilinyu community lithologic slope strengthening based on thestatistical analysis of fractures information. Above all, the results can be listed as follows:1.3-D control survey method is developed with total station instrument and themathematical model of differentical height of two instruments with only a tripod leg is proposedin response to high lithologic slope. Furthermore, 3-D spatial coordinate system to use magneticnorth as direct-axis is developed in combination with compass surveying on the spot.2.Common digital camera calibration is developed in photogrammetry. In response to closerange photograph, grid square method of practical camera deformation calibration is put forwardand is done. In response to long range photograph(e.g.high lithologic slope),calibration and datatransaction are simultaneously completed. Baolilinyu community project uses this method.3.Using digital photogrammetric workstation transact the images and data. Acquiringmethod, workflow and notices of fracture information are developed with digitalphotogrammetric workstation. Thus a new study direction is developed in rapid acquiring rockmass fractures information. On the condition of control point accuracy 1cm and approximationstraightness photograph of photograph distance 70m, photograph baseline 10m, baselinedirection paralleled to the trend of lithologic slope, fractures data of the north slope of ballast pitin Baolilinyu Ccommuity is interpreted. The fit mean deviation of the result of interpretationorientation compared with compass measuring data is below 6°.4.DLT programme and DLT with reservation are designed with Matlab to acquire workflowand method of fracture information with DLT programme. To solve the problem of acquiringquantity of image element axis, the acquiring method with ArcGIS is developed.5.In order to directly reflect trace length and its distribution of rock mass fractures, themathematical model of 3-D coordination projected on lithologic slope of fractures terminationpoint is developed in response to acquired 3-D coordination.6.The mathematical model of calculating orientation of fractures based on normal vector isdeveloped in response to acquired characteristic information.7.Accuracy analysis of acquired spatical points by ways of digital photogrammetricworkstation and DLT programme is conducted. Analysis shows that: On the condition of controlpoint accuracy 1cm and approximation atraightness photograph of photograph distance 70m,
photograph baseline 10m, baseline direction paralleled to the trend of lithologic slope, theaccuracy of two approaches is corresponding. The accuracy of 6cm may be acquired whentaking 10 and above control points, whereas the accuracy of 8cm may be acquired when taking 8control points.The accuracy of 14cm may be acquired when taking 6 control points and theaccuracy drops dramatically.8.Statistical analysis of orientation accuracy of compass measuring is conducted. The resultindicates that mean error of dip measuring at a time of man-made compass on the spot is 4°,dipangle is 3°, so the limitation difference of dip is 12°and dip angle is 9°. The above limitationdifference serves as standard to contrast digital close range photogrammetry and compassmeasuring.9.Statistical analysis of acquired orientation accuracy of digital close range photogrammetryis conducted. From diverse methods of transacting images & data, different cameradistinguishability, different photograph distance and different control points distribution andquantity, Acquired orientation accuracy of digital close range photogrammetry is developed.1)The acquired orientation accuracy with digital photogrammetric workstation and DLTprogramme is corresponding. The fit mean deviation is below 6°, but by the contrast ofefficiency, the method of digital photogrammetric workstation make the judgement of fracturesaccurately and the whole process is swift because of reproducing 3-D model.2)Acquired orientation accuracy of using digital camera of 350 myriad image element can'tmeet the requirement. Acquired orientation accuracy of using digital camera of 800 myriadimage element meet fundamentally the requirement and the fit mean deviation of the result ofinterpretation orientations compared with compass measuring data is below 6°.3)Acquired orientation accuracy meets fundamentally the requirement when measuredobject is surrounded by control points and 8 and above control points are taken. Acquiredorientations accuracy can't ensure to meet the requirement when measured object isn'tsurrounded by control points.Analysis mentioned above is obtained On the condition of control point accuracy 1cm andapproximation straightness photograph of photograph distance 70m, photograph baseline 10m,baseline direction paralleled to the trend of lithologic slope.4)On the condition of control point accuracy 1cm and approximation straightnessphotograph of photograph baseline 10～15m, baseline direction paralleled to the trend oflithologic slope, interpreted orientation accuracy can't meet the requirement when photographdistance is 100m. interpreted orientation accuracy meets fundamentally the requirement whenphotograph distance is 70m and fit mean deviation the result of interpretation orientationcompared with compass measuring data is below 6°.10.Application analysis is conducted by interpreted fractures information of Baolilinyucommunity, including division of dominating fractures groups and stability analyzing withstereographic projection to offer safe grading angle . Analysis shows that the safe dip angle of
N-slope is 65°and it is greater than N-slope's actual dip angle, so N-slope is comparativelystable;the safe dip angle of E-slope is 45°and it is less than E-slope's actual dip angle, soE-slope exists potential instability;the safe dip angle of designed-slope of 7c-5Ⅰdistrict is 65°and it is greater than designed-slope of 7c-5Ⅰdistrict's designed dip angle, so dip angle ofdesigned-slope of 7c-5Ⅰdistrict can be more steeper. With the same theory, other safe dip angleof designed slope can be calculated. Accordingly, it offers standard of design to the project ofslope strengthening.
引文
[1] 孙广忠,工程地质与地质工程,北京:地震出版社, 1993.
[2] 孙广忠,论”岩体结构控制论”,工程地质学报,1993,9.
[3] 孙广忠,岩体结构力学.北京:科学出版社,1998.
[4] 孙广忠,岩体力学的进展----岩体结构力学,岩石力学与工程学报,1991,10(2).
[5] 孙玉科,大型岩体工程中的工程地质力学问题,中国科学基金,1994,(4).
[6] 孙玉科,岩体结构力学—岩体工程地质力学的新进展,工程地质学报,1997,5(4).
[7] 王思敬,杨志法,刘竹华.地下工程岩体稳定分析,北京:科学出版社,1984.
[8] 孙广忠,岩体力学基础,北京:科学出版社,1983.
[10] 唐大雄,刘佑荣,张文殊,王清,工程岩土学,北京:地质出版社,1999 年8 月第1 版:190-201.
[11] 李智毅,杨裕云,工程地质学概论,武汉:中国地质大学出版社,1994 年10 越第1版:69-145.
[12] 谷德振.岩体工程地质力学基础,北京:科学出版社,1979.
[13] 刘传正,环境工程地质学导轮,北京:地质出版社,1995 年12 月第1 版:42-44.
[14] 陈剑平,王清,肖树芳.岩体裂隙网络分维数计算机模拟,工程地质学报.1995.3(3).
[15] 陈剑平等.随机不连续面三维网络计算机模拟原理,长春:东北师范大学出版社,1995.
[16] Prist S.D,Hudson J.A Estimation of Discontinuity Spacing and Trace Length Using Scanline Surveys .Int.J.Rock Mech.Min.Sci.&Geomech.Abstr.1981,Vol.18 No.2.
[17]Ross-Brown,D.M,Atkinson,K.B,Terrestrial Photogrammetry in Open-pits:1-descripion and Use of the Phototheodolite in Mine Surveying.Inst.Mining&meteallurgy,1972, Sec.A,Vol.81.
[18] Ross — Brown , D.M. , Atkinson,K.B.,Terrestrial Photogrammetry in Open-pits: 1-descripion and Use of the Phototheodolite in Mine Surveying. Inst. Mining&meteallurgy, 1973, Sec.A,Vol.81.
[19] Ross—Brown,D.M.,Wickens, E.H., Marland,J.T., Terrestrial Photogrammetry in Open-pits:2-An Aid to Geological Mapping. Inst. Mining&meteallurgy, 1973, Sec.A,Vol.82.
[20] Laslett G M.Censoring and edge effectsin area and line transect sampling of rock joint traces.mathematical Geology,1982,14(2).
[21] ZHANG L, Einstein H H. Estimating the mean trace length of discontinuities, Rock Mechanics and Rock Engineering, 1998,31(4):217-235.
[22] Kulatilake P H S W, Wu T H.Estimation of mean trace length of discontinuities, Rock Mechanics and Rock Engineering, 1984,17(3):215-232.
[23] Priest S D, Hudson J A. Estimation of discontinuity spacing and trace using scanline surveys, International Journal Mechanics Mining Science and Geomechanics Abstract,1981,18(4):183-197.
[24] A.R.Jimenez, R. Ceres,J.L. Puns A vision systerm based on a laser range-finder ,Machine Vision and Application (2000) 11:321-329.
[25] Ateshina,GA,Kwak,S D. Sterephotogrammetric method for determining in situ contact areas in diarthrodial joints,and a comparison with other methods . Journal of Biomechanics.1994,111-124.
[26] Amitava Ghosh&Jaak J.K.Daemen 岩 石 不 连 续 面 的 分 维 特 征 .Engineering Geology.1993,(34).
[27] Cruden D M .Describing the size of discontinuities .Int.J.Rock Mech..Min.Sci&Geomech.Abstr.1977,14(3).
[28] Rocha,A.S.Costa-Pereira,J.A.Rodrigues-Carolho.Rock mass classifications for tunnel purpose-correla-toins between the systerms proposed by wickham et al. 隧道译丛.1991,(1).
[29] Shanley R J,Mathtab M A.Delination and analysis of clusters in orientation data.Mathematical Geology.1976.8(1).
[30] 陈剑平,石丙飞,王清,工程岩体随机结构面优势方向的表示法初探,岩石力学与工程学报,2005,24(2):241-245.
[31] Perry H.Rahn,Chapter 6 Mass Wasting,Engineering Geology and Environmental Approach[M].New York:Elsevier,1989.148-187.
[32] Zhang L,Einstein H H.Estimating the mean trace length of discontinuities[J].Rock Mechanics and Rock Engineering,1998,31(4):217-235.
[33] Massanobu Oda. Fabric tensor for discontinuous geological materials, Soils and Foundations,JSSMFE,1982,22(4):96-108.
[34] Terzaghi RD .Source of eror in joint survey, Geotechnique,1965,15(4):287-304.
[35] 陈剑平,王清,赵红亮,窗口测线法获取岩体 RQD,岩石力学与工程学报,2004,23(9):1491-1495.
[36] 张祖勋,张剑清.数字摄影测量,武汉:武汉大学出版社,1997:3.
[37] 张剑清,潘励,王树根.摄影测量学,武汉:武汉大学出版社,2003:202.
[38] 冯文灏.近景摄影测量,武汉:武汉大学出版社,2002:184-214.
[39] Howk E., Brown E.T., Empirical Strength Criterion for Rock Masses, Journal of Geotechnical Engineering, ASCE, 1980, 106(GT9):1013~1035.
[40] Hoek E., Strength of Rock & Rock Masses,ISRM News Journal,1994,2(2):4~16.
[41] Hoek E., Brown E.T., Underground Excavations in Rock,Austin & Sonslta, Hertford,England,1980.
[42] Hoek E., Brown E.T., Empirical Strength Criterion for Rock Masses, Geotechnical Engineering, Division AmericaSociety,CivilEngineering, 1994.
[43] Hudson John A., Engineering Rock Mechanics, London:Redwood Publishing Company, 1997.
[44] Goodman R.E., 不连续岩体中的工程地质方法,北方交通大学隧道与地质教研室译,北京:中国铁道出版社,1980.
[45] Kulatilake P.H.S.W.etal, Joint network modeling with a Validation exercise in Stripa Mine Sweden, Int.J.Rock Mech.Sci. & Geo.Mech.Abstr,1993,00(0):1~23.
[46] Miller S.M., A statistical method to evaluate homogeneity of structural populations, Mathematical Geology, 1983, 15(2):317~328.
[47] Kulatilake P.H.S.W., Wu t.h., Estimation of mean trace length of discontinuities, Rock Mech Rock Eng., 1984,17:215~232.
[48] Robertson A.M., The interpretation of geological factors for use in slope theory , Van Rensburg P.W.J.In Planning Open Pit Mines[C], Cape Town, South Africa: Balkema, 1970.
[49] Kulatilake P.H.S.W., Relation between discontinuity size and trace length, Proceedings of the 27th US Symposiumon Rock Me chanice[C], Littleton, Colorado, 1986, 130~133.
[50] Priest S.D., Hudson J.A., Estimation of discontinuity spacing and trace length using scanline surveys, Int. J. Mech. Min. Sci. and Geo. Mech. Abstr, 1981,18:183~197
[51] Kulatilake P. H. S. W., Wu T. H., Sampling biason orientation of discontinuities, Rock Mechanics and Rock Engineering, 1984,17:243~253.
[52] 陈枫,孙宗歆.岩体不连续面间距数学模型的一个修正参数.工程地质学报.1998,6(2).
[53] 毛方儒,王磊,三维激光扫描测量技术,宇航计测技术,2005,25(2):1-6.
[54] 范海英,杨伦等,Cyra 三维激光扫描系统的工程应用研究,矿山测量,2004,(3):16-18.
[55] 郑小宁,ILRIS-3D 与传统测量方式的优势比较,中国水利,2003:54.
[56] 基于工程应用的三维激光扫描系统,硬件看台,2001,(6):74-76.
[57] 代明君,程俊廷,王从军,三维激光扫描测量系统若干重要子系统的设计,应用激光,2005,25(2):125-128.
[58] 郑得华,杨林,数字近景摄影测量辅助三维激光影像扫描的建筑物表面数据采集系统,建筑科学,20(4):75-79.
[59] Baratin,laura,Crosilla,Fabio, Paronuzzi,Paolo.Image processing for determining joint parameters in difficult rock slope conditions.Proceedings of SPIE-The International Society For Optical Engineering .1990,878-885.
[60] Laslett G M.Censoring and edge effects in area and line transect samping of rock joint traces.mathematical Geology.1982,14(2).
[61] 李冬田.应用数码相机进行隧道施工地质编录,工程地质计算机应用,1998(1).
[62] 李冬田,藤红燕,李青禾,隧洞摄影施工地质编录的DTI 方法,水利水电科技进展,2000,20(1):39-40.
[63] 李冬田,摄影方法量测结构面产状的灭线和灭点推导法,水利水电科技进展,2005,25(1):21-25.
[64] 李冬田,岩坡摄影地质编录测量与岩坡空间信息系统,河海大学学报,1999,1:26-28.
[65] 熊忠幼,胡瑞华.边坡摄影快速地质编录.水力发电.1998,2:27-29.
[66] 熊忠幼,吴玉华,吕振维.碉室、高边坡摄像计算机地质素描成图原理与方法.人民长江.1992,23(1):31-37.
[67] 高永海, 翟李越. 利用非量测摄影机进行岩体产状测定研究. 测法技术.1996,65(4):20-23.
[68] 王树根, 朱宜萱. 用近景摄影测量测定地质产状的作业方法. 测绘通报.1993,5:17-20,29.
[69] 朱宜莹,邵巨良,王树根.地面摄影测量测定地质结构面产状和几何要素方法的研究.武汉测绘科技大学学报.1991,16(3):84-93.
[70] 陈才明,张雷,宋浩军,杨朝辉,数字地质编录中的产状量测,地矿测绘,2002,18.
[71] 李浩,张友静,华锡生等,硐室数字摄影地质编录及其基本算法研究,武汉大学学报.信息科学版,2004,(9):805-808.
[72] 李浩,张友静,吴继敏.用近景摄影测量方法进行边坡地质编录.工程地质计算机应用,1999(2):18-20
[73] 李浩,张友静,华锡生等,硐室数字摄影地质编录及其基本算法研究,武汉大学学报.信息科学版,2004,(9):805-808
[74] 张友静,李浩,刘新中,摄影地质快速编录的关键技术研究,水文地质工程, 2003,(3):36-38.
[75] 杨朝辉,李浩,洞室正射影像展示图的生成,测绘信息与工程,2003,(3):16-18.
[76] 杨朝辉,宋浩军,陈才明,李浩,摄影地质编录中的数字图象处理,江苏测绘,2001,24(3):15-18.
[77] 杨朝辉,李浩,基于数码影像的边坡三维可视化,地质与勘探,2004,40(6):95-97.
[78] 杨朝辉,多重交向式近景摄影测量系统的研制,工程勘察,2003,5:54-56.
[79] 杨林,李浩,数字投影转绘算法及其在地质编录中的应用,江苏测绘,2002,(4):30-33.
[80] 杨立君,李浩, 数字地质编录中坡面展示影像图的的制作研究,现代测绘,2004, (6):33-35.
[81] 曾俊才,宋殿海,施工地质编录新方法研究,水力发电,2002,(11):20-23.
[82] 吴志勇,数码图像的解析在野外岩体裂隙统计上的应用.成都理工学院学报,2001,(2).
[83] 吴志勇,聂得新等,岩体结构信息的采集处理方法研究,中国地质灾害与防治学报,2003,(2):82-83.
[84] Soole,P.,and Poropat,G.,.Minesite mapping using Terrestrial Photogrammetry,Bowen Basin Symposium,Rockhampton, Australia.2000.
[85] G.Roberts and G.Poropat,Highwall Joint Mapping in 3-D at the Moura Mine Using SIROJOINT, Bowen Basin Symposium,Rockhampton, Australia.,2003.
[86] 范留明,李宁,基于数码摄影技术的岩体裂隙测量方法出探,岩石力学与工程学,2005,(5):792-797.
[87] 关宝树,数码相机及图像处理方法在地质判译中的应用,隧道工程施工要点集, 交通出版社,2003,25-32.
[88] 高改平,阎利,杨岚,邵中勇,摄影测量在洞石围岩地质编录成图中的应用,人民长江,2002,33(6):54-56.
[89] 刘新中,李浩,施工地质数码影像编录系统开发与应用,水文地质工程地质,2005,(4):93-96.
[90] 杨彪,李浩,基于普通数码影像的DTM 数据采集系统研究与开发,工程勘察,2003,(6):50-53.
[91] 吴志勇,岩体结构信息化处理及工程应用,成都理工大学博士学位论文,2003.
[92] 王川婴,葛修润,白世伟,数字式全景钻孔摄像系统研究,岩石力学与工程学报,2002,21(3):398-403.
[93] 刘剑,黄东军,数字图象处理技术在工程地质编录中的应用,企业技术开发,2004,23(9):6-8.
[94] 冯文灏,近景摄影测量的控制,武汉测绘科技大学学报,2000,25(5):453-457.
[95] 冯文灏,近景摄影测量,武汉大学出版社,2002.
[96] 冯文灏,王明远,宣家斌,普通数码相机在近景实验测量中得应用,测绘通报,1997,(2).
[97] 保文星,虞鹤松,林卫公,基于普通数码相机的影像匹配技术,测绘工程,2003,12(2):30-33.
[98] 邓刚,非量测影像数字化近景摄影测量的部分问题探讨,昆明理工大学学报,2002,27(4):6-12.
[99] 寇新建,宋计棉,数字化近景摄影测量及其工程应用,大坝观测与土工测试,2001,25(1):33-35.
[100] 魏明果,刘德富,刘运长,王仁明,普通数码相机德数字摄影测量德数理模型研究,武汉水利电力大学(宜昌)学报,2000,22(2):174-178.
[101] 寇新建,宋计棉,数字化近景摄影测量及其工程应用,大坝观测与土工测试,2001,25(1):33-35.
[102] 于晶涛,陈鹰,数字相机在工业零件检测中的应用,遥感信息,2001,3:30-34.
[103] 于承新,徐芳,黄桂兰等 近景摄影测量在钢结构变形监测中的应用,山东建筑工程学院学报,2000,15(4):1-7.
[104] 刘志铭,方勇,张建慧等,非量测数码相机在砼管片变形检测中的应用,测绘通报,2001,6:40-41.
[105] 冯文灏,近景摄影测量的控制,测绘信息与工程,2002,27(3):3-5.
[106] 冯文灏,近景摄影测量的基本技术提要,测绘科学,2000,25(4):26-30.
[107]Leitch,K.R.Close-range photogrammetric measurement of bridge deformations.PhD,New Mexico State University,2002.
[108] 林宗坚,崔红霞,孙杰,刘丽,数码相机的畸变差检测研究,武汉大学学报.信息科学版,2005,30(2):122-125.
[109] 崔红霞,孙杰,林宗坚,储美华,非量测数码相机的畸变差检测研究,测绘科学,2005,30(1):105-107.
[110] 田浩,蒋理兴,张强,一种适于视频全站仪的数码相机检校方,海洋测绘,2005,25(2):61-63.
[111] 杨朝辉,李浩,杨林,数码相机可量测化的研制,测绘工程,2003,12(2):34-37.
[112] 梁亮,张定华,毛海鹏等,一种基于网格图象的畸变修正方法,计算机工程与应用,2004,2:4-6.
[113] 苗红杰,赵文吉,刘先林,数码相机检校和摄像测量的部分问题探讨,首都师范大学学报(自然科学版),2005,26(1):118-120.
[114] 田浩,蒋理兴,郭子臻,基于DLT 模型的一种数码相机的检校方法,四川测绘,2005,28(1):37-39.
[115] 杨林,李浩,闾国年,数码相机的一种检校方法,测绘通报,2004,8:50-52.
[116] Karras E.G. and Mavrommati D.,Simple Calibration Techniques For Non-Metric Cameras.In: International Committee for Architectural Photogrammetry,Potsdam, Germany, 2001.
[117]White,D.J.,Take,W.A.&Bolton,M.D.Experimental advances in physical modelling:image-based displacement measurement. http://www-civ.eng.cam.ac. uk/geotech-new/posters/phys.htm.
[118] 刘志铭,方勇,张建慧等,非量测数码相机在砼管片变形检测中的应用,测绘通报,2001,(6):40-41.
[119] Deng Gang. Practical Testing and Evaluating of the EOS PhotoModeler, an off-the-self Digital Close Range Photogrammetric Software Package. Department of Geodesy and Geomatics Engineering Technical Report No.201,University of New Brunswick, Fredericton,New Brunswick, Canada, 1999,(201):93.
[120] 李建松,内参数不等的近景摄影测量网研究.[博士学位论文],武汉大学,2003.
[121] 王凤艳,陈剑平,庞贺民,应用数字近景摄影测量提取岩体裂隙迹长信息方法研究,世界地质,2006,25(1):39-42.
[122] Stylianidis, E.;Patias, P.;Tsioukas, V.;Sechidis, L. and Georgiadis, C..A digital close-range photogrammetric technique for monitoring slope displacements. Proceedings, 11th FIG Symposium on Deformation Measurements, Santorini, Greece, 2003.
[2] 孙广忠,论”岩体结构控制论”,工程地质学报,1993,9.
[3] 孙广忠,岩体结构力学.北京:科学出版社,1998.
[4] 孙广忠,岩体力学的进展----岩体结构力学,岩石力学与工程学报,1991,10(2).
[5] 孙玉科,大型岩体工程中的工程地质力学问题,中国科学基金,1994,(4).
[6] 孙玉科,岩体结构力学—岩体工程地质力学的新进展,工程地质学报,1997,5(4).
[7] 王思敬,杨志法,刘竹华.地下工程岩体稳定分析,北京:科学出版社,1984.
[8] 孙广忠,岩体力学基础,北京:科学出版社,1983.
[10] 唐大雄,刘佑荣,张文殊,王清,工程岩土学,北京:地质出版社,1999 年8 月第1 版:190-201.
[11] 李智毅,杨裕云,工程地质学概论,武汉:中国地质大学出版社,1994 年10 越第1版:69-145.
[12] 谷德振.岩体工程地质力学基础,北京:科学出版社,1979.
[13] 刘传正,环境工程地质学导轮,北京:地质出版社,1995 年12 月第1 版:42-44.
[14] 陈剑平,王清,肖树芳.岩体裂隙网络分维数计算机模拟,工程地质学报.1995.3(3).
[15] 陈剑平等.随机不连续面三维网络计算机模拟原理,长春:东北师范大学出版社,1995.
[16] Prist S.D,Hudson J.A Estimation of Discontinuity Spacing and Trace Length Using Scanline Surveys .Int.J.Rock Mech.Min.Sci.&Geomech.Abstr.1981,Vol.18 No.2.
[17]Ross-Brown,D.M,Atkinson,K.B,Terrestrial Photogrammetry in Open-pits:1-descripion and Use of the Phototheodolite in Mine Surveying.Inst.Mining&meteallurgy,1972, Sec.A,Vol.81.
[18] Ross — Brown , D.M. , Atkinson,K.B.,Terrestrial Photogrammetry in Open-pits: 1-descripion and Use of the Phototheodolite in Mine Surveying. Inst. Mining&meteallurgy, 1973, Sec.A,Vol.81.
[19] Ross—Brown,D.M.,Wickens, E.H., Marland,J.T., Terrestrial Photogrammetry in Open-pits:2-An Aid to Geological Mapping. Inst. Mining&meteallurgy, 1973, Sec.A,Vol.82.
[20] Laslett G M.Censoring and edge effectsin area and line transect sampling of rock joint traces.mathematical Geology,1982,14(2).
[21] ZHANG L, Einstein H H. Estimating the mean trace length of discontinuities, Rock Mechanics and Rock Engineering, 1998,31(4):217-235.
[22] Kulatilake P H S W, Wu T H.Estimation of mean trace length of discontinuities, Rock Mechanics and Rock Engineering, 1984,17(3):215-232.
[23] Priest S D, Hudson J A. Estimation of discontinuity spacing and trace using scanline surveys, International Journal Mechanics Mining Science and Geomechanics Abstract,1981,18(4):183-197.
[24] A.R.Jimenez, R. Ceres,J.L. Puns A vision systerm based on a laser range-finder ,Machine Vision and Application (2000) 11:321-329.
[25] Ateshina,GA,Kwak,S D. Sterephotogrammetric method for determining in situ contact areas in diarthrodial joints,and a comparison with other methods . Journal of Biomechanics.1994,111-124.
[26] Amitava Ghosh&Jaak J.K.Daemen 岩 石 不 连 续 面 的 分 维 特 征 .Engineering Geology.1993,(34).
[27] Cruden D M .Describing the size of discontinuities .Int.J.Rock Mech..Min.Sci&Geomech.Abstr.1977,14(3).
[28] Rocha,A.S.Costa-Pereira,J.A.Rodrigues-Carolho.Rock mass classifications for tunnel purpose-correla-toins between the systerms proposed by wickham et al. 隧道译丛.1991,(1).
[29] Shanley R J,Mathtab M A.Delination and analysis of clusters in orientation data.Mathematical Geology.1976.8(1).
[30] 陈剑平,石丙飞,王清,工程岩体随机结构面优势方向的表示法初探,岩石力学与工程学报,2005,24(2):241-245.
[31] Perry H.Rahn,Chapter 6 Mass Wasting,Engineering Geology and Environmental Approach[M].New York:Elsevier,1989.148-187.
[32] Zhang L,Einstein H H.Estimating the mean trace length of discontinuities[J].Rock Mechanics and Rock Engineering,1998,31(4):217-235.
[33] Massanobu Oda. Fabric tensor for discontinuous geological materials, Soils and Foundations,JSSMFE,1982,22(4):96-108.
[34] Terzaghi RD .Source of eror in joint survey, Geotechnique,1965,15(4):287-304.
[35] 陈剑平,王清,赵红亮,窗口测线法获取岩体 RQD,岩石力学与工程学报,2004,23(9):1491-1495.
[36] 张祖勋,张剑清.数字摄影测量,武汉:武汉大学出版社,1997:3.
[37] 张剑清,潘励,王树根.摄影测量学,武汉:武汉大学出版社,2003:202.
[38] 冯文灏.近景摄影测量,武汉:武汉大学出版社,2002:184-214.
[39] Howk E., Brown E.T., Empirical Strength Criterion for Rock Masses, Journal of Geotechnical Engineering, ASCE, 1980, 106(GT9):1013~1035.
[40] Hoek E., Strength of Rock & Rock Masses,ISRM News Journal,1994,2(2):4~16.
[41] Hoek E., Brown E.T., Underground Excavations in Rock,Austin & Sonslta, Hertford,England,1980.
[42] Hoek E., Brown E.T., Empirical Strength Criterion for Rock Masses, Geotechnical Engineering, Division AmericaSociety,CivilEngineering, 1994.
[43] Hudson John A., Engineering Rock Mechanics, London:Redwood Publishing Company, 1997.
[44] Goodman R.E., 不连续岩体中的工程地质方法,北方交通大学隧道与地质教研室译,北京:中国铁道出版社,1980.
[45] Kulatilake P.H.S.W.etal, Joint network modeling with a Validation exercise in Stripa Mine Sweden, Int.J.Rock Mech.Sci. & Geo.Mech.Abstr,1993,00(0):1~23.
[46] Miller S.M., A statistical method to evaluate homogeneity of structural populations, Mathematical Geology, 1983, 15(2):317~328.
[47] Kulatilake P.H.S.W., Wu t.h., Estimation of mean trace length of discontinuities, Rock Mech Rock Eng., 1984,17:215~232.
[48] Robertson A.M., The interpretation of geological factors for use in slope theory , Van Rensburg P.W.J.In Planning Open Pit Mines[C], Cape Town, South Africa: Balkema, 1970.
[49] Kulatilake P.H.S.W., Relation between discontinuity size and trace length, Proceedings of the 27th US Symposiumon Rock Me chanice[C], Littleton, Colorado, 1986, 130~133.
[50] Priest S.D., Hudson J.A., Estimation of discontinuity spacing and trace length using scanline surveys, Int. J. Mech. Min. Sci. and Geo. Mech. Abstr, 1981,18:183~197
[51] Kulatilake P. H. S. W., Wu T. H., Sampling biason orientation of discontinuities, Rock Mechanics and Rock Engineering, 1984,17:243~253.
[52] 陈枫,孙宗歆.岩体不连续面间距数学模型的一个修正参数.工程地质学报.1998,6(2).
[53] 毛方儒,王磊,三维激光扫描测量技术,宇航计测技术,2005,25(2):1-6.
[54] 范海英,杨伦等,Cyra 三维激光扫描系统的工程应用研究,矿山测量,2004,(3):16-18.
[55] 郑小宁,ILRIS-3D 与传统测量方式的优势比较,中国水利,2003:54.
[56] 基于工程应用的三维激光扫描系统,硬件看台,2001,(6):74-76.
[57] 代明君,程俊廷,王从军,三维激光扫描测量系统若干重要子系统的设计,应用激光,2005,25(2):125-128.
[58] 郑得华,杨林,数字近景摄影测量辅助三维激光影像扫描的建筑物表面数据采集系统,建筑科学,20(4):75-79.
[59] Baratin,laura,Crosilla,Fabio, Paronuzzi,Paolo.Image processing for determining joint parameters in difficult rock slope conditions.Proceedings of SPIE-The International Society For Optical Engineering .1990,878-885.
[60] Laslett G M.Censoring and edge effects in area and line transect samping of rock joint traces.mathematical Geology.1982,14(2).
[61] 李冬田.应用数码相机进行隧道施工地质编录,工程地质计算机应用,1998(1).
[62] 李冬田,藤红燕,李青禾,隧洞摄影施工地质编录的DTI 方法,水利水电科技进展,2000,20(1):39-40.
[63] 李冬田,摄影方法量测结构面产状的灭线和灭点推导法,水利水电科技进展,2005,25(1):21-25.
[64] 李冬田,岩坡摄影地质编录测量与岩坡空间信息系统,河海大学学报,1999,1:26-28.
[65] 熊忠幼,胡瑞华.边坡摄影快速地质编录.水力发电.1998,2:27-29.
[66] 熊忠幼,吴玉华,吕振维.碉室、高边坡摄像计算机地质素描成图原理与方法.人民长江.1992,23(1):31-37.
[67] 高永海, 翟李越. 利用非量测摄影机进行岩体产状测定研究. 测法技术.1996,65(4):20-23.
[68] 王树根, 朱宜萱. 用近景摄影测量测定地质产状的作业方法. 测绘通报.1993,5:17-20,29.
[69] 朱宜莹,邵巨良,王树根.地面摄影测量测定地质结构面产状和几何要素方法的研究.武汉测绘科技大学学报.1991,16(3):84-93.
[70] 陈才明,张雷,宋浩军,杨朝辉,数字地质编录中的产状量测,地矿测绘,2002,18.
[71] 李浩,张友静,华锡生等,硐室数字摄影地质编录及其基本算法研究,武汉大学学报.信息科学版,2004,(9):805-808.
[72] 李浩,张友静,吴继敏.用近景摄影测量方法进行边坡地质编录.工程地质计算机应用,1999(2):18-20
[73] 李浩,张友静,华锡生等,硐室数字摄影地质编录及其基本算法研究,武汉大学学报.信息科学版,2004,(9):805-808
[74] 张友静,李浩,刘新中,摄影地质快速编录的关键技术研究,水文地质工程, 2003,(3):36-38.
[75] 杨朝辉,李浩,洞室正射影像展示图的生成,测绘信息与工程,2003,(3):16-18.
[76] 杨朝辉,宋浩军,陈才明,李浩,摄影地质编录中的数字图象处理,江苏测绘,2001,24(3):15-18.
[77] 杨朝辉,李浩,基于数码影像的边坡三维可视化,地质与勘探,2004,40(6):95-97.
[78] 杨朝辉,多重交向式近景摄影测量系统的研制,工程勘察,2003,5:54-56.
[79] 杨林,李浩,数字投影转绘算法及其在地质编录中的应用,江苏测绘,2002,(4):30-33.
[80] 杨立君,李浩, 数字地质编录中坡面展示影像图的的制作研究,现代测绘,2004, (6):33-35.
[81] 曾俊才,宋殿海,施工地质编录新方法研究,水力发电,2002,(11):20-23.
[82] 吴志勇,数码图像的解析在野外岩体裂隙统计上的应用.成都理工学院学报,2001,(2).
[83] 吴志勇,聂得新等,岩体结构信息的采集处理方法研究,中国地质灾害与防治学报,2003,(2):82-83.
[84] Soole,P.,and Poropat,G.,.Minesite mapping using Terrestrial Photogrammetry,Bowen Basin Symposium,Rockhampton, Australia.2000.
[85] G.Roberts and G.Poropat,Highwall Joint Mapping in 3-D at the Moura Mine Using SIROJOINT, Bowen Basin Symposium,Rockhampton, Australia.,2003.
[86] 范留明,李宁,基于数码摄影技术的岩体裂隙测量方法出探,岩石力学与工程学,2005,(5):792-797.
[87] 关宝树,数码相机及图像处理方法在地质判译中的应用,隧道工程施工要点集, 交通出版社,2003,25-32.
[88] 高改平,阎利,杨岚,邵中勇,摄影测量在洞石围岩地质编录成图中的应用,人民长江,2002,33(6):54-56.
[89] 刘新中,李浩,施工地质数码影像编录系统开发与应用,水文地质工程地质,2005,(4):93-96.
[90] 杨彪,李浩,基于普通数码影像的DTM 数据采集系统研究与开发,工程勘察,2003,(6):50-53.
[91] 吴志勇,岩体结构信息化处理及工程应用,成都理工大学博士学位论文,2003.
[92] 王川婴,葛修润,白世伟,数字式全景钻孔摄像系统研究,岩石力学与工程学报,2002,21(3):398-403.
[93] 刘剑,黄东军,数字图象处理技术在工程地质编录中的应用,企业技术开发,2004,23(9):6-8.
[94] 冯文灏,近景摄影测量的控制,武汉测绘科技大学学报,2000,25(5):453-457.
[95] 冯文灏,近景摄影测量,武汉大学出版社,2002.
[96] 冯文灏,王明远,宣家斌,普通数码相机在近景实验测量中得应用,测绘通报,1997,(2).
[97] 保文星,虞鹤松,林卫公,基于普通数码相机的影像匹配技术,测绘工程,2003,12(2):30-33.
[98] 邓刚,非量测影像数字化近景摄影测量的部分问题探讨,昆明理工大学学报,2002,27(4):6-12.
[99] 寇新建,宋计棉,数字化近景摄影测量及其工程应用,大坝观测与土工测试,2001,25(1):33-35.
[100] 魏明果,刘德富,刘运长,王仁明,普通数码相机德数字摄影测量德数理模型研究,武汉水利电力大学(宜昌)学报,2000,22(2):174-178.
[101] 寇新建,宋计棉,数字化近景摄影测量及其工程应用,大坝观测与土工测试,2001,25(1):33-35.
[102] 于晶涛,陈鹰,数字相机在工业零件检测中的应用,遥感信息,2001,3:30-34.
[103] 于承新,徐芳,黄桂兰等 近景摄影测量在钢结构变形监测中的应用,山东建筑工程学院学报,2000,15(4):1-7.
[104] 刘志铭,方勇,张建慧等,非量测数码相机在砼管片变形检测中的应用,测绘通报,2001,6:40-41.
[105] 冯文灏,近景摄影测量的控制,测绘信息与工程,2002,27(3):3-5.
[106] 冯文灏,近景摄影测量的基本技术提要,测绘科学,2000,25(4):26-30.
[107]Leitch,K.R.Close-range photogrammetric measurement of bridge deformations.PhD,New Mexico State University,2002.
[108] 林宗坚,崔红霞,孙杰,刘丽,数码相机的畸变差检测研究,武汉大学学报.信息科学版,2005,30(2):122-125.
[109] 崔红霞,孙杰,林宗坚,储美华,非量测数码相机的畸变差检测研究,测绘科学,2005,30(1):105-107.
[110] 田浩,蒋理兴,张强,一种适于视频全站仪的数码相机检校方,海洋测绘,2005,25(2):61-63.
[111] 杨朝辉,李浩,杨林,数码相机可量测化的研制,测绘工程,2003,12(2):34-37.
[112] 梁亮,张定华,毛海鹏等,一种基于网格图象的畸变修正方法,计算机工程与应用,2004,2:4-6.
[113] 苗红杰,赵文吉,刘先林,数码相机检校和摄像测量的部分问题探讨,首都师范大学学报(自然科学版),2005,26(1):118-120.
[114] 田浩,蒋理兴,郭子臻,基于DLT 模型的一种数码相机的检校方法,四川测绘,2005,28(1):37-39.
[115] 杨林,李浩,闾国年,数码相机的一种检校方法,测绘通报,2004,8:50-52.
[116] Karras E.G. and Mavrommati D.,Simple Calibration Techniques For Non-Metric Cameras.In: International Committee for Architectural Photogrammetry,Potsdam, Germany, 2001.
[117]White,D.J.,Take,W.A.&Bolton,M.D.Experimental advances in physical modelling:image-based displacement measurement. http://www-civ.eng.cam.ac. uk/geotech-new/posters/phys.htm.
[118] 刘志铭,方勇,张建慧等,非量测数码相机在砼管片变形检测中的应用,测绘通报,2001,(6):40-41.
[119] Deng Gang. Practical Testing and Evaluating of the EOS PhotoModeler, an off-the-self Digital Close Range Photogrammetric Software Package. Department of Geodesy and Geomatics Engineering Technical Report No.201,University of New Brunswick, Fredericton,New Brunswick, Canada, 1999,(201):93.
[120] 李建松,内参数不等的近景摄影测量网研究.[博士学位论文],武汉大学,2003.
[121] 王凤艳,陈剑平,庞贺民,应用数字近景摄影测量提取岩体裂隙迹长信息方法研究,世界地质,2006,25(1):39-42.
[122] Stylianidis, E.;Patias, P.;Tsioukas, V.;Sechidis, L. and Georgiadis, C..A digital close-range photogrammetric technique for monitoring slope displacements. Proceedings, 11th FIG Symposium on Deformation Measurements, Santorini, Greece, 2003.