Field Measurements in Geomechanics: Proceedings of the 6th International Symposium, Oslo, Norway, 23-26 September 2003

Field Measurements in Geomechanics......Page 1
Table of Contents......Page 3
Preface......Page 9
Organisation......Page 10
Theme 1: Case histories......Page 11
2 RESEARCH AREA......Page 12
3.1 Analyses of settlement gauges......Page 13
4.1 Analyses of piezometers......Page 16
5 COMPARISON OF DEGREE OF CONSOLIDATION......Page 17
6 CONCLUSION......Page 18
REFERENCES......Page 19
2 GEOTECHNICAL CONDITIONS......Page 20
3 STABILIZATION WORKS......Page 21
6.1 Period of observation 1995?1998......Page 22
6.3 Period of observation 1998?2003......Page 24
7 CONCLUSIONS......Page 25
1.1 General......Page 52
2 THE SLUDGE AND MARINE CLAY DEPOSIT AT THE BANK OF THE ELBE RIVER......Page 53
4 THE CLAY AND CLAY STONE AT THE TUNNEL OFFENBAU SITE......Page 55
5 THE TERTIARY CLAY IN THE SURROUNDING AREA OF NOERDLINGEN......Page 56
REFERENCES......Page 58
1 INTRODUCTION......Page 60
2 PRELOAD TEST......Page 61
3 PRELOAD TEST RESULTS AND INTERPRETATION......Page 62
4 CONCLUSION......Page 65
REFERENCES......Page 66
1 INTRODUCTION......Page 67
2.2 Recent evolution of the landslide......Page 68
3 LITHOTECHNICAL CHARACTERISTICS OF LANDSLIDE BODY AND ROCK LAYER......Page 69
5 CASALE?COLLA D.M.S. STATION......Page 70
5.1 Realisation of a model?area intervention on hydrogeological instability reproducible atbasin level......Page 72
1 INTRODUCTION......Page 73
3.2 Status of ground movement & deformation of tunnel support and countermeasure......Page 74
3.4 Relationship between measurement data and deformation of tunnel support......Page 75
4 RELATIONSHIP BETWEEN OBSERVATION MAP OF CUTTING FACE ANDMEASUREMENT DATA......Page 76
5 CAUSE AND STUDY REGARDING DEFORMATION OF TUNNEL SUPPORT......Page 77
REFERENCES......Page 78
1 SEVERE SEASTATES WITH ONE EXTREME WAVE WERE OBSERVED......Page 79
2 THE WAVE HIT THE PLATFORM LIKE A SLEDGEHAMMER BLOW......Page 80
5 THE DISPLACEMENTS COMPUTED FROM THE ACCELERATIONS WEREALSO DOMINATED BY THE RESPONSE TO THE BIG WAVE......Page 82
6 GEOTECHNICAL EVALUATION OF THE BEHAVIOUR OF THESKIRTED FOUNDATIONS DURING THE BIG WAVE......Page 87
7 PERMANENT CHANGES IN THE PLATFORM WERE OBSERVED......Page 90
REFERENCES......Page 92
1 INTRODUCTION......Page 108
2.1 Acceptance criteria for ground vibrations......Page 109
3.1 Case records from literature......Page 110
3.2 Drop tests......Page 112
4 MEASUREMENTS DURING TOPPLING......Page 113
REFERENCES......Page 114
2 PLANE STRAIN MODELLING......Page 121
4.1 Test embankment constructed to failure......Page 123
4.2 Embankment stabilized with geosynthetic vertical drain......Page 124
4.3 Comparison of normalized deformation......Page 128
REFERENCES......Page 130
2 SOIL CONDITIONS......Page 132
4 ANALYSIS OF TEST RESULTS......Page 133
5 PILE GROUPS......Page 137
REFERENCES......Page 138
2 THE MONITORING SYSTEM......Page 139
2.1 Sensor ? GPS receiver......Page 140
2.2 Data processing ? CAPWINAUTO and trend model......Page 141
3.2 Data acquisition......Page 142
3.4 Distribution of the monitoring results through the Internet......Page 144
REFERENCES......Page 145
2 ANCHOR MODEL AND INSTRUMENTATION......Page 146
3 SOIL CONDITIONS......Page 147
4 MEASURED ANCHOR PERFORMANCE......Page 151
5 CONCLUSION......Page 154
2.1 Site Description......Page 155
3 FIELD INVESTIGATION LAYOUT......Page 157
4 RESULTS AND DISCUSSION......Page 158
REFERENCES......Page 160
1 INTRODUCTION......Page 178
2 SITE DESCRIPTION......Page 179
3 STATNAMIC TEST......Page 180
4 MONITORING OF LOAD DISTRIBUTION AND SETTLEMENTS OF PILES......Page 184
REFERENCES......Page 186
2 GEODETIC MONITORING OF TUNNEL DEFORMATION......Page 187
4.2 Tunnels with extreme convergence values......Page 188
4.2.3 Bolu road tunnel, north Turkey......Page 189
5 CONCLUSIONS......Page 190
REFERENCES......Page 191
2.1 Bottom O-cell load test......Page 199
2.2 Mid O-cell load test......Page 200
3 CONVENTIONAL DEAD-WEIGHT REACTION LOAD TEST......Page 202
4 COMPARISON BETWEEN CONVENTIONAL AND O-CELL LOAD TESTS......Page 203
REFERENCES......Page 204
2.1 Location and history......Page 205
2.2 Geology and ground conditions......Page 206
2.3 Properties of fluvio-glacial gravels......Page 207
5 MEASURED AND PREDICTED WALL MOVEMENTS......Page 208
REFERENCES......Page 210
2.1 Displacement of an unsupported tunnel......Page 217
2.2 Displacement of a supported tunnel and earth pressure acting on tunnel support structure......Page 218
3.1 Principle of determining time-dependent mechanical constants for tunnel supportdesign using borehole displacement......Page 220
4.1 Measurement results of borehole displacement......Page 221
4.2 Practical application to tunnel design......Page 222
5 CONCLUSION......Page 223
REFERENCES......Page 224
2 MEASUREMENTS ON THE ROCK BAR......Page 225
3 STABILITY CONCEPT......Page 227
5 INSTRUMENTATION AND MEASUREMENTS......Page 228
REFERENCES......Page 231
1 INTRODUCTION......Page 233
2 IMPACT ON THE PILED RAFT OF THE “EUROTHEUM?......Page 235
3 IMPACT ON THE PILED RAFT OF THE “MAIN TOWER?......Page 237
REFERENCES......Page 240
2 INSTRUMENTATION LAYOUT......Page 263
3.1 Geodetic survey......Page 265
5 CONCLUDING REMARKS......Page 267
REFERENCES......Page 268
2 CASE HISTORY: INYAKA DAM......Page 269
3.2 Rosette plots of principal stresses on a specific date......Page 270
REFERENCES......Page 274
1 INTRODUCTION......Page 275
2.1 Construction overview......Page 276
3 MONITORING THE GROUND BEHAVIOR BASED ON BACK ANALYSIS......Page 277
4 PROPOSED METHOD OF THE OBSERVATIONAL CONSTRUCTION PROCEDUREFOR PIPE ROOFING......Page 280
REFERENCES......Page 282
2 DATABASE......Page 283
4 SOURCES OF VARIABILITY......Page 285
REFERENCE......Page 288
2 CASE HISTORIES OF PILED RAFTS IN GERMANY......Page 289
4 PILE POSITION......Page 291
5 CHANGES OF THE GROUNDWATER LEVEL......Page 292
6 CONSTRUCTION PROCESS......Page 293
REFERENCES......Page 294
1 INTRODUCTION......Page 309
2.1 Sketch......Page 310
2.3 Laboratory tests......Page 313
2.4 Settlement analysis......Page 314
REFERENCES......Page 316
2.1 Scope......Page 325
3.3 Intact elastic modulus E50......Page 326
6 DISCUSSION AND CONCLUSIONS......Page 329
REFERENCES......Page 330
2 GROUND CONDITIONS......Page 331
3 PREDICTION OF MOVEMENTS DUE TO CONSTRUCTION......Page 333
4.2 Horizontal movements fig. 5 and fig. 6......Page 335
REFERENCES......Page 336
2 DESCRIPTION OF THE APPLIED PORE PRESSURE RELEASE TECHNIQUE......Page 343
4 ESTIMATION OF TRANSIENT PORE PRESSURE RELEASE......Page 344
5 RESULTS OF THE PORE WATER PRESSURE MEASUREMENTS......Page 347
6 CONCLUSIONS AND OUTLOOK......Page 348
REFERENCES......Page 349
2 GEOLOGICAL SITUATION......Page 356
4.1 Average horizontal stress......Page 358
4.3 Minor principal horizontal stress......Page 359
4.4 Ratio major to minor principal horizontal stress......Page 360
5.2 Material properties and material distribution......Page 361
5.5 Results of modelling......Page 362
REFERENCES......Page 363
1 INTRODUCTION......Page 364
2 GEOTECHNICAL INSTRUMENTATION......Page 365
2.2 Internal instruments......Page 366
3.1 Performance of soil nail passive inclusions......Page 367
REFERENCES......Page 370
2 HEATHROW TERMINAL 4 STATION......Page 371
3 INSTRUMENTATION......Page 372
4.2 Inclinometer......Page 374
5.1 Longitudinal displacements......Page 375
6 DISCUSSION......Page 377
REFERENCES......Page 380
1 INTRODUCTION......Page 395
2.2 The surveying subsystem......Page 396
3.1.2 Rock grade evaluation data categorical data......Page 397
3.2 Selection of tunnel support pattern by TBM driving data anddrill logging data Route A......Page 398
3.3 Selection of tunnel support pattern by categorized TBM driving data and drill loggingdata and rock grade evaluation data of tunnel walls Route B......Page 399
4 CONCLUSION......Page 400
REFERENCES......Page 401
1.2 Why perform structural monitoring of concrete dams?......Page 410
2.1 Outline of the DGPS technology......Page 411
3.2 Experimental set-up......Page 412
ACKNOWLEDGEMENTS......Page 414
REFERENCES......Page 415
1.1 Issues of monitoring and installation......Page 450
1.2 Installation details......Page 451
1.5 Data polling and web display......Page 453
2.2 Water level TDR readings......Page 454
2.3 Tiltmeter response......Page 455
3 DESIGN OF OPTIMALLY COMPLIANT CABLES FOR USE IN SOFT SOILS......Page 456
REFERENCES......Page 458
1 INTRODUCTION......Page 466
3.1 Soil sampling, instrumentation and analysis......Page 467
4.1 Soil temperatures......Page 468
4.3 Hydrocarbon biodegradation in frozen soil......Page 469
4.4 Hydrocarbon biodegradation in the winter months......Page 471
5 CONCLUSION......Page 472
REFERENCES......Page 473
2 VIBRATING WIRE TRANSDUCERS AND THEIR UTILIZATION......Page 474
4 ROLE OF DATA ACQUISITION AND DATA PROCESSING......Page 475
5 RED LINE TUNNEL INSTRUMENTATION PROGRAM......Page 476
6 EVALUATION OF GAGE STABILITY......Page 477
8 CRACKMETER DATA ANALYSIS......Page 478
10 FIELD PERFORMANCE OF THE LIQUID LEVEL SYSTEM......Page 480
12 EVALUATION OF GAGE LONGEVITY......Page 481
REFERENCES......Page 482
1 INTRODUCTION......Page 489
2.1 Basic notions......Page 490
3.1 Introduction to sensor topologies......Page 491
3.2 Long-gage sensors topologies applied on piles......Page 492
4.2 Results obtained from compression and pullout tests......Page 493
REFERENCES......Page 496
1 INTRODUCTION......Page 502
2 PRINCIPLE OF EVALUATION METHOD......Page 503
3 OUTLINE OF FIELD TESTS AND TEST RESULTS......Page 504
4 EVALUATION OF ELASTIC CONSTANTS......Page 505
5 CONCLUDING REMARKS......Page 507
2 DISPLACEMENT MONITORING SYSTEM......Page 526
2.1 The system of Type 1 local collection for short-term type......Page 527
2.4 The system of Type 4 collection on radio directly at a monitor office......Page 528
2.6 The system of Type 6 public telephone network......Page 529
2.8 The system of Type 8 collection while wire and a telephone line......Page 530
3 PRACTICAL APPLICATION......Page 531
REFERENCES......Page 532
1.2 Why use a conventional bentonite seal?......Page 533
2.2 Ignored theory......Page 534
3.2 Strength and deformation considerations......Page 535
3.3 Mix design rules......Page 536
4.1 Recent experience......Page 537
4.3 Vibrating wire vs. pneumatic piezometers......Page 538
4.4 Cement-bentonite as a high air-entry filter......Page 539
5.2 Installation methods......Page 540
REFERENCES......Page 541
2.1 General issues......Page 543
2.3 Random error......Page 544
3.2 Error detection methods......Page 545
4 SENSOR CALIBRATION AND DOUBLY REDUNDANT DATA SETS......Page 546
5 BIAS-SHIFT CORRECTION......Page 547
7 ROTATION ERROR CORRECTION......Page 549
8 DEPTH POSITIONING ERROR......Page 552
10 CONCLUSIONS......Page 554
REFERENCES......Page 555
2 BASICS OF THE MEASUREMENT METHOD......Page 562
3 FACTORS AFFECTING PRECISION OF INCLINOMETER MEASUREMENTS......Page 563
3.1 Interaction between inclinometer probe and guiding tube......Page 564
4 FIELD TEST TO EVALUATE RANDOM ERRORS......Page 565
5 MEASURES TO IMPROVE THE QUALITY AND RELIABLITY......Page 569
REFERENCES......Page 570
2.1 Brief description of testing site......Page 571
2.2 Comparison of SPT and SRS......Page 572
2.3 Test results of SPT and SRS......Page 573
3.1 Seismic waves generated by dynamic penetration and downhole velocity logging......Page 574
3.2 Amplitude of measured seismic waves and blow count......Page 575
4 CONCLUSIONS......Page 576
REFERENCES......Page 577
INTRODUCTION......Page 603
2.1.2 Components......Page 604
3 RESULTS AND DISCUSSION......Page 605
5 CONCLUSION......Page 607
REFERENCE......Page 608
2 GEOTECHNICAL TOOLS IN THE DEEP SEA: TECHNOLOGIES INVOLVED......Page 609
3 SHEAR VANE INSTRUMENT......Page 610
6 PENFELD......Page 611
8 ASSEM ? ARRAY OF SENSORS FOR LONG TERM SEABED MONITORING OFGEOHAZARDS......Page 613
REFERENCES......Page 614
2 INITIAL MONITORING SYSTEM......Page 615
3 REDESIGNED MONITORING SYSTEM......Page 616
4 CONCLUSION......Page 619
2 DESIGN AND OPERATION OF THE DFSD......Page 620
3 IMPLEMENTATION OF THE DFSD......Page 622
REFERENCES......Page 625
2.2 Carlson strain gage......Page 626
2.4 “Sister Bar?......Page 627
2.6 Fiber optic strain gages......Page 628
2.7 Conversion of strains to stresses ? problems......Page 629
3.1.1 Carlson stressmeter......Page 630
3.1.3 Vibrating wire concrete stress cell......Page 631
3.2.1 Toyoku Elmes concrete stressmeter......Page 632
3.2.2 Vibrating wire soft inclusion stress cell, SISC......Page 633
4.4 Flat-slot/flat-jack methods......Page 634
5.3 Shaft and NATM tunnel linings......Page 636
5.5 Concrete structures ? floor slabs and beams, box girders, bridges, etc......Page 637
REFERENCES......Page 638
2.1 Hardware for monitoring displacements......Page 640
2.2 Software for improving the accuracy of the measurements......Page 641
3.1 Open quarry......Page 642
4 DISPLACEMENT MONITORING APPROACH DMA......Page 643
4.1 Time series analysis of continuously monitored results......Page 644
4.3 Back analysis of measured displacements using mechanics......Page 645
REFERENCES......Page 646
2 SAITANI TUNNEL......Page 648
3.2 Accuracy of photogrammetry......Page 649
4.2 Parameter......Page 651
4.4 Comparison measurement and analysis result......Page 652
4.5 Movement of ground......Page 653
4.6 Examination of placing length using compression intensity......Page 654
REFERENCE......Page 655
1 INTRODUCTION......Page 656
2.3 Data processing......Page 657
5 CONCLUSIONS......Page 662
REFERENCES......Page 663
2 OUTLINE OF FIELD MEASUREMENT INTRODUCTION......Page 664
3.2 Test results......Page 665
4.2 Test results......Page 666
5.2 Test results......Page 667
REFERENCES......Page 669
2.1 Context of the instrumentation program......Page 670
2.3.1 Instrumentation from the Test Drift front......Page 671
3.2.2 In place inclinometer IPI......Page 672
REFERENCES......Page 675
4.1 Porewater pressure measurements ahead of the excavation front......Page 673
4.2 Displacements in the clay......Page 674
1 INTRODUCTION......Page 676
2 REVIEW ON RTK GPS AND LONG SPAN BRIDGE......Page 677
3 GPS MEASUREMENT MODEL......Page 678
4 THE EXPERIMENT......Page 679
5 RESULTS AND ANALYSIS......Page 680
REFERENCES......Page 681
1 OBJECTIVES AND CONTEXT OF THE EXPERIMENT......Page 687
2.1 Photo-writing techniques......Page 688
2.3 FBG availability to physical parameters......Page 690
3.1 Theoretical behaviour of FBG bonded on metallic sample......Page 691
3.3 Sensor calibration......Page 693
4.2 Fiber Bragg Grating experimental results......Page 694
REFERENCES......Page 696
1 INTRODUCTION......Page 711
2.1 Tender design......Page 712
2.2 Detailed design of the ATS networks – CYCLOPS Evolution......Page 713
2.4 Data acquisition and data presentation system......Page 714
3.1 Actual precision of measurement......Page 715
3.3 Initial site results......Page 716
REFERENCES......Page 717
1 FOREWORD......Page 718
2 THE HIGH-SPEED MILAN?BOLOGNA PROJECT......Page 719
4 INSTRUMENTATION ? SELECTION CRITERIA AND DESCRIPTION......Page 720
5 DATA ACQUISITION SYSTEM......Page 722
6 CONCLUSIONS......Page 723
REFERENCES......Page 724
2 ACTUAL STATUS......Page 757
3 CONCLUSIONS......Page 758
3.2 How to proceed?......Page 759
4.2 Instrument classification......Page 760
4.3 Data sheets......Page 762
REFERENCES......Page 763