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Monitoring high-rise building deformation using Global Positioning System
Table 8: Baselines vector of both epochs
| From |
To |
|
Epoch 1 |
|
|
Epoch 2 |
|
| P 314 |
KT1 |
DX (m) |
D Y(m) |
DZ (m) |
DX (m) |
D Y (m) |
DZ (m) |
| 585.672 |
1528.797 |
-752.439 |
585.675 |
1528.799 |
-752.443 |
| |
KT2 |
582.885 |
1523.076 |
-734.675 |
582.899 |
1523.079 |
-734.679 |
| |
KT3 |
585.530 |
1540.691 |
-728.575 |
585.543 |
1540.684 |
-728.578 |
| |
KT4 |
588.277 |
1546.479 |
-746.366 |
588.288 |
1546.471 |
-745.360 |
| |
KT5 |
374.730 |
1552.600 |
-801.175 |
374.733 |
1552.601 |
-801.176 |
| |
KT6 |
383.706 |
1638.951 |
-735.864 |
383.698 |
1638.952 |
-735.864 |
| P288 |
KT1 |
2416.109 |
5043.989 |
-12923.731 |
2416.166 |
5043.981 |
-12923.715 |
| |
KT2 |
2413.366 |
5038.271 |
-12905.991 |
2413.416 |
5038.237 |
-12905.985 |
| |
KT3 |
2415.970 |
5055.878 |
-12899.891 |
2416.073 |
5055.839 |
-12899.883 |
| |
KT4 |
2418.837 |
5061.712 |
-12917.591 |
2418.715 |
5061.672 |
-12917.696 |
| |
KT5 |
2205.150 |
5067.818 |
-12972.515 |
2205.167 |
5067.794 |
-12972.515 |
| |
KT6 |
2214.345 |
5154.101 |
-12907.099 |
2214.066 |
5154.130 |
-12907.178 |
Table 9: The variance ratio and the congruency test result
| Statistical test | Day1 | Day2 | Day3 |
| Variance ratio test | Passed | Passed | Passed |
| Global congruency test | Passed | Passed | Passed |
| | 1.504 <1.919 | 0.779 < 1.919 | 0.008 < 1.919 |
 Figure 6: The external reliability for both epochs
 Figure 7: Difference of adjusted coordinate for both epoch
Table 10: Single point test result
| Station | DX | DY | DZ | Dis. Vector | Fcom | Ftab | Status |
| KT1 | -0.0288 | -0.0053 | -0.0217 | 0.0364 | 0.21 | 4.51 | Stable |
| KT2 | -0.0301 | 0.0094 | -0.0222 | 0.0386 | 0.36 | 4.51 | Stable |
| KT3 | -0.0985 | 0.0211 | -0.0215 | 0.1030 | 3.08 | 4.51 | Stable |
| KT4 | 0.0031 | -0.0099 | 0.0468 | 0.0479 | 0.71 | 4.51 | Stable |
| KT5 | -0.0431 | 0.0136 | -0.0233 | 0.0508 | 1.13 | 4.51 | Stable |
KT6 GPS314 | 0.1682 -0.0284 | -0.0318 -0.0204 | 0.0239 -0.0509 | 0.1728 0.0618 | 2.61 3.70 | 4.51 4.51 | Stable Stable |
| P288 | 0.0292 | 0.0032 | 0.0179 | 0.0344 | 0.69 | 4.51 | Stable |
Acknowledgments
The preliminary work presented in this paper is part of the research project Vot 72308 sponsored by the Ministry of Science and Technology, Malaysia.
References
- Caspary, W.F. (1987) : ‘Concepts Of Network and Deformation Analysis’. (ed.by )
- Rueger, J.M,. Monograf 11. School of Surveying The University of New South Wales, Kensington, New South Wales, Australia.
- Chrzanowski, A., Chen, Y.Q. and Secord, J.M. (1986). ‘Geometrical analysis of deformation surveys.’ Deformation Measurement Workshop (Massachusetts Institute of Technology). (Ed.) Bock, Yehuda. Modern methodology in precise engineering and deformation surveys-II. Cambrige : Massachusetts Institute of Technology. 170–206.
- DeLoach, S.R. (1989). ‘Structural Deformation Monitoring With GPS’. Journal of Surveying Engineering, Vol 115, No.1. pp 93–110.
- Hofmann-Wellenhof, B; Lichtenegger and Collins, J. (1994). ‘GPS – Theory and Practise’. 3rd Ed. , Spriger-Verlag.
- Leica AG. (1996) : Leica- Digital Levels NA2002/3003 User Manual. Heerburgg : Leica AG.
- Teskey, W.F. and Porter, T.R. (1988). ‘An Integrated Method For Monitoring The Deformation Behaviour Of Engineering Structures’. In. International (FIG) Symposium on Deformation Measurements (5 th : New Brunswick, Canada). (ed.) Well, W. and Chrzanowski, A. Canadian Symposium on Mining Surveying and Rock Deformation Measurements (5 th : New Brunswick, Canada). Deformation Measurements. New Brunswick: University of New Brunswick. 536–545.
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