Seismic Design of Geosynthetic-Reinforced Soil Bridge Abutments with Modular Block Facing (2012)

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CHAPTER 6 SHAKE TABLE TEST RESULTS TESTING RESULTS System Identification Before the abutment model was subjected to large ground accelerations, System Identification (SI) tests were conducted in order to identify the natural frequency of the abutment and its components. As shown in Table 6.1 and Figure 6.1, the measured horizontal natural frequency of the bearing pad-bridge system is approximately 2.3 Hz. Table 6.1 also indicates that the vertical natural frequency of the bearing pad-bridge system is 4.5 Hz (from the results of C4y/C3y). The 2.3 Hz measured horizontal natural frequency of the bearing pad-bridge system agrees very closely with the 2.24 Hz predicted in Chapter 4. Table 6.1:Transfer Functions, Measured Modes and Frequencies # Transfer Function Measured Frequencies (Hz) from Runs 6 and 7 Mode of Vibration 1 A22/A21 2.3 Girder relative to sill plate, due to bearing deformation 2 A22/ATLG* 2.2 Girder relative to the TESS, due to bearing deformation 3 A22/A14 2.2 Girder relative to the bottom of the model, due to bearing deformation 4 A23/ATLG 8.3 Top of interior wall relative to the TESS 5 A23/A14 8.5 Top of interior wall relative to the bottom of the model 6 A21/ATLG 8.5 Sill plate relative to the TESS 7 A21/A14 8.5 Sill plate relative to the bottom of the model 8 A24/ATLG 8.4 Top of soil relative to the TESS 9 A24/A14 8.5 Top of soil relative to the bottom of the model 10 A19/ATLG 8.4 Top of soil below the sill relative to the TESS 11 A19/AT14 8.5 Top of soil below the sill relative to the bottom of the model. 12 A13/ATLG** 8.4 Top exterior block relative to the TESS 13 A13/A14 8.5 Top exterior block relative to the bottom of the model 14 A12/A14 8.5 2nd from top exterior block relative to the bottom of the model 15 A10/A9 - Block just above start of grout, to block below to see relative motion 15 L15/A21 2.4 Girder relative to the sill plate, due to bearing deformation 16 L15/A14 2.2 Girder relative to the bottom of the model 17 C4y/C3y 4.5 Girder relative to sill, due to bearing vertical deformation 18 C3y/ATZ - Overall vertical response of the model at the south edge of sill 19 C2y/ATZ - Overall vertical response of the model at the north edge of sill

116 Figure 6.1: Example Plots of Transfer Functions Showing 2.3 Hz and 8.5 Hz Modes Also shown in Figure 6.1 and Table 6.1 is the horizontal natural frequency of the abutment, measured at 8.5 Hz. Using the measured natural frequency of the abutment, its lateral stiffness can be estimated by solving for K from: M K f =22 4π 430,2525.85.8844 2222 =×××== ππ fMK kN/m The mass, M, includes the self weight of the abutment plus the vertical reaction from bridge superstructure. Sinusoidal Tests The first sinusoidal test was performed at an amplitude of 0.15 g with a frequency of 1.5 Hz. The GRS abutment model performed very well during the test. Figure 6.2 show the GRS abutment and bridge at the end of the test. Note that the GRS abutment remained perfectly intact with minor lateral and vertical deformations. Results from this test included small movement of the sill and separation between the backwall and the abutment near the top of the abutment. As

117 shown in Figures 6.3 and 6.4, visible horizontal and vertical displacement of the sill were observed. Cable extensiometers and LVDTs measurements will be detailed later in this Chapter. Figure 6.2: Photograph of GRS Abutment after 0.15 g Test at 1.5 Hz As shown in Figure 6.5 small separation between the backwall and the abutment was noticeable near the top of the model. Overall, the bridge abutment and the bridge suffered no structural damage during the 0.15 g test.

118 Figure 6.3: Photograph of Sill Movement (Back) after 0.15 g Test at 1.5 Hz Figure 6.4: Photograph of Sill Movement (Front) after 0.15 g Test at 1.5 Hz

119 Figure 6.5: Photograph of Abutment Separation from Backwall after 0.15 g Test at 1.5 Hz During the 0.15 g test, the steel safety and bearing frame (the green frame in Figure 5.2, Chapter 5) began shaking unexpectedly in the direction of the table motion. While the test was designed for the entire bridge horizontal force to be transferred to the abutment through the use of slide bearings mounted on the steel frame, it became evident that the slide bearings coefficient of friction was larger than expected, and significant bridge horizontal forces from the bridge were being transferred to the steel frame. Rather than continuing testing at 1.5 Hz and estimating the portion of the bridge’s inertial force being transferred to the abutment, the frequency was changed to 3 Hz, well above the bearing pads natural frequency of 2.3 Hz. This change resulted in the bridge’s horizontal motion being relatively isolated from the abutment, while maintaining the bridge vertical load on the GRS abutment. Testing was continued at 3 Hz while accelerations were increased to 0.3 g, 0.45 g, 0.67 g and 1.0 g (Table 6.2). The GRS abutment and bridge performed favorably in all tests and remained intact without any loss of serviceability. The abutment experienced little to no damage until the 0.67 g test at which time several CMU blocks, mainly at the GRS abutment bottom corners,

120 began to have minor cracks as shown in Figure 6.6. The separation between the backwall and the abutment during 0.67 g test continued to widen from the top down. Sliding of the entire abutment did not occur during the 0.67 g test as the separation between the abutment and the backwall did not extend to the lower courses. Table 6.2: Shake Table Tests Designations Designation Frequency (Hz) Amplitude (g) Duration (s) Test 1 1.5 0.15 20 Test 2 3 0.3 20 Test 3 3 0.45 20 Test 4 3 0.67 20 Test 5 3 1.0 20 Figure 6.6: Photograph of Block Cracking after 0.67 g Test at 3 Hz The separation of the abutment from the backwall and the minor block damage to the side walls that occurred during the 0.67 g test were mainly due to the imposed boundary conditions of the model. While cracked blocks aren’t desirable, they are not representative of the condition of the

121 reinforced soil behind them. It should be noted that the blocks serve as a facing and not as a structural component of the GRS abutment. Similarly, small separation of the backwall from the abutment does not represent a failure mode as retained soil would likely replace the visible gap shown in Figure 6.5. Although negligible horizontal movement of the sill was recorded during the 0.67 g test, small vertical settlement (about 2.7 cm) was detected. Figure 6.7 shows the GRS abutment and bridge following the 1.0 g test. The system is still intact and functional as shown in the figure. More damage to the blocks at the bottom corner of the side walls is shown in Figure 6.8. Again, this distress is caused by the imposed boundary conditions, in a real situation the side walls are separated by the actual width of the roadway as opposed to the 3 m width used in the model. Nonetheless, the front face wall remained in perfect condition even after the 1.0 g horizontal acceleration for 20 seconds at 3 Hz. A uniform separation of approximately 2-3 cm from top to bottom of the abutment from the backwall was noted due to this extreme sinusoidal load as shown in Figure 6.9. The soil for the severely cracked approach fill (Figure 6.10) fell through the gap and piled on top of the shake table as shown in Figure 6.9. Finally, Figure 6.11 shows the permanent deformation in the soil underlying the sill at the end of the 1.0 g test.

122 Figure 6.7: Photograph of GRS Abutment and Bridge after 1.0 g Test at 3 Hz

123 Figure 6.8: Photograph of Block Damage after 1.0 g Test at 3 Hz Figure 6.9: Photograph of Abutment Separation from Backwall (Side View) after 1.0 g Test at 3 Hz

124 Figure 6.10: Photograph of Abutment Separation from Backwall (Top View) after 1.0 g Test at 3 Hz Figure 6.11: Photograph of Abutment Sill Movement after 1.0 g Test at 3 Hz

125 SINUSOIDAL TEST RESULTS Table 6.2 presents details of the five-stage test performed. For simplicity, the stages are named "Tests 1 to 5", indicating that these stages represent separate seismic events that occurred sequentially. The next set of figures includes detailed results of the five tests. Table 6.3 provides details of the figures for easy reference to each test. Table 6.3: Test Results Designation Measured Accelerations Measured Displacements Measured Strains Measured Pressure Test 1 Figures 6.12-6.16 Figures 6.17-6.23 Figure 6.24 Figure 6.25 Test 2 Figures 6.26-6.30 Figures 6.31-6.37 Figure 6.38 Figure 6.39 Test 3 Figures 6.40-6.44 Figures 6.45-6.51 Figure 6.52 Figure 6.53 Test 4 Figures 6.54-6.58 Figures 6.59-6.65 Figure 6.66 Figure 6.67 Test 5 Figures 6.68-6.72 Figures 6.73-6.79 Figure 6.80 Figure 6.81 Careful examination of acceleration and displacement data from tests 1 and 2 show a clear evidence of the importance of bridge isolation. Test 1 was performed at much smaller acceleration amplitude (0.17 g) than Test 2 (0.35 g) but yet caused much more vibrations and permanent displacements in the GRS abutment. This behavior is attributed to the design of the elastomeric pad that isolates the bridge superstructure from the GRS abutment substructure. Seismic loads having frequencies below the elastomeric pad-bridge natural frequency caused greater vibrations in the bridge and bridge abutment. Only seismic loads with frequencies higher than the elastomeric pad-bridge natural frequency were isolated thus causing minimal vibrations in the system. Figure 6.14 (1.5 Hz) shows significant acceleration gradient (increasing with height). Figure 6.18 shows the corresponding displacements that are clearly very significant especially near the top of the wall. For comparison, Figure 6.28 (3Hz) shows little acceleration gradient with height. Figure 6.32 shows the corresponding displacements that are nearly nonexistent. The GRS abutment shake table tests described herein were only subjected to sinusoidal type of motion with a given frequency and a given amplitude that were kept constant throughout the

126 tests (see Table 6.2). An actual earthquake motion is very different in the sense that it contains various frequencies and amplitudes. The response of the GRS abutment-bridge system would be different if an actual earthquake signal was used. In this research, the finite element method was used to study the effect of using an actual earthquake history on the system (Chapter 7). In the present study, the shake table tests and the parametric analysis utilized bearing (elastomeric) pads along with expansion joints to isolate the bridge superstructure from the GRS abutment substructure. In regards to integral abutment bridges in which the bridge superstructure is rigidly attached to the sill (no bearing pads and expansion joints), the present research is somewhat applicable since the sill is partially free to slide against the top surface of the GRS abutment making it (the sill) act as an "isolator". To confirm that, additional shake table testing is needed.

127 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 Time, s -0.20 -0.10 0.00 0.10 0.20 Ac ce le ra tio n, g Shake Table longitudinal acceleration Shake Table lateral acceleration Shake Table pitch Shake Table vertical acceleration TEST 1 Figure 6.12: Shake Table Acceleration History (Test 1)

128 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -2 0 2 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 -0.30 0.00 0.30 A14 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s A 13 A 2 A 1 A 15 A 17 A 3 A 4 A 5 A 6 A 7 A 8 A 9 A 10 A 11 A 12 A 19 A 21 A 22 A 23 A 24 A 25 A 20 A 16 A 18 15 205 100 Time, s 15 205 100 Time, s TEST 1 Figure 6.13: Measured Accelerations (g) in all accelerometers (Test 1)

129 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 Time, s -0.40 0.00 0.40 A cc el er at io n, g A 12 A 11 A 10 A 9 A 6 A 13 A 5 A 4 A 3 A 2 A 1 A 8 A 7 5 10 15 20 TEST 1 Figure 6.14: Measured Accelerations at Facing Blocks (Test 1)

130 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 A 13 A 19 A 21 A 22 A 23 A 25 A 20 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s Ac ce le ra tio n, g Ac ce le ra tio n, g TEST 1 Figure 6.15: Measured Accelerations in Upper Zone (Test 1)

131 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 A 13 A 15 A 16 A 18 A 20 A 25 A 17 A 19 A 23 A 1 A 6 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s Ac ce le ra tio n, g TEST 1 Figure 6.16: Measured Accelerations at Selected Locations (Test 1)

132 0 5 10 15 20 25 -0.80 -0.40 0.00 0.40 0.80 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 Time, s -0.20 -0.10 0.00 0.10 0.20D is pl ac em en t, in ch es 0 5 10 15 20 25 -0.80 -0.40 0.00 0.40 0.80 Shake Table longitudinal displacement Shake Table lateral displacement Shake Table pitch Shake Table vertical displacement TEST 1 Shake Table roll 1 inch =2.54 cm Figure 6.17: Shake Table Displacement History (Test 1)

133 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 0 5 10 15 20 25 Time, s -1.50 -1.00 -0.50 0.00 La te ra l D is pl ac em en t, in ch es LVDT 11 LVDT 10 LVDT 12 LVDT 13 LVDT 9 LVDT 8 LVDT 7 LVDT 6 LVDT 5 LVDT 4 LVDT 3 LVDT 2 LVDT 1 x-Displacement (-) TEST 1 1 inch =2.54 cm Figure 6.18: Measured Displacements at Facing (Test 1)

134 0.000.501.001.50 X-Displacement, inches 0.00 0.50 1.00 1.50 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s -1 0 1 2 D is pl ac em en t, in ch es x-Displacement z-Displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 1 Point 1 initialfinal TEST 1 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.19: Measured Displacements at the Uppermost Facing Block (Test 1)

135 0.000.501.001.502.002.50 X-Displacement, inches 0.00 0.50 1.00 1.50 2.00 2.50 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0 1 2 3 D is pl ac em en t, in ch es x-displacement z-displacement Point 2 Point 2 Initial Final x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) TEST 1 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.20: Measured Displacements at Sill's Front Edge (Test 1)

136 0.000.501.001.502.002.50 X-Displacement, inches 0.00 0.50 1.00 1.50 2.00 2.50 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0 1 2 3 D is pl ac em en t, in ch es X-Displacement z-Displacement Point 3 Point 3 Initial Final x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) TEST 1 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.21: Measured Displacements at Sill's Back Edge (Test 1)

137 -2-101234 X-Displacement, inches -2 -1 0 1 2 3 4 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s -1 0 1 2 3 4 D is pl ac em en t, in ch es x-displacement z-displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 4 Point 4 initial final TEST 1 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.22: Measured Displacements at Bridge Edge (Test 1)

138 0.000.250.500.751.00 X-Displacement, inches 0.00 0.25 0.50 0.75 1.00 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0.00 0.25 0.50 0.75 1.00 D is pl ac em en t, in ch es x-displacement z-displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 5 Point 5 Final Initial TEST 1 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.23: Measured Displacements at the Approach Fill Facing (Test 1)

139 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 Time, s -1 0 1 2 3 4 5 6 St ra in , % -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 S 14S 13 S 2S 1 S 15 S 17 S 3 S 4 S 5 S 6 S 7 S 8 S 9 S10 S 11 S 12 S 19 S 20S16 S18 0 15 20 255 10 0 15 20 255 10 0 15 20 255 100 15 20 255 100 15 20 255 10 TEST 1 Figure 6.24: Measured Strains in Geosynthetic layers 3 (bottom row), 6, 11, and 15 (top row) (Test 1)

140 0 20 40 60 80 å v , p si 0 20 40 60 80 å v , p si -5 0 5 10 15 å h , p si -5 0 5 å h , p si -2 0 2 å h , p si -1 0 1 å h , p si -1 0 1 å h , p si -1 0 1 2 å h , p si -1 0 1 2 3 å h , p si 0 5 10 15 20 25 -5 0 5 10 15 å v , p si P 9 P 8 P 7 P 6 P 5 P 2 P 10 P 1 P 4 P 3 TEST 1 1 psi=6.9 kPa Figure 6.25: Measured Earth Pressures (Test 1)

141 0 5 10 15 20 25 -0.40 -0.20 0.00 0.20 0.40 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 Time, s -0.20 -0.10 0.00 0.10 0.20 Ac ce le ra tio n, g Shake Table longitudinal acceleration Shake Table lateral acceleration Shake Table pitch Shake Table vertical acceleration TEST 2 Figure 6.26: Shake Table Acceleration History (Test 2)

142 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -2 0 2 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 A 14 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s A 13 A 2 A 1 A 15 A 17 A 3 A 4 A 5 A 6 A 7 A 8 A 9 A 10 A 11 A 12 A 19 A 21 A 22 A 23 A 24 A 25 A 20 A 16 A 18 15 205 100 Time, s 15 205 100 Time, s TEST 2 Figure 6.27: Measured Accelerations (g) in all accelerometers (Test 2)

143 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 -0.40 0.00 0.40 Time, s -0.40 0.00 0.40 A cc el er at io n, g A 12 A 11 A 10 A 9 A 6 A 13 A 5 A 4 A 3 A 2 A 1 A 8 A 7 5 10 15 20 TEST 2 Figure 6.28: Measured Accelerations at Facing Blocks (Test 2)

144 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 A 13 A 19 A 21 A 22 A 23 A 25 A 20 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s Ac ce le ra tio n, g Ac ce le ra tio n, g TEST 2 Figure 6.29: Measured Accelerations in Upper Zone (Test 2)

145 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 -0.50 0.00 0.50 A 13 A 15 A 16 A 18 A 20 A 25 A 17 A 19 A 23 A 1 A 6 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s A cc el er at io n, g TEST 2 Figure 6.30: Measured Accelerations at Selected Locations (Test 2)

146 0 5 10 15 20 25 -0.80 -0.40 0.00 0.40 0.80 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 Time, s -0.20 -0.10 0.00 0.10 0.20D is pl ac em en t, in ch es 0 5 10 15 20 25 -0.80 -0.40 0.00 0.40 0.80 Shake Table longitudinal displacement Shake Table lateral displacement Shake Table pitch Shake Table vertical displacement TEST 2 Shake Table roll 1 inch =2.54 cm Figure 6.31: Shake Table Displacement History (Test 2)

147 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 0 5 10 15 20 25 Time, s -1.50 -1.00 -0.50 0.00 La te ra l D is pl ac em en t, in ch es LVDT 11 LVDT 10 LVDT 12 LVDT 13 LVDT 9 LVDT 8 LVDT 7 LVDT 6 LVDT 5 LVDT 4 LVDT 3 LVDT 2 LVDT 1 x-Displacement (-) TEST 2 1 inch =2.54 cm Figure 6.32: Measured Displacements at Facing (Test 2)

148 0.700.800.90 X-Displacement, inches 0.060 0.070 0.080 0.090Z -D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 D is pl ac em en t, in ch es x-Displacement z-Displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 1 Point 1 final, initial TEST 2 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.33: Measured Displacements at the Uppermost Facing Block (Test 2)

149 1.201.301.40 X-Displacement, inches 1.20 1.30 1.40 1.50 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 1.20 1.30 1.40 1.50 D is pl ac em en t, in ch es x-displacement z-displacement Point 2 Point 2 Initial Final x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) TEST 2 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.34: Measured Displacements at Sill's Front Edge (Test 2)

150 1.201.301.401.50 X-Displacement, inches 1.00 1.05 1.10 1.15 1.20 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0 1 2 D is pl ac em en t, in ch es X-Displacement z-Displacement Point 3 Point 3 Initial Final x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) TEST 2 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.35: Measured Displacements at Sill's Back Edge (Test 2)

151 1.001.502.002.50 X-Displacement, inches 1.30 1.40 1.50 1.60 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0 1 2 3 D is pl ac em en t, in ch es x-displacement z-displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 4 Point 4 initial final TEST 2 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.36: Measured Displacements at Bridge Edge (Test 2)

152 0.550.600.650.70 X-Displacement, inches 0.25 0.30 0.35 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0.00 0.25 0.50 0.75 1.00 D is pl ac em en t, in ch es x-displacement z-displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 5 Point 5 Final Initial TEST 2 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.37: Measured Displacements at the Approach Fill Facing (Test 2)

153 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 Time, s -1 0 1 2 3 4 5 6 St ra in , % -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 S 14S 13 S 2S 1 S 15 S 17 S 3 S 4 S 5 S 6 S 7 S 8 S 9 S10 S 11 S 12 S 19 S 20S16 S18 0 15 20 255 10 0 15 20 255 10 0 15 20 255 100 15 20 255 100 15 20 255 10 TEST 2 Figure 6.38: Measured Strains in Geosynthetic layers 3 (bottom row), 6, 11, and 15 (top row) (Test 2)

154 0 20 40 60 80 å v , p si 0 20 40 60 80 å v , p si -5 0 5 10 15 å h , p si -5 0 5 å h , p si -2 0 2 å h , p si -1 0 1 å h , p si -1 0 1 å h , p si -1 0 1 2 å h , p si -1 0 1 2 3 å h , p si 0 5 10 15 20 25 -5 0 5 10 15 å v , p si P 9 P 8 P 7 P 6 P 5 P 2 P 10 P 1 P 4 P 3 TEST 2 1 psi=6.9 kPa Figure 6.39: Measured Earth Pressures (Test 2)

155 0 5 10 15 20 25 -0.80 -0.40 0.00 0.40 0.80 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 Time, s -0.20 -0.10 0.00 0.10 0.20 Ac ce le ra tio n, g Shake Table longitudinal acceleration Shake Table lateral acceleration Shake Table pitch Shake Table vertical acceleration TEST 3 Figure 6.40: Shake Table Acceleration History (Test 3)

156 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -2 0 2 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 -0.80 0.00 0.80 A 14 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s A 13 A 2 A 1 A 15 A 17 A 3 A 4 A 5 A 6 A 7 A 8 A 9 A 10 A 11 A 12 A 19 A 21 A 22 A 23 A 24 A 25 A 20 A 16 A 18 15 205 100 Time, s 15 205 100 Time, s TEST 3 Figure 6.41: Measured Accelerations (g) in all accelerometers (Test 3)

157 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 Time, s -0.80 -0.40 0.00 0.40 0.80 A cc el er at io n, g A 12 A 11 A 10 A 9 A 6 A 13 A 5 A 4 A 3 A 2 A 1 A 8 A 7 5 10 15 20 TEST 3 Figure 6.42: Measured Accelerations at Facing Blocks (Test 3)

158 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 A 13 A 19 A 21 A 22 A 23 A 25 A 20 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s Ac ce le ra tio n, g Ac ce le ra tio n, g TEST 3 Figure 6.43: Measured Accelerations in Upper Zone (Test 3)

159 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 -0.80 -0.40 0.00 0.40 0.80 A 13 A 15 A 16 A 18 A 20 A 25 A 17 A 19 A 23 A 1 A 6 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s Ac ce le ra tio n, g TEST 3 Figure 6.44: Measured Accelerations at Selected Locations (Test 3)

160 0 5 10 15 20 25 -0.80 -0.40 0.00 0.40 0.80 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 Time, s -0.20 -0.10 0.00 0.10 0.20D is pl ac em en t, in ch es 0 5 10 15 20 25 -0.80 -0.40 0.00 0.40 0.80 Shake Table longitudinal displacement Shake Table lateral displacement Shake Table pitch Shake Table vertical displacement TEST 3 Shake Table roll 1 inch =2.54 cm Figure 6.45: Shake Table Displacement History (Test 3)

161 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 -1.50 -1.00 -0.50 0.00 0 5 10 15 20 25 Time, s -1.50 -1.00 -0.50 0.00 La te ra l D is pl ac em en t, in ch es LVDT 11 LVDT 10 LVDT 12 LVDT 13 LVDT 9 LVDT 8 LVDT 7 LVDT 6 LVDT 5 LVDT 4 LVDT 3 LVDT 2 LVDT 1 x-Displacement (-) TEST 3 1 inch =2.54 cm Figure 6.46: Measured Displacements at Facing (Test 3)

162 0.700.800.90 X-Displacement, inches 0.060 0.070 0.080 0.090 0.100Z -D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 D is pl ac em en t, in ch es x-Displacement z-Displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 1 Point 1 final TEST 3 initial 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.47: Measured Displacements at the Uppermost Facing Block (Test 3)

163 1.201.301.401.50 X-Displacement, inches 1.30 1.40 1.50 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 1.20 1.30 1.40 1.50 D is pl ac em en t, in ch es x-displacement z-displacement Point 2 Point 2 Initial Final x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) TEST 3 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.48: Measured Displacements at Sill's Front Edge (Test 3)

164 1.201.301.401.501.60 X-Displacement, inches 1.00 1.10 1.20 1.30 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0 1 2 D is pl ac em en t, in ch es X-Displacement z-Displacement Point 3 Point 3 Initial Final x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) TEST 3 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.49: Measured Displacements at Sill's Back Edge (Test 3)

165 0.901.301.702.102.50 X-Displacement, inches 1.30 1.40 1.50 1.60 1.70 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0 1 2 3 D is pl ac em en t, in ch es x-displacement z-displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 4 Point 4 initial final TEST 3 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.50: Measured Displacements at Bridge Edge (Test 3)

166 0.500.600.700.80 X-Displacement, inches 0.25 0.30 0.35 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0.00 0.25 0.50 0.75 1.00 D is pl ac em en t, in ch es x-displacement z-displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 5 Point 5 Final Initial TEST 3 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.51: Measured Displacements at the Approach Fill Facing (Test 3)

167 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 0 2 4 6 8 10 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 Time, s -1 0 1 2 3 4 5 6 St ra in , % -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 S 14S 13 S 2S 1 S 15 S 17 S 3 S 4 S 5 S 6 S 7 S 8 S 9 S10 S 11 S 12 S 19 S 20S16 S18 0 15 20 255 10 0 15 20 255 10 0 15 20 255 100 15 20 255 100 15 20 255 10 TEST 3 Figure 6.52: Measured Strains in Geosynthetic layers 3 (bottom row), 6, 11, and 15 (top row) (Test 3)

168 0 20 40 60 80 å v , p si 0 20 40 60 80 å v , p si -5 0 5 10 15 å h , p si -5 0 5 å h , p si -2 0 2 å h , p si -1 0 1 å h , p si -1 0 1 å h , p si -1 0 1 2 å h , p si -1 0 1 2 3 å h , p si 0 5 10 15 20 25 -5 0 5 10 15 å v , p si P 9 P 8 P 7 P 6 P 5 P 2 P 10 P 1 P 4 P 3 TEST 3 1 psi=6.9 kPa Figure 6.53: Measured Earth Pressures (Test 3)

169 0 5 10 15 20 25 -0.80 -0.60 -0.40 -0.20 0.00 0.20 0.40 0.60 0.80 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 Time, s -0.20 -0.10 0.00 0.10 0.20 Ac ce le ra tio n, g Shake Table longitudinal acceleration Shake Table lateral acceleration Shake Table pitch Shake Table vertical acceleration TEST 4 ÷0.67 g Figure 6.54: Shake Table Acceleration History (Test 4)

170 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 A 14 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s A 13 A 2 A 1 A 15 A 17 A 3 A 4 A 5 A 6 A 7 A 8 A 9 A 10 A 11 A 12 A 19 A 21 A 22 A 23 A 24 A 25 A 20 A 16 A 18 15 205 100 Time, s 15 205 100 Time, s TEST 4 Figure 6.55: Measured Accelerations (g) in all accelerometers (Test 4)

171 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 Time, s -2 -1 0 1 2 A cc el er at io n, g A 12 A 11 A 10 A 9 A 6 A 13 A 5 A 4 A 3 A 2 A 1 A 8 A 7 5 10 15 20 TEST 4 Figure 6.56: Measured Accelerations at Facing Blocks (Test 4)

172 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 A 13 A 19 A 21 A 22 A 23 A 25 A 20 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s A cc el er at io n, g Ac ce le ra tio n, g TEST 4 Figure 6.57: Measured Accelerations in Upper Zone (Test 4)

173 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 A 13 A 15 A 16 A 18 A 20 A 25 A 17 A 19 A 23 A 1 A 6 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s A cc el er at io n, g TEST 4 Figure 6.58: Measured Accelerations at Selected Locations (Test 4)

174 0 5 10 15 20 25 -0.80 -0.40 0.00 0.40 0.80 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 Time, s -0.20 -0.10 0.00 0.10 0.20D is pl ac em en t, in ch es 0 5 10 15 20 25 -0.80 -0.40 0.00 0.40 0.80 Shake Table longitudinal displacement Shake Table lateral displacement Shake Table pitch Shake Table vertical displacement TEST 4 Shake Table roll 1 inch =2.54 cm Figure 6.59: Shake Table Displacement History (Test 4)

175 -2 -1 0 -2 -1 0 -2 -1 0 -2 -1 0 -2 -1 0 -2 -1 0 -2 -1 0 -2 -1 0 -2 -1 0 -2 -1 0 -2 -1 0 -2 -1 0 0 5 10 15 20 25 Time, s -2 -1 0 La te ra l D is pl ac em en t, in ch es LVDT 11 LVDT 10 LVDT 12 LVDT 13 LVDT 9 LVDT 8 LVDT 7 LVDT 6 LVDT 5 LVDT 4 LVDT 3 LVDT 2 LVDT 1 x-Displacement (-) TEST 4 1 inch =2.54 cm Figure 6.60: Measured Displacements at Facing (Test 4)

176 012 X-Displacement, inches 0.000 0.050 0.100 0.150 0.200Z -D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0 1 2 3 D is pl ac em en t, in ch es x-Displacement z-Displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 1 Point 1 final TEST 4 initial 1 inch =2.54 cm Figure 6.61: Measured Displacements at the Uppermost Facing Block (Test 4)

177 0.751.502.25 X-Displacement, inches 1 2 3 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0 1 2 3 D is pl ac em en t, in ch es x-displacement z-displacement Point 2 Point 2 Initial Final x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) TEST 4 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.62: Measured Displacements at Sill's Front Edge (Test 4)

178 1.001.502.002.50 X-Displacement, inches 1 2 3 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0 1 2 3 D is pl ac em en t, in ch es X-Displacement z-Displacement Point 3 Point 3 Initial Final x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) TEST 4 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.63: Measured Displacements at Sill's Back Edge (Test 4)

179 0.501.001.502.002.503.00 X-Displacement, inches 0.50 1.00 1.50 2.00 2.50 3.00 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0 1 2 3 4 D is pl ac em en t, in ch es x-displacement z-displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 4 Point 4 initial final TEST 4 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.64: Measured Displacements at Bridge Edge (Test 4)

180 -2-10123 X-Displacement, inches 0.00 0.50 1.00 1.50 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s -2 -1 0 1 2 3 D is pl ac em en t, in ch es x-displacement z-displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 5 Point 5 Final Initial TEST 4 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.65: Measured Displacements at the Approach Fill Facing (Test 4)

181 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 0 2 4 6 8 10 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 Time, s -1 0 1 2 3 4 5 6 St ra in , % -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 S 14S 13 S 2S 1 S 15 S 17 S 3 S 4 S 5 S 6 S 7 S 8 S 9 S10 S 11 S 12 S 19 S 20S16 S18 0 15 20 255 10 0 15 20 255 10 0 15 20 255 100 15 20 255 100 15 20 255 10 TEST 4 Figure 6.66: Measured Strains in Geosynthetic layers 3 (bottom row), 6, 11, and 15 (top row) (Test 4)

182 -20 0 20 40 60 80 å v , p si 0 20 40 60 80 å v , p si -5 0 5 10 15 å h , p si -5 0 5 10 å h , p si -2 0 2 å h , p si -1 0 1 2 å h , p si -1 0 1 2 å h , p si -1 0 1 2 å h , p si -2 0 2 4 6 å h , p si 0 5 10 15 20 25 0 5 10 15 20 å v , p si P 9 P 8 P 7 P 6 P 5 P 2 P 10 P 1 P 4 P 3 TEST 4 1 psi=6.9 kPa Figure 6.67: Measured Earth Pressures (Test 4)

183 0 5 10 15 20 25 -1.00 -0.50 0.00 0.50 1.00 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 Time, s -0.20 -0.10 0.00 0.10 0.20 Ac ce le ra tio n, g Shake Table longitudinal acceleration Shake Table lateral acceleration Shake Table pitch Shake Table vertical acceleration TEST 5 ÷1.0 g Figure 6.68: Shake Table Acceleration History (Test 5)

184 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -2 0 2 -5 0 5 -5 0 5 -5 0 5 -5 0 5 -5 0 5 -5 0 5 A 14 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s A 13 A 2 A 1 A 15 A 17 A 3 A 4 A 5 A 6 A 7 A 8 A 9 A 10 A 11 A 12 A 19 A 21 A 22 A 23 A 24 A 25 A 20 A 16 A 18 15 205 100 Time, s 15 205 100 Time, s TEST 5 Figure 6.69: Measured Accelerations (g) in all accelerometers (Test 5)

185 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 Time, s -2 -1 0 1 2 A cc el er at io n, g A 12 A 11 A 10 A 9 A 6 A 13 A 5 A 4 A 3 A 2 A 1 A 8 A 7 5 10 15 20 TEST 5 Figure 6.70: Measured Accelerations at Facing Blocks (Test 5)

186 -5 0 5 -5 0 5 -5 0 5 -5 0 5 -5 0 5 -5 0 5 -5 0 5 A 13 A 19 A 21 A 22 A 23 A 25 A 20 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s A cc el er at io n, g Ac ce le ra tio n, g TEST 5 Figure 6.71: Measured Accelerations in Upper Zone (Test 5)

187 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 -2 -1 0 1 2 A 13 A 15 A 16 A 18 A 20 A 25 A 17 A 19 A 23 A 1 A 6 15 205 100 Time, s 15 205 100 Time, s 15 205 100 Time, s A cc el er at io n, g TEST 5 Figure 6.72: Measured Accelerations at Selected Locations (Test 5)

188 0 5 10 15 20 25 -1.00 -0.50 0.00 0.50 1.00 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 -0.20 -0.10 0.00 0.10 0.20 0 5 10 15 20 25 Time, s -0.20 -0.10 0.00 0.10 0.20D is pl ac em en t, in ch es 0 5 10 15 20 25 -0.80 -0.40 0.00 0.40 0.80 Shake Table longitudinal displacement Shake Table lateral displacement Shake Table pitch Shake Table vertical displacement TEST 4 Shake Table roll 1 inch =2.54 cm Figure 6.73: Shake Table Displacement History (Test 5)

189 -4 -3 -2 -1 0 -4 -3 -2 -1 0 -4 -3 -2 -1 0 -4 -3 -2 -1 0 -4 -3 -2 -1 0 -4 -3 -2 -1 0 -4 -3 -2 -1 0 -4 -3 -2 -1 0 -4 -3 -2 -1 0 -4 -3 -2 -1 0 -4 -3 -2 -1 0 -4 -3 -2 -1 0 0 5 10 15 20 25 Time, s -4 -3 -2 -1 0 La te ra l D is pl ac em en t, in ch es LVDT 11 LVDT 10 LVDT 12 LVDT 13 LVDT 9 LVDT 8 LVDT 7 LVDT 6 LVDT 5 LVDT 4 LVDT 3 LVDT 2 LVDT 1 x-Displacement (-) TEST 5 1 inch =2.54 cm Figure 6.74: Measured Displacements at Facing (Test 5)

190 0123 X-Displacement, inches 0.000 0.200 0.400Z -D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s -1 0 1 2 3 D is pl ac em en t, in ch es x-Displacement z-Displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 1 Point 1 final TEST 5 initial 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.75: Measured Displacements at the Uppermost Facing Block (Test 5)

191 0123 X-Displacement, inches 2 3 4 5 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0 1 2 3 4 5 D is pl ac em en t, in ch es x-displacement z-displacement Point 2 Point 2 Initial Final x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) TEST 5 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.76: Measured Displacements at Sill's Front Edge (Test 5)

192 123 X-Displacement, inches 2 3 4 5 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0 1 2 3 4 5 D is pl ac em en t, in ch es X-Displacement z-Displacement Point 3 Point 3 Initial Final x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) TEST 5 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.77: Measured Displacements at Sill's Back Edge (Test 5)

193 01234 X-Displacement, inches 2 3 4 5 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s 0 1 2 3 4 5 6 D is pl ac em en t, in ch es x-displacement z-displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 4 Point 4 initial final TEST 5 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.78: Measured Displacements at Bridge Edge (Test 5)

194 -2-1012345 X-Displacement, inches 0 1 2 Z- D is pl ac em en t, in ch es 0 5 10 15 20 25 Time, s -2 0 2 4 6 D is pl ac em en t, in ch es x-displacement z-displacement x-disp. (+) z- di sp . ( +) x-disp. (+) z- di sp . ( +) Point 5 Point 5 Final Initial TEST 5 1 inch =2.54 cm 1 inch =2.54 cm Figure 6.79: Measured Displacements at the Approach Fill Facing (Test 5)

195 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 0 2 4 6 8 10 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 Time, s -1 0 1 2 3 4 5 6 St ra in , % -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 -1 0 1 2 3 4 5 6 S 14S 13 S 2S 1 S 15 S 17 S 3 S 4 S 5 S 6 S 7 S 8 S 9 S10 S 11 S 12 S 19 S 20S16 S18 0 15 20 255 10 0 15 20 255 10 0 15 20 255 100 15 20 255 100 15 20 255 10 TEST 5 Figure 6.80: Measured Strains in Geosynthetic layers 3 (bottom row), 6, 11, and 15 (top row) (Test 5)

196 -20 0 20 40 60 80 å v , p si 0 20 40 60 80 å v , p si -5 0 5 10 15 å h , p si -5 0 5 10 å h , p si -2 0 2 å h , p si -1 0 1 2 å h , p si -1 0 1 2 3 å h , p si -1 0 1 2 3 å h , p si -2 0 2 4 6 å h , p si 0 5 10 15 20 25 0 5 10 15 20 25 å v , p si P 9 P 8 P 7 P 6 P 5 P 2 P 10 P 1 P 4 P 3 TEST 5 1 psi=6.9 kPa Figure 6.81: Measured Earth Pressures (Test 5)