Seismic Design of Geosynthetic-Reinforced Soil Bridge Abutments with Modular Block Facing (2012) / Chapter Skim
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CHAPTER 7 PARAMETRIC ANALYSIS INTRODUCTION The analytical study was conducted by using a finite element code, Abaqus (2002)
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198 FINITE ELEMENT SIMULATION OF THE NCHRP SEISMIC GRS TEST ABUTMENT EXPERIMENT Figure 7.1 shows the configuration of the NCHRP seismic GRS abutment experiment. The GRS abutment model was constructed on the shake table platform as shown in the figure.
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199 The far right side of Figure 7.1 shows the backwall which makes up the fourth face of the abutment model. The wall was rigidly connected to the shake table and was made adequately stiff to limit wall displacements to an acceptable level.
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200 Figure 7.2 Shear Strength Parameters of Backfill Soil 0.00 0.25 0.50 0.75 (E-2) Axial Strain 0 100 200 300 400 500 D ev ia to ric S tre ss , k P a σ3=70 kPa Laboratory Test FEM Figure 7.3 Cyclic Triaxial Test Results and Simulation
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201 A three-dimensional finite element analysis of the NCHRP seismic GRS abutment experiment was carried out using Abaqus. Figure 7.5 shows the three-dimensional finite element model used in the analysis.
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202 Figure 7.5 Finite Element Model of the Shake Table Test Three-dimensional eight-node continuum elements were used to model the soil and the modular block facing, four-node membrane elements were used for the geosynthetic reinforcement, and two-node beam elements were used for the bridge girders. The complicated structure of the elestomeric pads was carefully modeled using eight-node continuum elements for the polymeric material, and four-node shell elements for the steel plate inclusions.
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203 model had a much more favorable response (i.e., less vibration) in Test 2 than Test 1 (see Figures 7.6-7.10)
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204 0 10 20 30 40 50 60 -0.40 -0.20 0.00 0.20 0.40 Ba se A cc el er at io n, g 0 10 20 30 40 50 60 -10 -5 0 5 10 Br id ge x -D is pl ac em en t, cm Measured FEM 0 10 20 30 40 50 60 Time, second -10 -5 0 5 10 Si ll xD is pl ac em en t, cm Measured FEM Test 2 Test 1 1.5 Hz 3 Hz Test 1 Test 1 Test 2 Test 2 Figure 7.6 Measured and Calculated Bridge and Sill Responses in Tests 1 and 2
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205 -0.40 -0.20 0.00 0.20 0.40 Measured FEM -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 0 5 10 15 20 25 Time, s -0.40 -0.20 0.00 0.20 0.40 A cc el er at io n, g TEST 1 A 11 A 13 A 10 A 9 A 8 A 7 A 6 A 5 A 4 A 3 A 2 A 1 A 12 Figure 7.7 Measured and Calculated Acceleration History of GRS Wall Facing (Test 1)
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206 -6 -4 -2 0 2 Measured FEM -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 0 5 10 15 20 25 Time, s -6 -4 -2 0 2 R el at iv e La te ra l D is pl ac em en t, cm 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 Figure 7.8 Measured and Calculated Displacement History of GRS Wall Facing (Test 1)
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207 -0.40 -0.20 0.00 0.20 0.40 Measured FEM -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 -0.40 -0.20 0.00 0.20 0.40 0 5 10 15 20 25 Time, s -0.40 -0.20 0.00 0.20 0.40 A cc el er at io n, g TEST 2 A 11 A 13 A 10 A 9 A 8 A 7 A 6 A 5 A 4 A 3 A 2 A 1 A 12 Figure 7.9 Measured and Calculated Acceleration History of GRS Wall Facing (Test 2)
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208 -6 -4 -2 0 2 Measured FEM -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 -6 -4 -2 0 2 0 5 10 15 20 25 Time, s -6 -4 -2 0 2 R el at iv e La te ra l D is pl ac em en t, cm 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 Figure 7.10 Measured and Calculated Displacement History of GRS Wall Facing (Test 2)
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209 Figure 7.7 shows a comparison between measured and calculated lateral accelerations at several points located on the modular concrete block facing for Test 1. Figure 7.8 shows a comparison between measured and calculated lateral relative displacements (relative to the shake table)
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210 The "Base Case" geometry used in the parametric analysis is shown schematically in Figure 7.11. The dimensions and parameters of the base case, listed below, are kept constant for all cases of the parametric study unless otherwise stated.
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211 Base Case Parameters: • Geosynthetic stiffness: 700 kN/m • Soil internal friction angle: 34º Base Case Loading: • gravity load for all model parts including the bridge • Seismic loading using Kobe 1995 earthquake horizontal acceleration history applied at the base of the model. Geometrical Variations from Base Case In the parametric analysis the length of the geosynthetic reinforcement is always assumed to be equal to the height H of the lower GRS wall (Table 7.1)
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212 Description of Parameters Analyzed Earthquake Histories Two earthquake histories are considered in the present parametric analysis: Kobe 1995 (6.9 Magnitude) and Northridge 1994 (6.7 Magnitude)
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213 damping)
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214 0 5 10 15 20 -1 0 1 Ac ce le ra tio n, g 0 5 10 15 20 -200 -100 0 100 Ve lo ci ty , c m /s 0 5 10 15 20 Time, s -40 -30 -20 -10 0 10 20 30 40 D is pl ac em en t, cm Northridge, 1994, Horizontal (Max PGA) , Reverse Normal, Near Field<20 km Figure 7.13(a)
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215 Backfill Soil Type Three backfill soils with internal friction angles of 34º, 37º, and 40º and relative compactions of RC = 90%, 95%, and 100% (ASTM D698) , respectively, are used in the analysis to investigate the effects of backfill soil type on the seismic performance of the GRS abutment.
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216 under various types and degrees of compaction. The values of stress-strain-strength parameters and volumetric strain-axial strain parameters of 16 materials averaged from the aforementioned 135 materials were presented in the study.
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217 dimensional earthquake histories (two horizontal components and one vertical) on threedimensional bridge models.
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218 used in the analysis. The permanent displacements of the bridge are very small as shown in the figure.
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219 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Fa ci ng D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 Fa ci ng A cc el er at io n, in ch /s 2 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 S ill D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg -10 0 10 20 30 S ill D is p. R el at iv e to F ac in g, in ch 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 B rid ge D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 B rid ge A cc el er at io n, in ch /s 2 Facing-max Facing Sill initial clearance clearance at max displacements Ground-max Facing-permanent Sill-max Sill-permanent Bridge-max Bridge-permanent Facing-max Bridge-max Ground-max Ground-max Ground-max Ground-max Facing-initial Sill-initial Bridge-initial 1 inch=2.54 cm 386 inch/s 2=1 g 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 386 inch/s 2=1 g (a)
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220 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Fa ci ng D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 Fa ci ng A cc el er at io n, in ch /s 2 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 S ill D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg -10 0 10 20 30 S ill D is p. R el at iv e to F ac in g, in ch 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 B rid ge D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 B rid ge A cc el er at io n, in ch /s 2 Facing-max Facing Sill initial clearance clearance at max displacements Ground-max Bridge-initial Sill-max Sill-permanent Bridge-max Bridge-permanent Facing-max Bridge-max Ground-max Ground-max Ground-max Ground-max Facing-initial Facing-permanent Sill-initial 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 386 inch/s 2=1 g 386 inch/s 2=1 g (a)
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221 For Kobe earthquake and H1=4.9 m For a larger bridge clearance (H1=4.9 m) and a bridge with a short span (L=12.2 m)
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222 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Fa ci ng D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 Fa ci ng A cc el er at io n, in ch /s 2 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 S ill D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg -10 0 10 20 30 S ill D is p. R el at iv e to F ac in g, in ch 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 B rid ge D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 B rid ge A cc el er at io n, in ch /s 2 Facing-max Facing Sill initial clearance clearance at max displacements Ground-max Facing-permanent Sill-max Sill-permanent Bridge-max Bridge-permanent Facing-max Bridge-max Ground-max Ground-max Ground-max Ground-max Facing-initial Sill-initial Bridge-initial 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 386 inch/s 2=1 g 386 inch/s 2=1 g (a)
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223 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Fa ci ng D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 Fa ci ng A cc el er at io n, in ch /s 2 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Si ll D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg -10 0 10 20 30 Si ll D is p. R el at iv e to F ac in g, in ch 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Br id ge D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 Br id ge A cc el er at io n, in ch /s 2 Facing-max g g p Facing Sill initial clearance clearance at max displacements Ground-max Facing-permanent Sill-max Sill-permanent Bridge-max Bridge-permanent Facing-max Bridge-max Ground-max Ground-max Ground-max Ground-max Facing-initial Sill-initial Bridge-initial 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 386 inch/s 2=1 g 386 inch/s 2=1 g (a)
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224 For Northridge earthquake and H1=3.4 m The Northridge earthquake is substantially larger than Kobe earthquake in terms of peak ground acceleration and duration. When subjected to Northridge earthquake, the GRS abutment with a short-span bridge (12.2 m)
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225 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Fa ci ng D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 Fa ci ng A cc el er at io n, in ch /s 2 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 S ill D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg -10 0 10 20 30 S ill D is p. R el at iv e to F ac in g, in ch 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 B rid ge D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 B rid ge A cc el er at io n, in ch /s 2 Facing-max Facing Sill initial clearance clearance at max displacements Ground-max Facing-permanent Sill-max Sill-permanent Bridge-max Bridge-permanent Facing-max Bridge-max Ground-max Ground-max Ground-max Ground-max Facing-initial Sill-initial Bridge-initial 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 386 inch/s 2=1 g 386 inch/s 2=1 g (a)
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226 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Fa ci ng D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 Fa ci ng A cc el er at io n, in ch /s 2 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 S ill D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg -10 0 10 20 30 S ill D is p. R el at iv e to F ac in g, in ch 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 B rid ge D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 B rid ge A cc el er at io n, in ch /s 2 Facing-max Facing Sill initial clearance clearance at max displacements Ground-max Facing-permanent Sill-max Sill-permanent Bridge-max Bridge-permanent Facing-max Bridge-max Ground-max Ground-max Ground-max Ground-max Facing-initial Sill-initial Bridge-initial 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 386 inch/s 2=1 g 386 inch/s 2=1 g (a)
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227 For Northridge earthquake and H1=4.9 m When subjected to Northridge earthquake, the GRS abutment with a short-span bridge (12.2 m) and high bridge clearance (4.9 m)
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228 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Fa ci ng D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 Fa ci ng A cc el er at io n, in ch /s 2 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 S ill D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg -10 0 10 20 30 S ill D is p. R el at iv e to F ac in g, in ch 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 B rid ge D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 B rid ge A cc el er at io n, in ch /s 2 Facing-max Facing Sill initial clearance clearance at max displacements Ground-max Facing-permanent Sill-max Sill-permanent Bridge-max Bridge-permanent Facing-max Bridge-max Ground-max Ground-max Ground-max Ground-max Facing-initial Sill-initial Bridge-initial 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 386 inch/s 2=1 g 386 inch/s 2=1 g (a)
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229 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Fa ci ng D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 Fa ci ng A cc el er at io n, in ch /s 2 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 S ill D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg -10 0 10 20 30 S ill D is p. R el at iv e to F ac in g, in ch 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 B rid ge D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 B rid ge A cc el er at io n, in ch /s 2 Facing-max Facing Sill initial clearance clearance at max displacements Ground-max Facing-permanent Sill-max Sill-permanent Bridge-max Bridge-permanent Facing-max Bridge-max Ground-max Ground-max Ground-max Ground-max Facing-initial Sill-initial Bridge-initial 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 386 inch/s 2=1 g 386 inch/s 2=1 g (a)
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230 Effects of Bridge Clearance For Kobe earthquake and L=12.2 m For short span bridges (L=12.2 m) subjected to Kobe earthquake, increasing the bridge clearance causes greater permanent lateral displacement of the GRS wall as evident from Figures 7.15a and 7.17a.
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231 Although Kobe earthquake and Northridge earthquake have nearly the same magnitudes (6.9 and 6.7, respectively) , they differ in their peak ground accelerations (0.694g and 0.828g, respectively)
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232 Effects of Geosynthetic Stiffness For H1=3.4 m and L=12.2 m (Kobe and Northridge) The effect of reducing the geosynthetic stiffness on the seismic behavior of the GRS abutment-bridge system is very small.
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233 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Fa ci ng D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 Fa ci ng A cc el er at io n, in ch /s 2 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 S ill D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg -10 0 10 20 30 S ill D is p. R el at iv e to F ac in g, in ch 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 B rid ge D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 B rid ge A cc el er at io n, in ch /s 2 Facing-max Facing Sill initial clearance clearance at max displacements Ground-max Facing-permanent Sill-max Sill-permanent Bridge-max Bridge-permanent Facing-max Bridge-max Ground-max Ground-max Ground-max Ground-max Facing-initial Sill-initial Bridge-initial 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 386 inch/s 2=1 g 386 inch/s 2=1 g (a)
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234 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Fa ci ng D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 Fa ci ng A cc el er at io n, in ch /s 2 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 S ill D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg -10 0 10 20 30 S ill D is p. R el at iv e to F ac in g, in ch 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 B rid ge D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 B rid ge A cc el er at io n, in ch /s 2 Facing-max Facing Sill initial clearance clearance at max displacements Ground-max Facing-permanent Sill-max Sill-permanent Bridge-max Bridge-permanent Facing-max Bridge-max Ground-max Ground-max Ground-max Ground-max Facing-initial Sill-initial Bridge-initial 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 386 inch/s 2=1 g 386 inch/s 2=1 g (a)
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235 The effect of increasing geosynthetic spacing on the seismic behavior of the GRS abutmentbridge system is also very small. For a bridge clearance of 3.4 m and a bridge span of 12.2 m, increasing the geosynthetic spacing from 20 cm (base case)
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236 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Fa ci ng D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 Fa ci ng A cc el er at io n, in ch /s 2 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 S ill D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg -10 0 10 20 30 S ill D is p. R el at iv e to F ac in g, in ch 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 B rid ge D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 B rid ge A cc el er at io n, in ch /s 2 Facing-max Facing Sill initial clearance clearance at max displacements Ground-max Facing-permanent Sill-max Sill-permanent Bridge-max Bridge-permanent Facing-max Bridge-max Ground-max Ground-max Ground-max Ground-max Facing-initial Sill-initial Bridge-initial 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 386 inch/s 2=1 g 386 inch/s 2=1 g (a)
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From page 241... ...
237 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 Fa ci ng D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 Fa ci ng A cc el er at io n, in ch /s 2 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 S ill D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg -10 0 10 20 30 S ill D is p. R el at iv e to F ac in g, in ch 34 37 40 Soil's Friction Angle, deg -2 2 6 10 14 18 22 B rid ge D is pl ac em en t, in ch 34 37 40 Soil's Friction Angle, deg 0 100 200 300 400 500 600 B rid ge A cc el er at io n, in ch /s 2 Facing-max Facing Sill initial clearance clearance at max displacements Ground-max Facing-permanent Sill-max Sill-permanent Bridge-max Bridge-permanent Facing-max Bridge-max Ground-max Ground-max Ground-max Ground-max Facing-initial Sill-initial Bridge-initial 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 1 inch=2.54 cm 386 inch/s 2=1 g 386 inch/s 2=1 g (a)
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