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345 APPENDIX F CONSTRUCTION SEQUENCE OF THE TL-5 MSE WALL TEST INSTALLATION Sequences of pictures of the construction of the TL-5 MSE wall test installation are shown from Figure F.33 through Figure F.39. The precast concrete panels and the precast concrete barriers were fabricated and donated by RECO in conjunction with the reinforcing strips and accessories. Figure F.33 and Figure F.226 show the delivery of the precast concrete panels and the excavation process where the MSE wall test installation was built, respectively. Figure F.33 Precast concrete panels of the TL-5 MSE wall test installation Figure F.226 Excavation for construction of the TL-5 MSE wall test installation
346 Figure F.227 shows when the concrete of the leveling pedestal is being poured. The bottom wall panels are resting on the 12 in. (304.8 mm) wide à 6 in. (152.4 mm) thick concrete leveling pedestal, as shown in Figure F.228. The panels were installed with a 3/4 in. (19 mm) wide vertical and horizontal joint to maximize the flexibility of the wall. Two rubber pads were positioned at the horizontal joint (typically at a quarter span points of the panels) to help maintain the vertical joint. Figure F.227 Construction of the leveling pad where the first layer of panel will rest Figure F.228 Installation of the bottom layer of panels Figure F.229 shows the compaction process of the sand backfill material. The backfill was compacted in loose lifts of 6 in. (152.4 mm) to 12 in. (304 mm) thick maximum with 6 passes of
347 a 2,176 lb. (9.7 kN), 35 in. (890 mm) wide drum roller. The maximum dry density of the backfill below the moment slab is 117.8 pcf (18.5 kN/m3), as determined by the modified compaction Proctor test. Figure F.230 shows the filter cloths attached to each side of all joints to prevent migration of the backfill material and the bottom layer of soil reinforcement strips. Figure F.229 Compaction of the backfill material below the bottom layer of strips Figure F.230 Placement of the bottom layer of strips Two ND tests were conducted at the level of the bottom layer of strips (Figure F.39). The average dry density and water content were 111.7 pcf (17.5 kN/m3) and 3%, respectively. This dry density represents 95% of the maximum dry density obtained in the modified Proctor test for the backfill material. Figure F.232 the first raw of panels braced and the preparation to place the second raw of panel.
348 Figure F.39 ND test to determine the in-situ dry unit weight and water content Figure F.232 Placement of the second row of panels Figure F.233 shows the location of the strain gages in the strips section B3_E_1st. The first, second and third strain gage were located at 7 in. (178 mm), 36 in. (914 mm) and 8 ft (2.44 m) from the face of the wall, respectively. Figure F.234 shows the finished level of backfill material. At this stage, another ND test was conducted at a distance of 39.6 ft (12.1 m) from the upstream end. The results of the test indicated that the dry density and water content were 109 pcf (17.1 kN/m3) and 3.04%, respectively. This dry density represents 93% of the maximum dry density obtained in the modified Proctor test for the backfill material. In addition, a series of BCD tests were conducted to estimate the average BCD modules of the clean sand. The tests were conducted at a distance of 15 ft (4.57 m), 39.6 ft (12.1 m) and 75 ft (22.9 m) from the upstream end. The results of the three test were 1.94 ksi (13.4 MPa), 2.15 ksi (14.8 MPa) and 2.23 ksi (15.4 MPa), respectively.
349 Figure F.233 Location of strain gages in the strip Figure F.234 Placement of the last layer of backfill material Figure F.235 shows the unreinforced leveling pad on top of the wall panels and the un-, reinforced pedestal where barriers 7, 8 and 9 are going to rest. Figure F.236 shows the location of the tape switch which will indicate if there is contact between the coping section of the barriers and the wall panels.
350 Figure F.235 Unreinforced leveling pad and pedestal Figure F.236 Tape switch located at the IP Figure F.237 shows the installation of the 15 ft (4.57 m) long precast concrete barrier. The barriers were fabricated by RECO. Figure F.238 shows the longitudinal, transverse and shear dowels at the moment slab joint. The shear dowels were wrapped in one end in order to prevent any stress due to expansion and contraction of the concrete. Un-reinforced leveling pad Un-reinforced pedestal Location of the tape switch at the impact point
351 Figure F.237 Installation of the TL-5 precast concrete barriers Figure F.238 Reinforcement and shear dowels at the moment slab joint Figure F.239 shows when the concrete of the moment slab is being poured. The final compressive strength of moment slab concrete was 4000 psi (27.5 MPa). Figure F.240 shows the placement of the road base material from the bottom of the moment slab to the finished grade. Shear Dowels
352 Figure F.239 Construction of the moment slab sections Figure F.240 Placement of road base material above the moment slab Figure F.241 shows the compaction process of the road base material. The backfill was compacted in loose lifts of up to 10 in. (254 mm) thick maximum with six passes of an 8 tons (8000 kg), 66 in. (1.68 m) wide drum roller. The maximum dry density of the road base material 136.7 pcf (21.5 kN/m3), as determined by the modified compaction Proctor test. The BCD Test is shown in Figure D.18
353 Figure F.241 Compaction process of the road base material Figure F.242 BCD Modulus test in the road base material
