U.S. Bank Stadium geosynthetic reinforced stress relief wall FIGURE 4 Geogrid diversion system assembly FIGURE 5 Geogrid connection to bridge pile cap 26 Geosynthetics | February March 2020 support the chevron concrete structure. Multiple horizontally oriented storm and sanitary pipes were required to be installed through the face and RSS reinforced fill. The RSS geogrid reinforcement had to be diverted around these horizontally oriented pipes. Several vertically oriented storm sewer inlets and manholes were also located within the RSS fill. A geogrid diversion system, consisting of structural bars and threaded rods, was designed to divert the tensile forces in the geogrid reinforcement to opposite sides of the structure where the geogrid could be extended again. Figure 4 shows a geogrid diversion system being assembled. A pedestrian bridge to an elevated stadium entrance was also planned along the southern portion of the stadium. The piling and pile caps that supported the pedestrian bridge were located within the reinforced backfill. The authors required that the piling be installed prior to RSS construction so that the geogrid reinforcement could be diverted around the piles during RSS construction. Where the concrete pile caps interfered with the geogrid extent, the geogrid was mechanically connected to the concrete pile caps using a pipe and rebar anchor system that was designed to transfer the tensile forces in the geogrid to the concrete cap and piles. An anchor hook was drilled and grouted into the pile cap, a 3-inch (7.6-cm) diameter pipe installed in the hooks, and then the geogrid was wrapped around the pipe and extended to the required runout length. Figure 5 shows this system. The 5-foot (1.5-m) void at the top of the RSS wall was designed to be spanned with precast panel planks tied to the stadium foundation wall and then supported on a small footing on the RSS. Figure 6 shows the completed RSS wall with the footing for the precast concrete plank in place.