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DRAFT Logs of the borings are provided on Figures 1A through 11A. Each log presents a descriptive summary of the various types of materials encountered in the boring and notes the depth at which the materials and/or characteristics of the materials change. To the right of the descriptive summary, the numbers and types of samples are indicated. Farther to the right, SPT N- and N*-values are shown graphically, along with laboratory test data, where applicable. The terms and symbols used to describe the materials encountered in the borings are defined in Table 1A and the attached legend. A.1.3 Cone Penetration Test (CPT) Probes The CPT probes were advanced through previously backfilled borings and to depths of about 19 feet to 100 feet below the ground surface using a truck-mounted CPT rig provided and operated by Oregon Geotechnical Explorations, Inc., of Keizer, Oregon. During the CPT, a steel cone is forced vertically into the soil at a constant rate of penetration. The force required to cause penetration at a constant rate can be related to the bearing capacity of the soil immediately surrounding the point of the penetrometer cone. This force is measured and recorded about every 2 inches. In addition to the cone measurements, measurements are obtained of the magnitude of force required to force a friction sleeve attached above the cone through the soil. The force required to move the friction sleeve can be related to the undrained shear strength of fine-grained soils. The dimensionless ratio of sleeve friction to point bearing capacity provides an indicator of the type of soil penetrated. The cone penetration resistance can be used to evaluate the relative consistency and density of granular and fine-grained soils, respectively. In addition, a piezometer fitted between the cone and the sleeve measures changes in water pressures as the probe is advanced and can also be used to estimate groundwater levels. The probe was also equipped with an accelerometer, which allows measurement of the arrival time of shear waves from impulses generated at the ground surface. This allows calculation of shear-wave velocities for the surrounding soil profile, which was the primary purpose of completing the probes. Logs of the CPT probes are provided on Figures 12A through 14A, which present a graphical summary of the tip resistance, local (sleeve) friction, friction ratio, pore pressure, soil behavior type index, and shear wave velocity measurements. The terms used to describe the soils encountered in the CPT probes are defined in Table 2A. It should be noted that the CPT probes were advanced through previously backfilled boreholes to obtain shear wave velocity measurements. In this regard, other data obtained from the CPT probes in the backfill zone are not representative of actual soil conditions and should be ignored. A.1.3 Vibrating Wire Piezometer A vibrating-wire piezometer was installed at a depth of approximately 16 feet below existing site grades in the location of boring B-3 to assist in evaluating groundwater levels GRI #6497-A - 2.MO Indoor Football Practice Facility Page A-2 August 26, 2021