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80 Laboratory mixture Sample #6, 01:49 AM 35 Sample #5, 12:33 AM 5000 Sample #4, 10:43 PM 30 Sample #3, 12:54 AM Penetration resistance (MPa) 4000 Penetration resistance (psi) Sample #2, 12:34 AM 25 Sample #1, 12:05 AM 20 3000 15 2000 10 1000 5 0 0 0 50 100 150 200 250 300 Time (hours) Note: Samples 1 through 3 were from one night's construction, and samples 4 through 6 were from construction one week later, also at night. Figure 4.17. Needle penetration values (ASTM C 403) for rapid-setting CLSM used in bridge approach repair. quite severe for CLSM due to the 13.62 kg mass of the steel section was due to the massive volume of the backfill. These ball. When the CLSM was deemed to be strong enough to sup- high temperatures were not detected in the 150 300 mm port heavy equipment, the asphalt paving commenced. cylinders prepared in the laboratory. The two bridge approach backfills were instrumented with temperature-measuring devices (i-buttons) to monitor the Monitoring of Backfill Materials temperature history on the second observation night. The i-buttons were placed near the center of the backfill. The read- As previously described, compressive cylinders (75 150 mm ing was taken every 5 minutes for 7 days. The results are plot- and 150 300 mm) were cast during the placement of the ted in Figure 4.19. The southbound bridge approach reached rapid-setting CLSM. Because of logistical challenges in secur- its peak of 47C 24 hours after placement, while the north- ing and storing the cylinders in the field, they were transported bound peak temperature of 54C was reached about 2 days back to the laboratory after an age of at least 3 hours, by which after placement. The measured temperature rise for each field time the cylinders were strong enough to resist damage due to transport. The cylinders were then stored in a standard curing room (23C and 100 percent RH) until the time of testing. The 75 150 mm cylinders were tested using unbonded pads (based on recommendations from Chapter 3) at ages of 1, 3, 7, 28, 90, and 180 days. Figure 4.20 shows the strength development of cylinders sampled from different batches at the jobsite. The variation of strengths was relatively high, up to 20 percent, which can be at- tributed to the cylinders being obtained from different batches, variations in moisture content in sand, and inherent variabil- ity in site-cast mixtures. In addition, visual inspection of several cylinders after being tested to failure in compression revealed the presence of deposits or lumps of white powder in the mixture. This white powder was not analyzed, but the pres- ence of this impurity, which may have been lime, likely had some effect on the setting and hardening properties of the mix- tures. Two of the sampled CLSM batches exhibited strengths Figure 4.18. Use of Kelly ball to determine the proper greater than 5.0 MPa at an age of 6 months, which may make timing of hot-mix asphalt paving. future excavation quite difficult. However, the intention of this