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indicate that no significant strength benefits are achieved by the continued addition of sand to the mix. In fact, the average UCS for the 1:4 soil mixes was slightly less than the average UCS for the 1:3.5 soil mixes. The author suggests that based on the observed trend, a clay to sand soil mix ratio ranging from 1:3 to 1:4 is optimal for further investigation with large block testing. Special care was taken to prepare the specimens at the same water content to minimize the number of factors affecting the results. Soil samples taken from each mix, at the time of production, indicated a water content range of 11-12%. All specimens were produced with the same applied pressure and cured for the same amount of time. Figure 4.25: UMU Mini-Blocks; Varied Soil Mix Ratios Soil Mix Ratio UMU Soil #11 Mix Ratio Test Results Average Dry Density [pcf] Average UCS [psi] Average E [ksi] 1:2.5 136.5 1,346.7 37.4 1:3 136.2 1,741.7 42.7 1:3.5 132.3 1,887.0 43.0 1:4 132.3 1,870.9 42.2 Table 4.15 54
Average UCS [psi] 2000 1600 1200 UMU #11 Average UCS vs Soil Ratio 800 400 0 Figure 4.26: Average UCS results over the range of soil mix ratios with error bars 4.2.3.3. Large Block Test Results Soil mixes containing a 1:1 and a 1:3, clayey soil to sand aggregate ratio, were examined (Tables 4.14 & 4.15). Test results indicate that increasing the relative amount of clayey soil, causes a significant decrease in the strength properties measured (Tables 4.16 & 4.17). This behavior can be explained by considering the structural matrix formed by the soil particles in the block. While the clay particles provide binding and cohesive forces, the sand particles interlock and provide much of the desired structural strength. An optimal mix design contains enough clayey soil to achieve satisfactory cohesion without negatively affecting the strength properties. Please see Section 3.5 for more discussion regarding this topic. 2 1:2.5 3 1:3.5 4 1:3.0 1:4.0 Soil Mix: Clayey soil to Sand Ratio Average UCS Values Soil #11 achieved an average UCS value of 1,141 psi and an average MOR value of 135 psi. Based on the number of blocks tested, the standard deviation (measurement of variation in data) for UCS and MOR was 81 psi and 32 psi, respectively. Soil #15 55
Page 1 and 2:
A Proposed Best Practice Method of
Page 3 and 4:
Krosnowski, Adam Davis (M.S., Depar
Page 5 and 6:
Table of Contents 1. Introduction .
Page 7 and 8:
Table of Figures Figure 2.1: World
Page 9 and 10:
1. Introduction The demand for sust
Page 11 and 12: soils must be defined to standardiz
Page 13 and 14: move more towards sustainable “gr
Page 15 and 16: 2.1. SCEB Technology Advantages The
Page 17 and 18: latent heat of vaporization. The ef
Page 19 and 20: sedimentation (jar) test, ball drop
Page 21 and 22: opportunities for water to alter th
Page 23 and 24: 3.2. Testing Methodology Flow Chart
Page 25 and 26: transported sealed in airtight five
Page 27 and 28: Figure 3.2: Gilson Testing Screen M
Page 29 and 30: infer the clay content. Figure 3.7
Page 31 and 32: potential for minimizing costs. Det
Page 33 and 34: calculate bulk unit weights of the
Page 35 and 36: 3.9. Modulus of Rupture: Three-Poin
Page 37 and 38: Figure 3.16: SCEBs soaking in water
Page 39 and 40: samples from the Dead Man‟s Curve
Page 41 and 42: previous experience, visual inspect
Page 43 and 44: one week intervals during the initi
Page 45 and 46: UCS [psi] UCS [psi] 1000 800 600 40
Page 47 and 48: UCS [psi] UCS [psi] 1000 800 600 40
Page 49 and 50: Lower Limit: 1 part cement, 1 part
Page 51 and 52: Percent Passing Soil #15: Hydromete
Page 53 and 54: the sample and not the entire soil
Page 55 and 56: Large blocks were produced from two
Page 57 and 58: The large blocks produced were kept
Page 59 and 60: decreased by 23-25% over the course
Page 61: Figure 4.23: UMU Mini-Blocks; Five
Page 65 and 66: Clayey soil is often mined and tran
Page 67 and 68: Figure 5.1: Full Block in 3-Point B
Page 69 and 70: nature will increase the level of c
Page 71 and 72: this point of testing. The testing
Page 73 and 74: Average Large Block UCS [psi] 800 7
Page 75 and 76: Figure 5.13: Aspect Ratio Test, Fiv
Page 77 and 78: Figure 5.17: Aspect Ratio Test, One
Page 79 and 80: E [ksi] 35 30 25 20 15 10 y = 23.85
Page 81 and 82: The equation of the trend-line was
Page 83 and 84: of optimizing a soil mix design. Of
Page 85 and 86: plasticity. They also do not offer
Page 87 and 88: the SCEB strongly influence its com
Page 89 and 90: specimens will be tested for compre
Page 91 and 92: P f Pf [ psi] 2 A force at fail
Page 93 and 94: Coduto, D. P. 1999. Geotechnical En
Page 96 and 97: 8.2. Crow Tribe Case Study Test Dat
Page 98 and 99: 8.2.2. Schmidt Hammer Test Data R V
Page 100 and 101: UMU Sample #15 1:3 (6 x 12 x 3 5/8)
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