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expected deflections or the unit‟s deformability. The average dry density (ambient conditions), UCS, MOR, and Young‟s Modulus values for all the tests performed are reported in Appendix 8.3.2. Stress [psi] 4.2.3. Results UMU Sample #11: Example Stress vs Strain Curve 1200 1000 800 600 400 200 0 E = 43.8 ksi 0.0% 1.0% 2.0% 3.0% 4.0% 5.0% Strain Figure 4.17: Example Stress vs. Strain Curve 4.2.3.1. Durability Results The procedure outlined in Section 3.10 was followed to determine the durability characteristics of the mini-blocks produced. To summarize, mini-block specimens were submerged in water for 24 hours and then tested in compression. The remaining specimens were allowed to dry for a minimum of 48 hours before being submerged again. The expected decrease in the UCS values with the number of saturation cycles is clearly observed over the series of six saturation cycles performed for both soil Samples #11 & #15. However, the rate at which the UCS decreases also appears to decrease as the number of saturation cycles increases. In other words, the trends illustrated in Figures 4.18 & 4.19 suggest that the UCS values may be approaching a minimum value asymptotically. The mini-blocks remained almost entirely intact while their UCS values 50
decreased by 23-25% over the course of 6 cycles. Each specimen tested exceeded the New Mexico Earthen Building Materials Code of 300 psi. Soil #11: UCS/UCS0 (Normalized) [psi] Soil #15: UCS/UCS0 (Normalized) [psi] Sample #11: UCS vs Number of Saturation Cycles 1 0.8 0.6 0.4 0.2 Test Data Extrapolation of Trend-Line Logarithmic Trend-Line y = -0.2399Ln(x) + 0.9556 R 2 = 0.955 0 1 2 3 4 5 6 7 8 9 10 Number of Saturation Cycles Figure 4.18: Durability Test Effects on UCS Sample #15: UCS vs Number of Saturation Cycles 1 0.8 0.6 0.4 0.2 0 Test Data Extrapolation of Trend-Line Logarithmic Trend-Line y = -0.1937Ln(x) + 0.964 R 2 = 0.9415 1 2 3 4 5 6 7 8 9 10 Number of Saturation Cycles Figure 4.19: Durability Test Effects on UCS 51
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: The large blocks produced were kept
Page 61 and 62: Figure 4.23: UMU Mini-Blocks; Five
Page 63 and 64: Average UCS [psi] 2000 1600 1200 UM
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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