REP14910

• Permit No: M1983194
• IBM Index Class Name: Report
• Doc Date: 4/21/2003
• Doc Name: Submittal of Geotechnical Reports from 1995
• From: Natural Soda Inc.
• To: DMG
• Media Type: D
• Archive: No

Page 19
Table 5-1. Geomechanics Properties
_)
Stratigraphic Unit RQD* Intact Elastic Poisson's Reduction Rock Mass
Modulus** Ratio ** Factor Elastic Modulus
(Psi) (Psi)
Uinta Formation 60 1.66E+06 0.17 0.18 305440.0
R-8 60 2.89E+06 0.25 0.18 531760.0
A-Groove 28 2.13E+06 0.21 0.14 296496.0
R-7 47 1.00E+06 0.35 0.17 165800.0
B-Groove 1~ 2.91E+OS 0.31 0.12 35211.0
R-6 31 1.00E+06 0.3~ 0.14 143400.0
L-5 43 2.91E+OS 0.31 0.16 46618.2
DS-RB, RB-BB, OSMB 90 5.63E+OS 0.35 0.73 413382.8
RB 90 7.00E+04 0.40 0.73 51397.5
UBB 90 5.91E+OS 0.19 0.73 433941.8
R-5 84 1.00E+06 0.35 0.57 574050.0
50'rubblizedmaterial*** 0 NA 0.19 NA 7000.0
160' rubblized material 5 2.91E+0~ 0.31 0.11 31137.0
DS-Dissolution surface
RB-Rubber bed
OSMB-Oil shale mazker bed
UBB-Upper Boies Bed
* Data from 26-88-1 and regional sources
* * Data from 26-88-1
*** Typical sand and gravel material
of sand and gravel because of the expected high porosity of the caved zone. The elastic proper-
ties for the material in the 160-ft caving zone are calculated assuming an RQD in the caving azea
reduced to 5. The material properties for the caving zone are also listed in Table 5-1.
Figures 5-I and 5-2 show the material models assigned to the various Stratigraphic units
and.the caving zone. The figures aze cross sections of the long solution cavities. Only the right-
hand half of the 800-ft panel was simulated, with a symmetry condition imposed on the left-hand
boundary. For the two-panel analysis, the line of symmetry bisected the 200-ft barrier pillar, and
only the 160-ft-high rubblized case was analyzed.
The in situ vertical stress was assumed to be in equilibrium with the weight of the overly-
ing strata, and the two components of the horizontal stress equal to 70% of the vertical stress.
This stress field is the same as that used in our earlier analysis (Agapito Associates, Inc. 1990)
and is consistent with the few stress measurements made in the Piceance Creek Basin (Wolff et
al. 1974 and Mitchell 1981).
Agapito Associates, Inc.