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TRANSIT MIX AGGREGATES <br />limestone, et al.) to east of the fault. The fault location above the Horseshoe Area Phase was <br />identified using drilling data. Prior to each subsequent phase additional fault studies will be <br />performed so that the fault ca, used as the inflection point or the change in angle of the <br />reclaimed slope. East of this point (below the fault) the slope will range from 3.7H — 4.0-.1V. <br />West )f this poir (above the fault a slope of 1H:1V will be cut into the stable granite. The <br />surficial layer of granite (approximately 30 feet deep) is weathered and a slope of 1 3H-1V will <br />be constructed in this area The exact location of the fault cannot be identified with certainty <br />until actual field observations can be made. <br />Transit Mix Aggregates provides for the commitment for a geological engineer to periodically <br />map and review the fault splays and joint sets and to study any possible new faults identified. <br />The orientation of joint sets and any splays will be examined to determine if they will be <br />undercut and the safety factor re- checked. Development of the Plan has used the best <br />information available for the location of the fault to generate the cut and fill volumes in each <br />phase. There is some uncertainty in the exact slope below the fault and the western slope <br />crest, and slight adjustments to the Plan will be required as mining progresses. <br />Ben Seegmiller, of Seegmiller International, a long -time established and respected geotechnical <br />expert, performed a site visit on April 9 — 11, 2012. Using field observations and past geological <br />and geotechnical reports on the Pikeview Quarry, he worked with Norwest Corporation's Mining <br />Engineers to develop the basis for the mine plan and final slope configuration. Mr. Seegmiller <br />then performed a detailed slope analysis of the reclamation slopes. The dry safety factors <br />ranged from 2.39 — 3.16 as summarized in Table V of Exhibit 6.5 in Amendment 3. 1 r e <br />reclamation slope gradients are the same for this Technical Revision and Amendment 3; <br />therefore, these slope stability calculations and results apply to the reclamation slopes. Even <br />when analyzed under saturated conditions, along with local seismic considerations, the safety <br />factors remained above 1.5. Some measures will be taken to ensure that slope does not <br />become saturated. These can be found in later sections of this Application. The existing prism <br />monitoring system will continue to monitor the site to ensure the safety of workers. <br />There are two steeply dipping joint sets: 1) flatter (0 -30 degrees) which are irregular and not <br />continuous and 2) close to vertical. During reclamation when new exposures in granite are <br />exposed, there will be an assessment in the potential planar and /or wedge mode failures in the <br />overall 45 degree (1:1 H:V) granite slope and the 63.4 degree (1:2 H:V) bench face slope. <br />Modifications to the reclamation plan will ensure that no joints will undercut benches. The close <br />to vertical sets will not pose a problem. <br />Any infiltration from growth medium into granite face, joints, fractures, etc. will be very limited <br />and will not lead to slope instability over time. Minimal impact to the long -term stability of the <br />joint sets and branches from tree and plant root growth is anticipated. <br />Pikeview Quarry Exhibit D <br />2014 (Revision) <br />Technical Revision — February 28, 2014 D -3 <br />