PERMFILE121056

• Permit No: C1982056A
• IBM Index Class Name: Permit File
• Doc Date: 4/18/2005
• Section_Exhibit Name: 2.05 Operation and Reclamation Part 2
• Media Type: D
• Archive: Yes

crowned to promote effective drainage from the road, and atwo-inch layer of minus 1'/s-inch crushed gravel was
then placed and compacted as a surfacing layer.
IIF. Refuse Pile Haulroads
A new haukoad (formally classified as an access road) for construction and utilization of the coal refuse pile was
established parallel to the eastern mazgin of the pile (see Map 24). The Refuse Pile Haukoad extends from eastern edge
of the Refuse Pile (Coal Waste Disposal Site) to the Reject Belt and Stockpile southeast of the main Run-of--Mine Coal
Stockpile. The road was constructed in accordance with the dimensional specifications detailed on Figure 22, Access
Road Typical Sections, and surfaced with gravel or other suitable material.Northwest Colorado Consultants evaluated
the existing road and recommended that 13 inches of pit run gravels and 5 inches of Class VI base course be used to
upgrade the road to a haukoad. The road surface is approximately 20 feet wide, with an overall gradient of
approximately 6.5 percent. The centerline profile for the Refuse Pile Haukoad and typical haukoad cross-sections
aze shown on Map 30, Road Profiles and Cross-Sections.
Access to the refuse pile was muted around completed portions of permanent diversion ditch RDA-2. Ditch crossings
maybe required, as refuse pile constuction proceeds, for the temporary diversion ditch established upgradient from the
working azea of the pile. Crossing sites will be suitably protected with durable material to prevent excessive erosion or
an appropriately sized culvert will be installed. C~rlvert sizing documentation will be provided to the Division prior to
installation, if this option is utilized.
Topsoil salvaged fi-om construction of the original access road is stored in topsoil stcekpIle SF-12, located adjacent to
the construction site. Road reconstruction proceeded in stages from north to south in approximately 500' segments in
order to maintain reasonable access to the active azea of the refuse pile. In order to Facilitate vehicle movement through
the refuse pIle, a short haukoad segment was constricted off of the eastern nose of the refuse pile. The design and
certification of this road segment is presented in Exhibit 25F. Culvert sizing and designs for the Refuse Pile Haukoad
was previously approved in MR 96-140.
IIG. Batch WeiQh/Loadout Haulroad
The Batch Weigh Loadout Haukoad is required for access to the Batch Weigh/Loadout facility to facilitate clean-
up and removal of spilled coal and general maintenance of the area. The road ties-in to existing Haukoad C,
crosses Foidel Creek, and runs along the toe of Pond C to the Batch Weigh/Loadout facility. The road was
originally approved through Technical Revision No. 97-30 on November 24, 1997. Minor Revision No. 01-175
modified the original approval to reflect relocation of the road to shorten the road and reduce potential wetland
impacts. A subsequent Technical Revision ('IR 02-41) further modified the design to reflect the use of smaller
equipment to access the site. The revised design reflects the use of 10-ton dumg trucks as opposed to the 100-ton
trucks considered in the original design. The revised design is presented in Exhibit 48-2. The road has a 30-foot
top width and is approximately 550 feet in length. Prior to entering the Batch Weigh Loadout, a 40-foot length of
road with a 30-foot top width and 20-foot radius is provided to allow trucks and equipment to turn azound. The
haukoad has been designed in accordance with Section 4.03.1(3) to support afully-loaded haul truck.
The original design has been retained in the permit in the event that lazger trucks aze required in the future requiring
that the road be upgraded to the previously approved design. The revised design calls for a top width of 24 feet,
which is 6 feet less than the original design, however, the construction process was essentially the same as
previously approved under TR 97-30, as modified by MR 01-175.
Design calculations for the depth of fill required to distribute loading on the road aze based on an estimate of soil
sheaz strength of 5.21 psi in the low azeas adjacent to the creek and 10.4 psi in the other azeas. Discussions with an
engineer with experience constructing roads in this azea indicate that typical sheaz strengths for this type of soil
range from 13 psi to 20 psi, so the values used for design calculations aze very conservative. Northwest Colorado
Consultants developed a computer model of the road sections and detemvned factors of safety for deep failure of
the subgrade materials in the range of 2.0 and for shallow failures in the range of 1.7, with 1:1 side-slopes on the
TR 05-46 2.05-70 Revised - Apri14, 2005