Coal Diver
Everything you wanted to know about coal, but were afraid to ask.
This is a text-only version of the document
"South Heart - Lignite Mine Application - Ch 3 - Operation Plans - 2010".
To see the original version of the document
click
here.
Revision 1
-i-
SHSH-1001/063-2212A
TABLE OF CONTENTS 3.0
3.1
OPERATION PLANS ....................................................................................................... 1
Operation Plan - General .................................................................................................... 1 3.1.1 Operation Description Narrative .................................................................................. 1 3.1.1.1 Introduction ........................................................................................................ 1 3.1.1.2 Safety ................................................................................................................. 3 3.1.1.3 Abandoned Underground Mines ........................................................................ 3 3.1.1.4 Waste Disposal .................................................................................................. 3 3.1.1.5 Relocation and Re-Route of Utilities ................................................................. 4 3.1.2 Mining Method Narrative............................................................................................. 4 3.1.2.1 Mine Development............................................................................................. 5 3.1.2.2 Haul Roads ......................................................................................................... 6 3.1.2.3 Topsoil Removal ................................................................................................ 7 3.1.2.4 Overburden Removal ......................................................................................... 9 3.1.2.5 Lignite Removal .............................................................................................. 10 3.1.2.6 Design Parameters ........................................................................................... 11 3.1.2.7 Haul Road Maintenance................................................................................... 12 3.1.2.8 Regrading and Reclamation ............................................................................. 12 3.1.3 Mine Support Facilities .............................................................................................. 13 3.1.3.1 Wash Bay ......................................................................................................... 13 3.1.3.2 Fuel Depot........................................................................................................ 14 3.1.3.3 Disposal Procedures ......................................................................................... 14 3.1.3.4 Explosive Storage Area................................................................................... 15 3.1.3.5 Septic System................................................................................................... 15 Existing Structures ............................................................................................................ 15 3.2.1 Existing Structures Narrative ..................................................................................... 16 3.2.1.1 Farmsteads ....................................................................................................... 17 3.2.1.2 Mine Facilities ................................................................................................. 17 3.2.1.3 Surface Water Management Structures............................................................ 17 3.2.2 Farm Building/Structure Removal Narrative ............................................................. 17 Blasting Plan ..................................................................................................................... 18 3.3.1 Procedures .................................................................................................................. 18 3.3.2 Schedule ..................................................................................................................... 20 3.3.3 Monitoring.................................................................................................................. 21 3.3.4 Notices........................................................................................................................ 21 Air Quality Control Plan ................................................................................................... 22 Transportation Facilities ................................................................................................. 24 3.5.1 Transportation Narrative........................................................................................... 25 3.5.1.1 Haul Road Construction ................................................................................. 25 3.5.1.2 Haul Road and Coal Ramp Plan ........................................................................ 27 3.5.1.3 SHLM Access Road......................................................................................... 28 3.5.1.4 Removed, Re-Routed, Temporarily Closed, and Reclaimed Roads ................ 29 3.5.1.5 Culvert and Arch Bridge Design..................................................................... 31 3.5.2 Professional Engineer Certification............................................................................ 35 Surface Water Management.............................................................................................. 36 3.6.1 Surface Water Management Plan ............................................................................... 36 3.6.2 Hydrologic Parameters, Design Procedures and Design Concepts ............................ 39 3.6.3 Water Management Plan for the Mine Plan ............................................................... 41 3.6.4 Designs for Water Management Structures................................................................ 41 3.6.5 Water Management Plan Construction and Operations ............................................. 42
Golder Associates
3.2
3.3
3.4 3.5
3.6
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 3.7 3.8 3.9
-ii-
SHSH-1001/063-2212A
Protection of Public Parks................................................................................................. 45 Surface Mining Near Underground Mine ......................................................................... 45 Auger Mining Plan............................................................................................................ 45
LIST OF TABLES
Table 3.1-1 Table 3.1-2 Table 3.1-3 Table 3.1-4 Table 3.1-5 Table 3.3-1 Table 3.5-1 Table 3.6-1 Table 3.6-2 Table 3.6-3 Table 3.6-4 Annual Area Disturbed Estimated Lignite Production Equipment List Summaries of Lignite and Overburden Thicknesses Suitable Growth Material Balance by Landowner – Life of Mine Maximum Weight of Explosives to be Detonated within Any 8 Millisecond Delay Period Culvert Design Summary Curve Number Estimates Precipitation Frequency Estimates Ditch Sizing Cover Practice Values
LIST OF FIGURES
Figure 3.1-1 Pit Layout and Facilities Map Figure 3.1-2 Life of Mine Overburden and Lignite Removal Schedule Map Figure 3.1-3a Mine Support Facilities (Conceptual) Figure 3.1-3b Owner’s Offices (Conceptual) Figure 3.1-4 Haul Truck Fueling Depot (Conceptual) Figure 3.1-5a Utilities Re-Route Map – Water Lines Figure 3.1-5b Utilities Re-Route Map – Communication Lines Figure 3.1-5c Utilities Re-Route Map – Underground Gas and Electric Lines Figure 3.1-5d Utilities Re-Route Map – Power Lines Figure 3.2-1a Existing Structures Map – Power Lines Figure 3.2-1b Existing Structures Map – Gas Pipe Lines and Water Lines Figure 3.2-1c Existing Structures Map – Communication Utilities Figure 3.3-1 Blasting Distances Map Figure 3.3-2 Typical Blast Design Using Nonel Trunklines and Downline Delays Figure 3.3-3 Typical Blast Design Using Detonating Cord Figure 3.5-1 General Haul Roads and Coal Ramps Layout Figure 3.5-2 Main Haul Road – Typical Cross-Sections Figure 3.5-3 Access Roads – Typical Cross-Sections Figure 3.5-4 Figure Removed, Number Kept as a Place HolderSite Access Road – Profile Figure 3.5-5 Explosive Material Storage Area Access Road Profile Figure 3.5-6 Pit Access Road – Profile Figure 3.5-7 Main Haul Road – Segment 1 Profile Figure 3.5-8 Main Haul Road – Segment 2 Profile Figure 3.5-9 Main Haul Road – Segment 3 Profile Figure 3.5-10 Main Haul Road – Segment 4 Profile Figure 3.5-11a Site Access Route Map Figure 3.5-11b Right of Way Closure and Road Relocation Map Road Re-Route Map – Roads Temporarily Closed or Removed Figure 3.5-11c Road Re-Route Map – Roads Re-Established/Reclaimed, Re-Opened, or Constructed Figure 3.5-12 Culvert and Bridge Locations
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 Figure 3.5-13 Figure 3.5-14 Figure 3.6-1 Figure 3.6-2 Figure 3.6-3 Figure 3.6-4 Figure 3.6-5 Figure 3.6-6 Figure 3.6-7 Figure 3.6-8 Figure 3.6-9
-iii-
SHSH-1001/063-2212A
South Branch Heart River HEC-RAS Analysis and Cross-Sections South Branch Heart River Haul Road Bridge Plan Life of Mine Water Management Plan Permit Term Water Management Plan Sheet 1 of 2 Permit Term Water Management Plan Sheet 2 of 2 Ditch CD-1A Ditch CD-2A Pond 1 Pond 2 Small Area Exemptions – Stockpile Containment DesignsPond 3 Small Area Exemptions – Stockpile Containment Designs
LIST OF APPENDICES
Appendix 3.3-1 Appendix 3.3-2 Appendix 3.3-3 Appendix 3.3-4 Appendix 3.3-5 Appendix 3.5-1 Appendix 3.6-1 Appendix 3.6-2 Blast Record Notice of Blasting Schedule Pre-Blast Survey Request Surface Owners Within One Mile of the Permit Boundary Monitoring Equipment Specification Sheet Certification Letter – Primary Roads Certification Letter – Surface Water Management Operations Plans Surface Water Management SEDCAD Reports South Heart Lignite Mine
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-1-
SHSH-1001/063-2212A
3.0
3.1
OPERATION PLANS
Operation Plan - General
In accordance with: • • • • • •
Section 38-14.1-14, North Dakota Century Code (NDCC); Section 38-14.1-15, NDCC; Section 69-05.2-09-1, North Dakota Administrative Code (NDAC); Section 38-14.1-24(19), NDCC; Section 69-05.2-09-14, NDAC; and Section 69-05.2-18, NDAC.
This section addresses the North Dakota requirements for Operation Plans to engage in surface coal mining operations. Plans for mining operations, construction and use of mine support facilities, removal of existing structures, blasting, air pollution control, transportation facilities, and surface water management have been developed by Norwest Corporation (Norwest) and are included in this section. In addition, an application for an Air Quality Permit to Construct for the South Heart Lignite Mine (SHLM) is being developed and will be filed at the North Dakota Department of Health (NDDH). The application package will include a description of the wind erosion mitigation measures and air pollution control plan developed for the proposed mine. 3.1.1 3.1.1.1 Operation Description Narrative Introduction
South Heart Coal LLC (SHC) is planning to develop and operate a surface-lignite mining operation located southwest of the town of South Heart in Stark County, North Dakota. Production is
scheduled at a rate of 2.4 Million tons per year (Mtpy) over the 30-year life of the mine. Production for the first year of operation, 2014, is scheduled for 130,600 tons (t) and 931,900 t for the second year. Production for years 2016 through 2043 are scheduled at 2.4 Mtpy production.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-2-
SHSH-1001/063-2212A
Overburden/topsoil will be removed using a combination of 44-cubic yard (cy) tractor-scrapers, 20-cy hydraulic excavators, D11 class dozers, and 150-t rear dump trucks. Lignite will be removed using 150-t rear dump trucks and 15-cy hydraulic excavators. The productivities of the 44-cy scrapers, D11 class dozers, 150-t class trucks and the 15-cy and 20-cy hydraulic excavators are based on standard operating parameters common within the mining industry or based on actual operating experience. The overburden fleet consisting of
scrapers/dozers/trucks/loaders is projected to remove up to a maximum of approximately 11.5 million (M) cy of overburden material per year. The lignite fleet consisting of trucks/hydraulic excavators is projected to mine 2.4 Mt of lignite per year. Figure 3.1-1 presents the location of topsoil/subsoil storage facilities, haul roads, sediment control structures, and a general pit layout for the life of the mine. Carlson Mining 2009 mining software was used to develop both overburden and lignite production schedules for the life of the mine. The SHLM has an approximate life of 30 years. Mine timing and sequencing for overburden and lignite can be seen on Figure 3.1-2. From 2014 through early 2043, overburden and lignite removal is scheduled for a maximum of five shifts per week, 52 weeks per year. Several other activities will occur prior to the removal of lignite from the Permit Area. These activities include, but are not limited to, removal and stockpiling of topsoil and subsoil, construction of haul roads and lignite access ramps, and the construction of sediment control structures. The work associated with these activities will continue during the normal mining activities within the Permit Area. If required, explosives will be used to fracture and fragment the lignite coal seams to facilitate loading and haulage of the lignite. Blasting will occur between sunrise and sunset Monday through Friday. Blast holes will be drilled using a 6-inch (in) to 9-in diameter rotary drill. SHC anticipates dewatering of the pits will be necessary due to ground water infiltration and surface water run-off into the pit. Water will be collected in ditches and routed to central sump locations where it will be pumped to the sedimentation pond adjacent to the active mining area (Figure 3.1-1 and Figure 3.6-1). In the pond, the suspended solids will be allowed to settle out before the water is
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-3-
SHSH-1001/063-2212A
discharged into natural drainages. Water from the sedimentation pond may be used for haul road dust suppression as required. Table 3.1-1 shows the projected annual disturbed acres per year within the Permit Area. Table 3.1-2 includes the estimated annual lignite production from the two recoverable lignite seams over the life of the mine and within the Permit Area. In addition, Table 3.1-3 lists the equipment that will be used for overburden, topsoil and lignite removal, rough and final grading, topsoil and subsoil replacement, revegetation, and support of other ancillary mining activities. 3.1.1.2 Safety
SHC will develop a plan for compliance with the health and safety standards of the Federal Mine Health and Safety Administration (MSHA). SHC will develop a program to ensure compliance with all applicable SHC and MSHA safety policies. All access to the SHLM site will be controlled and access to the Permit Area will be allowed only under controlled circumstances. Persons entering the SHLM site will be required to undergo hazard training as prescribed by MSHA. 3.1.1.3 Abandoned Underground Mines
No abandoned underground mines have been identified within the Permit Area or the areas adjacent to the Permit Area. 3.1.1.4 Waste Disposal
Disposal of waste within the Permit Area will be limited to that non-coal waste for which a solid waste disposal permit is not required. Those non-coal wastes include wood materials, certain plastic materials, concrete materials, and other mining-related, non-hazardous materials specifically exempted from the requirement to obtain a solid waste disposal permit under the provisions of NDAC 33-20-02.1-01. Those non-coal wastes will be placed and stored in a controlled manner in designated areas within the Permit Boundary in accordance with all applicable regulations including NDAC 69-05.2-19-04. No other waste disposal activities are planned within the Permit Area.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 3.1.1.5 Relocation and Re-Route of Utilities
-4-
SHSH-1001/063-2212A
The Southwest Water Authority water line, the West Plains Electric underground power line, and the Consolidated Telecom copper phone line located in the northern portion of Sections 20, 21, and 22, Township 139 North, Range 98 West will be relocated to the right-of-way (ROW) corridor located between Pit 1 and Pit 2, as shown on Figure 3.1-5a, Figure 3.1-5b, Figure 3.1-5c, and Figure 3.1-5d. Portions of the Montana-Dakota Utilities Company (MDU) underground gas line which are connected to the Williston Basin Interstate Pipeline Company (WBI) underground gas line will be disconnected from the WBI gas line in the NW1/4 corner of Section 21, Township 139 North, Range 98 West and the NE1/4 corner of Section 22, Township 139 North, Range 98 West. The utilities disconnected during the mining phase of SHC will be re-connected prior to reclamation of the disturbed mining area. The Southwest Water Authority water line and West Plains Electric underground power line located in the N1/4 of Section 34, Township 139 North, Range 98 West will be disconnected and re-routed to the south of their current location, placing the utilities further from the mining activities of Pit 4. The timing for the relocation of the affected utilities can be seen on Figure 3.1-5a, Figure 3.1-5b, Figure 3.1-5c, and Figure 3.1-5d. The figures show the approximate timing and location of all relocated utilities. The actual timing of these relocations may vary due to conditions encountered during mining or changes to the mining plan and/or mining sequence. After completion of mining in the Permit Area and once reclamation has begun, SHC will ensure that the existing and pre-existing utilities affected (relocated) by the mining activities will be re-connected if desired by the owner. All final location of utilities will be subject to approval from the appropriate utility company. 3.1.2 Mining Method Narrative
SHLM will be a surface lignite mining operation located just southwest of South Heart, North Dakota. The SHLM is scheduled to produce 2.4 Mt of lignite for the approximately 30 years of operation (from 2014 through early 2043). The lignite will be hauled using 150-t rear dump trucks to the coal crushing facility which will be located in Section 34, Township 139 North, Range 98 West.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-5-
SHSH-1001/063-2212A
Figure 3.1-1 shows the general mine layout, proposed mining areas, topsoil/subsoil storage areas, haul road locations, and facility locations. Figure 3.1-2 shows the proposed overburden removal sequence by year within the mining Permit Area. Within the Permit Boundary, there are a total of four lignite seams. The seams in top down order are the E Seam, the E1 Seam, the D Seam, and the HT Butte Seam. Within the proposed Permit Area, mining of the HT Butte Seam has not been scheduled because it lies an average of 143 feet (ft) below the D Seam and has a stripping ratio greater than 10 to 1, which is uneconomic to mine (more information on this can be found in Section 2.3). The D Seam is the primary seam scheduled for mining because it averages 17.1 ft in thickness and has an overall average stripping ratio of less than 5 to 1. The average lignite seam and overburden thickness for the individual lignite seams are summarized in Table 3.1-4. 3.1.2.1 Mine Development
After SHLM permit approval, the pre-mining development work will begin with construction of the sedimentation control structures, mine access and haulage roads, mine support facilities area, office, power lines, and various other related facilities. These facilities will be used for a period of
approximately 30 years. All facilities will be located outside a 100 foot setback from all county roads except for the mine access road which connects to the county road to allow access to the mine site. To ensure that no facilities are constructed or no area is disturbed within this 100 foot county road right-of-way setback line, a series of boundary stakes will be set by the surveyor along the setback line to clearly delineate this boundary during facilities construction and early mining activities. Prior to construction of any facilities, the topsoil/subsoil will be removed and stockpiled adjacent to these facilities. Topsoil/subsoil stockpiles will remain through the life of the mine. The mine access road and sedimentation control structures must be constructed and in-place before any additional facility construction work can start. Once the sedimentation control structures are in place, all other facility construction can be completed. Upon mine closure, all facilities will be removed except for those required during the final reclamation phase. After the facilities are removed, the topsoil/subsoil will be replaced and the sites revegetated.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 3.1.2.2 Haul Roads
-6-
SHSH-1001/063-2212A
Haul roads will be constructed on both undisturbed land (no mining) and reclaimed spoil (mined land). A typical haul road cross-section is included on Figure 3.5-2. Haul road construction on undisturbed lands will consist of removing and storing the topsoil in areas adjacent to the proposed haul road alignment and any proposed borrow areas. SHC plans on using the subsoil along the haul road alignment as material for the road sub-base. If, during construction, the subsoil found along the haulage route or borrow areas consists of weathered bedrock or other material it will be tested for toxicity. Rotary hole cutting samples will be collected and analyzed for electrical conductivity (EC), sodium adsorption ratio (SAR), and texture. A report summarizing the results of these samples will be submitted to the North Dakota Public Service Commission (PSC). If the analyses show the materials meet subsoil quality standards, SHC proposes to use these materials, along with the subsoil, for the sub-base during road construction. If these samples do not meet subsoil standards, then additional borrow areas will be used to recover sufficient subsoil to complete the road construction. Cuts in the borrow areas will be limited to a maximum of 5 ft in depth. Once the sub-base is completed, a top dressing of compacted aggregate or gravel will be added as the final running surface. During construction, culverts will be installed at the proper locations and ditches will be constructed in all road cut sections. Visual monitoring of the cut materials removed for construction will ensure that no poor quality (reduced, gray, or sodic) materials are removed and used. Haul roads in disturbed mining areas will be constructed using borrow materials located along the haul road alignment. The sub-base will be constructed of compacted overburden waste found at the surface. A top dressing of 6 in of compacted aggregate or gravel will be added to the top of the compacted sub-base to provide the final running surface. During construction, culverts will be installed at the proper locations and ditches will be constructed in all road cut sections. Upon completion of mining, all haul roads not scheduled to remain after mining will be reclaimed. All aggregate or gravel will be removed from the road and will be hauled into the final pit for disposal. All culverts will be removed and disposed either by placement in the final pit where they will be covered with spoil material or they will be salvaged and sold as scrap. The sub-base material will be spread to conform to the proposed final contour. Then all topsoil and any stockpiled subsoil in the disturbed mining areas will be respread over the haul road alignment and revegetated.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-7-
SHSH-1001/063-2212A
Some subsoil required for use in SHLM subsoil respread plans may be removed during the construction of haul roads or sediment control structures footprint areas in areas scheduled for mining. The subsoil will be removed from these areas during the haul road construction or prior to the overburden removal operation. Any topsoil removed will be handled in accordance with the reclamation procedures outlined in Section 4.1.1. The general mining sequence will consist of: • • • • • • • • • • 3.1.2.3 Land clearing (if any); Topsoil/subsoil removal; Pre-stripping of overburden (when required); Primary overburden removal; Lignite drilling, blasting (when required); Lignite loading. hauling and crushing; Backfilling; Final grading; Replace topsoil/subsoil; and Replace vegetative cover. Topsoil Removal
Topsoil and subsoil removal will precede the pre-stripping of the overburden from the areas to be disturbed by mining, roads, and facilities. The topsoil lift will be removed using 44-cy
tractor-scrapers to the depths indicated on the soil survey maps Figure 2.4-2A, Figure 2.4-2B, and Figure 2.4-2C. The subsoil material will be removed after the topsoil using the same scraper fleet to the depths indicated on the soil survey maps Figure 2.4-2A, Figure 2.4-2B, and Figure 2.4-2C. Topsoil/Subsoil volumes required for replacement were estimated using two methods. Method 1 used a gridded model to estimate the total thickness of Suitable Growth Material (SPGM) required. A SPGM thickness replacement grid was developed using the overburden quality drill hole data and the respread depth criteria outlined in NDAC 69-05.2-15-04-4 of the regulations. Table 3.1-5 shows the required average replacement depth is 3.5 feet while the average in-place topsoil/subsoil thickness
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-8-
SHSH-1001/063-2212A
is 2.4 feet. This results in a deficit of 1.1 feet or approximately 6.15M bank cubic meters (bcy) of SPGM which will be obtained from within the disturbed pit area. Method 2 outlined in Policy Memorandum No. 17 was the second method used to estimate the required SPGM respread depths for the Permit Area. One hundred-one (101) Ninety-nine (99) overburden sample holes are located within the proposed Permit Boundary (See Figure 4.1-10a). Using these 99 101 holes, Table 4.1-1 was developed to estimate the total depth of SPGM required to meet the cover standards for sodic spoil found in Policy Memorandum No.3, Part l-A(l). The proposed SPGM respread depths range from 24 to 48 inches with 29 holes showing 24 inches, 4 holes showing 36 inches, 12 holes showing 42 inches and 54 56 holes showing 48 inches. The average respread depth for this Permit Area using these 99 101 sample holes is 39 inches or 3.25 feet. This would result in a deficit of 0.28 feet or 2.2 Million bank cubic yards (Mbcy). Therefore during reclamation, SHLM will recover and store approximately 2.2 Mbcy of suitable overburden from the proposed pit area as a subsoil supplement. This is discussed in Section 4.1.1.1. The topsoil/subsoil and the suitable overburden removed will be placed in topsoil/subsoil and suitable overburden stockpiles when it cannot be directly hauled and placed as final respread on final graded areas. When requested by the property owner, the topsoil/subsoil will be stockpiled according to surface ownership to prevent mixing of topsoil from one ownership parcel with another. Areas where the topsoil will be stockpiled include the box cuts and areas where mining advances from one surface ownership parcel to another. Figure 1.3-2 shows the surface land ownership parcels as listed in Table 3.1-5. The tractor-scrapers will place the topsoil/subsoil on the stockpiles in compliance with NDAC 69-05-2-18.01(5). A dozer will create a diversion ditch around the topsoil stockpile to help prevent erosion. Ramps from one lift to another will be constructed at grades not to exceed eight percent (8%). At all other times, topsoil will be direct hauled from the future mining area to the regrade area as described in Section 4.1.1. In order to assure that sufficient SPGM will be available for respread, additional suitable soil will be available in the same area for salvage as indicated on the soil survey maps (Figure 2.4-2A, Figure 2.4-2B, and Figure 2.4-2C). However, in cases where sufficient topsoil/subsoil is not
available, suitable overburden material will be used to make-up the deficit of suitable topsoil. Table 3.1-5 shows the volume of suitable topsoil/subsoil available for removal/respread for each landowner within the Permit Boundary. In addition, the table shows the total volume of suitable topsoil/subsoil and suitable overburden required to meet the final reclamation requirements for each landowner. Based on SHC overburden geochemical model, there appears to be sufficient additional
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-9-
SHSH-1001/063-2212A
suitable overburden available within the disturbance area to satisfy any potential suitable SPGM shortfall of any landowner (See Section 4.1.1.1). In general, the topsoil/subsoil removal and respread or stockpiling operation will occur during the summer and fall seasons (April – October) of the year preceding mining. Because the initial overburden mining operation is starting in mid year 2013, the topsoil for the remaining 6 months of 2013 and for the first 4 months of 2014 must be removed between the beginning of July and the end of October, 2013. The contractor will attempt to schedule topsoil and subsoil removal operations during the approximately 8 frost free months. Normally, the fall topsoil removal operations are scheduled to remove sufficient SPGM to allow mining operations to continue until spring of the following year. Such stockpile locations and the other affected areas are shown on Figure 3.1-1. The actual locations of topsoil/subsoil stockpiles may vary slightly from those shown on the figure due to actual field conditions. SHC will directly respread as much SPGM, without stockpiling, as is legally and logistically possible. The stockpiling will be in accordance with methods approved by the PSC. Volumes will be measured by load count or topographical survey. The stockpiles will be seeded as soon as possible with an approved mixture of grasses to help control weed infestation and water and wind erosion (Section 4.3). Each topsoil stockpile will be identified by a sign post bearing a name or number specific to that stockpile. 3.1.2.4 Overburden Removal
The overburden depths within the Permit Area range from 13 to 105 ft in thickness. After the topsoil and suitable subsoil material have been removed and stockpiled, the initial box cut overburden material (a minimum width of 3 mining cuts or 450 ft) will be removed and hauled to an out-of-pit stockpile (Figure 3.1-1). The overburden stockpile will be located north of the initial box cut. The overburden stockpile will be built in a maximum of 4-ft lifts to comply with NDAC 6905-2-18.01(5). The overburden material will remain stockpiled until it can be respread back on the regrade area. The overburden material will be removed using the contractor’s truck/shovel/scraper fleet. When a sufficiently large regrade area is completed, the stockpiled box cut overburden material will be removed from the stockpiles and respread equally over this large area. Final grading of the area will be achieved using dozers and motor graders as required. The location of the out-of-pit overburden stockpiles can be seen on Figure 3.1-1. The actual locations of the outof-pit overburden stockpiles may vary slightly from those shown on the figure due to actual field
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-10-
SHSH-1001/063-2212A
conditions. This determination will be made in the field and dictated by the amount of material needed to regrade the existing pit. Beginning in mid-2014, the overburden truck/loader/dozer fleet is scheduled to work five shifts per week, up to 52 weeks per year. Dozer assistance for the overburden removal operation may be required in areas where harder material is encountered. Portions of the overburden material that are classified as suitable overburden may be used as SPGM in areas where there is not sufficient SPGM material to meet reclamation requirements. Stockpiling of SPGM may be required due to mine sequencing constraints. The SPGM stockpile locations are shown on Figure 3.1-1.
The actual locations of SPGM stockpiles may vary slightly from those shown on the map due to actual field conditions. When overburden/interburden stockpiling is necessary, the overburden
truck/loader/scraper fleet will haul the SPGM from the pre-stripping area to the stockpile locations. A dozer will then be used to push the SPGM into 4-ft lifts to comply with NDAC 69-05-2-18.01(5). Ramps from one lift to another will be constructed at grades not to exceed 8%. Final grading of the area will be achieved by the dozer fleet as required. 3.1.2.5 Lignite Removal
The truck/loader/dozer fleet will remove the overburden above the E seam (where present) by loading and hauling this overburden into the adjacent mined-out pit area. If any recoverable E seam is encountered, the top of the E lignite seam will be cleaned using track dozers, motor graders, or rubber-tired dozers, ripped, and then hauled to the coal crushing facility located at the Plant Facility. The truck/loader/dozer fleet will then remove the overburden above the E1 seam (where present) by loading and hauling this overburden into the adjacent mined-out pit area. If any recoverable E1 seam is encountered, the top of the E1 lignite seam will be cleaned using track dozers, motor graders, or rubber-tired dozers, ripped and hauled to the coal crushing facility located at the Plant Facility. The overburden/interburden above the D seam, which includes the unrecoverable E and E1 seams, will then be loaded and hauled by the truck/loader/dozer fleet into the same adjacent mined-out pit area using the same method described for removal of the E seam overburden/interburden. Once the D seam is exposed, track dozers, motor graders, or rubber-tired dozers will clean the top of the lignite. The lignite will be prepared for loading by either blasting the lignite or ripping the lignite with a D11 class dozer. When the D seam is ready for loading, a 15-cy front hydraulic excavator will load the lignite into 150-t rear dump trucks for direct transport to the coal crushing facility located at the Plant Facility. If the coal crushing facility is unable to accept the lignite, it will be stockpiled adjacent to
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-11-
SHSH-1001/063-2212A
the truck dump hopper located at the Plant Facility. This lignite stockpile will be able to store approximately 100,000 t of lignite. Lignite loading operations are scheduled to work one eight-hour shift, five days a week, 52 weeks per year. Any production shortfall will be made up by either working overtime or additional loading shifts. 3.1.2.6 Design Parameters
Face angles for benches are designed at 50 degrees (from horizontal), pit widths are designed at 150 ft wide, and the angle of repose for the spoil material is designed at 37 degrees. An overall pit slope angle of 43 degrees (from horizontal) was used for planning purposes. The above design parameters are based on a geotechnical investigation performed by Norwest (Ennis et. al. 2007). SHC does not plan to blast the overburden material, but if blasting of the lignite is needed it will be drilled on a 16 ft by 16 ft pattern using between 6- to 9-in holes. The designed powder factor used for lignite blasting is 0.25 pounds (lbs)/t. During development of the mine plan, significant consideration was giving to maximizing the utilization and conservation of the lignite being recovered in the Permit Area so that re-affecting the land in the future can be minimized. The same consideration was given to maximizing the recovery of the lignite in the Permit Area in order to minimize total land disturbance. To ensure that lignite recovery will be maximized, the following procedures will be followed: • Lignite will be prepared for loading using a combination of rubber-tired dozers, motor graders, or tractor scrapers. Cleaning will remove extraneous material on top of the lignite seam and minimize the lignite loss by removing only the small amounts of remaining overburden material or any oxidized lignite. The contract miner will monitor the loading of the lignite to ensure that the operators are taking the maximum amount of lignite from the floor and ribs while maintaining the lignite quality at contract compliance levels. Lignite haul trucks will not be overloaded to ensure that lignite spillage is minimized.
•
•
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 3.1.2.7 Haul Road Maintenance
-12-
SHSH-1001/063-2212A
The lignite will be hauled from the mine area to the coal crushing facility located within the northern portion of Section 34, Township 139 North, Range 98 West, from 2014 through mid-2043. During non-freezing conditions, fugitive dust from the haul roads will be controlled using a 20,000 gallon (gal) water truck to water the haul roads. Agglomerating agents may be added to the water to minimize the amount of water needed on the haul road to control the dust. 3.1.2.8 Regrading and Reclamation
Following the removal of all recoverable coal, rough grading of the overburden spoils will begin. A more detailed description of the rough grading can be found in Section 4.1. Projected respread depths for topsoil/subsoil will be determined based on overburden soil characteristics described in Section 2.3. The texture, SAR, and saturation percentage of the final graded spoil will be determined by a PSC evaluation of the pre-mine overburden data, sample analyses of the graded spoil on an approved grid collected by SHC or by a combination of both. Once the PSC and SHC have established a satisfactory baseline of regraded spoil characteristics, the topsoil/subsoil replacement can begin. Once the final grading and sampling is completed and approved by the PSC, the topsoil/subsoil or suitable overburden material will be respread in 24-, 36-, 42- or 48-in lifts using tractor scrapers or end dump trucks. With the assistance of grade stakes placed on 100-ft centers or GPS machine guidance systems, the topsoil/subsoil or suitable overburden will be spread on the regarded spoil and with the aid of additional equipment (motor graders, tractors, discs, etc.). The topsoil/subsoil or suitable overburden will be spread to a required depth. When the topsoil/subsoil or suitable
overburden areas are approved by the PSC, the area will be revegetated as described in Section 4.3. Table 3.1-5 shows the volume of suitable topsoil/subsoil available for removal/respread for each landowner within the Permit Area. In addition, the table shows the total volume of suitable
topsoil/subsoil and overburden required to meet the final reclamation requirements for each landowner. Based on SHC overburden geochemical model, there appears to be sufficient additional suitable overburden available within the disturbance area to satisfy any potential suitable SPGM shortfall of any landowner.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 3.1.3 Mine Support Facilities
-13-
SHSH-1001/063-2212A
Mine operations require facilities to: • • • • • • • Maintain equipment; Wash mobile equipment; Store parts and supplies; Provide offices for professional and administrative staff; Provide safety/training facilities; Store explosive supplies; and Process waste water from mine office and shop facilities.
Figure 3.1-3a and Figure 3.1-3b are conceptual drawings showing the mine support facilities for the operation. Figure 3.1-4 is a conceptual drawing of the refueling equipment proposed for the mine site. These structures will be constructed using conventional methods that may include buried
footings, slabs on grade, basic steel frame structure with insulation, and siding. The support buildings total approximately 27,500 square feet (ft2). The buildings will be temperature controlled (heated and air conditioned). Activities performed in these facilities will include administrative and management, mine planning, other engineering services, warehousing, and equipment maintenance. Materials that will be used during maintenance of equipment include replacement parts, welding supplies, steel, oils, lubricants, ethylene glycol, and various other supplies. These materials will be stored, handled, and disposed of in manners necessary to ensure the safety of operating personnel, the protection of the environment, and compliance with all applicable laws and regulations. 3.1.3.1 Wash Bay
The mine facilities include a wash bay to clean mobile equipment prior to performing preventative maintenance (PMs) and major repairs. Mud, grease, and oils dislodged from the equipment during washing will form a slurry which will be directed into a concrete sump where the majority of the solids will settle out. Oil and grease washed from the equipment will rise to the top of the water in
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-14-
SHSH-1001/063-2212A
the sump and will be removed using an oil-grease trap and/or an oil-water separator. The oil free water will be discharged into a wash water settling pond located near the wash bay. The wash water settling pond provides additional capacity to settle out fine silts and clays from the wash water. It also will be equipped with an oil-water separator to capture oil that is not captured in the concrete sump. The cleaned water may be released into natural drainages under a National Pollutant Discharge Elimination System (NPDES) permit, or pumped back to the wash bay for re-use. Both the sump and wash water storage pond will require periodic cleaning to remove buildup of mud. This mud will be loaded into haulage trucks and deposited in designated areas in mined-out areas inside the pit. The oil that is skimmed off the wash water will be collected in 55-gal drums or larger storage bins and sent to an off-site licensed recycler. 3.1.3.2 Fuel Depot
The haul truck fueling depot will consist of one steel 9,500 gal double wall diesel storage tank built for use in transportation of fuel. A fabric spill liner will be provided 20 ft beyond the extent of the fuel trailer and an additional 20 ft x 20 ft area where the trucks will be refueled. Haul trucks and other mine vehicles will be refueled while on the 20 ft square apron. The liner will collect spill that occur during fueling operations. Operators will be trained in fueling procedures. The fueling training will include discussion of how to safely handle the fuel as a potential environmental and fire hazard. Figure 3.1-4 contains an illustration of the planned installation. This sketch shows that the
impervious liner is planned to extend 20 ft beyond the area under the trailer and that it will be installed under 12-in of fill material to assure that the liner stays in place and to assure that any spill is contained in this area. Emergency shut offs will be located near the pumps mounted on the trailer. Also, fire extinguisher and/or fire hydrants will be placed nearby to fight fuel fires. 3.1.3.3 Disposal Procedures
After mining activities are completed, any soils or construction materials contaminated with fuel or oils will be collected and disposed of off-site in landfills licensed to handle these materials or treated and disposed of on-site in accordance with all applicable laws and regulations. Other facilities or
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-15-
SHSH-1001/063-2212A
structures will be dismantled and sold as scrap, or buried on-site with sufficient cover to allow vegetation growth. 3.1.3.4 Explosive Storage Area
The explosive storage area located at SHC will be used to store adequate blasting materials. The storage area will consist of two separate magazine buildings and an explosive storage bin. One storage magazine will store detonators, blasting caps, delays, and other initiating devices. The other storage magazine will store detonating cord, boosters, and other explosive devices and products. The blasting storage bin will have the capacity of storing 25 t of explosives. All explosive materials will be stored in accordance with Federal, State, and local laws. 3.1.3.5 Septic System
The septic system will be located near the mine office and shop facilities. The system will be designed and sized to process water from mine office and maintenance shop showers, sinks, and toilets. The system will include a septic tank and leach field located adjacent to the mine office and warehouse facilities. Prior to installation of the septic system, the area will be tested to ensure that a septic system and leach field will function properly. If testing indicates that a septic system would not operate properly, there are two options for waste water treatment. Option 1 is to install a waste water vault or tank to store the sewage on-site until it can be transported off-site to a proper waste water treatment facility. Option 2 is to install a package waste water treatment that will process all the wastes and allow discharge of the treated water. All facilities will be designed to meet all county and state laws. 3.2 Existing Structures
In accordance with: • • Section 38-14.1-14, NDCC; and Section 69-05.2-09-3, NDAC.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 3.2.1 Existing Structures Narrative
-16-
SHSH-1001/063-2212A
Based on the definitions in NDAC 69-05.2-09-03, there are no existing mining-related structures in the Permit Area. There are, however, a number of existing non-mining structures (e.g., utilities) within and near the Permit Area including: • • • • • •
Southwest Water Authority water line (1.5 in to 12 in); AT&T fiber optics line; Consolidated Telecom copper line and fiber optic line; Sprint-Nextel fiber optics line; ELM Locating and Utilities Services telephone line; West Plains Electric 345-kilovolt (kV) and 230-kV transmission lines, and underground power line; Montana-Dakota Utilities underground 12-in gas line and 41.6-kV transmission line; Williston Basin Interstate Pipeline Company 2-in and 16-in natural gas pipeline; Plains All American 4-in and 6-in crude oil pipeline; and Stark County and Section Line roads (un-paved).
•
• • •
Figure 3.2-1a, Figure 3.2-1b and Figure 3.2-1c show the proposed mining pit layout and the location of the utility structures. Figure 3.1-5a, Figure 3.1-5b, Figure 3.1-5c, and Figure 3.1-5d show the re-route locations for all the utility lines within the SHC Permit Area. West Plains Electric’s underground power transmission line, Williston Basin Interstate Pipe Line Company’s natural gas line, Consolidated Telecom’s copper line, and South West Water Authority’s water line will be rerouted to the ROW area as shown on Figure 3.1-5a, Figure 3.1-5b, Figure 3.1-5c, and Figure 3.1-5d in order to avoid damaging these utilities during mining. If required, the West Plains Electric overhead power lines will be raised to gain clearance sufficient to allow mining and support equipment to pass under.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-17-
SHSH-1001/063-2212A
SHC will obtain the necessary license(s) or permits required to conduct coal mining activities near, adjacent, or under the utility structures in the Permit Area. 3.2.1.1 Farmsteads
Refer to Section 1.5.5 for a description of existing farmstead locations, road closures, and operations within one hundred feet of a road ROW. 3.2.1.2 Mine Facilities
Refer to Section 3.1 for a description of all the mine facilities to be constructed within the Permit Area. 3.2.1.3 Surface Water Management Structures
Refer to Section 3.6 for a description of the surface water structures. 3.2.2 Farm Building/Structure Removal Narrative
In certain portions of the SHC Permit Area where mining activities will occur, existing structures including but not limited to residential homes, farm structures, farm buildings, storage containers, and barns may need to be removed prior to any nearby mining activity. Figure 3.2-1a shows the areas where the farm structures may be removed. Prior to mining through any area containing the various farm structures, SHC will establish a construction zone perimeter around the area to be affected. SHC will then place geo-textile fences around the construction perimeter to help minimize the disturbance of the topsoil and subsoil within this area. Then a combination of equipment, tractor-scrapers, dozers, and motor graders will pre-strip the topsoil/subsoil within the construction area and haul it to topsoil/subsoil stockpiles as described in Section 3.1.2. The existing structures within the construction zone will then be demolished. To the extent that it can be done without adverse impact to the environment and is allowed by applicable laws and regulations, the wood and other construction debris will be buried in the mined-out pits. Any of this material classified as hazardous waste or determined to be otherwise unsuitable for disposal on-site will be stored and handled accordingly and disposed of at an off-site waste disposal facility permitted to receive those types of waste.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-18-
SHSH-1001/063-2212A
Any fluids, chemicals, sewage, oil, fuel, or liquid storage containers located in the construction area will be removed prior to demolition. The fuel, liquids, or oils collected will be disposed of off-site at facilities permitted to handle those types of wastes. 3.3 Blasting Plan
In accordance with: • • • • 3.3.1
Section 38-14.1-14, NDCC; Section 38-14-1-24, NDCC; Section 69-05.2-09-04, NDAC; and Section 69-05.2-17, NDAC. Procedures
SHC will follow and comply with all applicable Federal, State, and local laws, regulations, and requirements pertaining to the use, handling, preparation, and storage of explosives. When loosening the coal cannot be accomplished efficiently by ripping with dozers, SHC will use explosives to fracture and fragment the lignite seams to facilitate the loading and preparation of the lignite. Blast holes will be drilled using a rotary drill capable of drilling 6- to 9-in diameter holes. The size of a blasting shot will depend on the area available for drilling, the wetness of the holes, and/or the location of the nearest occupied dwelling. A blasting shot could range from a single hole to a maximum of three hundred holes. Prior to blasting, all the mine access roads within the vicinity of the blast area will be posted with blast warning signs. Within the pit area where blasting will occur, all mining activities will cease, all mobile equipment will be removed to a safe distance from the blasting area, and access ramps to the area being blasted will be blocked until the blast area has been cleared. Prior to detonating the blast, audible warning signals will be sounded. The sound is a follows: •
Pre-Blast Warning: A 1-minute (60 seconds) steady siren warning 5 min prior to the blast;
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 •
-19-
SHSH-1001/063-2212A
Blast Warning: A 1-minute (60 seconds) wailing siren will sound prior to final detonation to notify all personal of the pending blast; and All Clear Signal: Following the blast, the blast site will be inspected for misfires and once the blast site is cleared, a steady siren signal for 1 minute (60 seconds) will sound after the blast area has been cleared.
•
Blasting within the Permit Area will comply with the requirements outlined in NDAC 69-05.2-17-05. No blasting will take place within 500 ft of any gas or oil collection lines, fluid transmission pipelines, sewer lines, disposal wells, petroleum or gas storage facilities, municipal water storage facilities, occupied dwelling, or farm buildings. No blasting will take place within 150 ft of any electric transmission lines. There will be no blasting within 1,000 ft of an occupied dwelling, public building, school, church, or community or institutional building outside the Permit Area. Within the proposed Permit Area, there are no public buildings within 300 ft of the planned pit areas. SHC will ensure that the maximum amount of explosives initiated in an eight-millisecond (ms) period does not exceed the blasting standards required to control ground vibrations. Table 3.3-1 shows the maximum weight of explosives that can be detonated within an 8-ms delay period based on the scaled distances to an existing structure within or outside the Permit Area. For the Permit Area, the weight of explosives for each drill hole will range from a minimum of 22 lbs to a maximum of 55 lbs with the average drill hole containing 45 lbs. Figure 3.3-1 shows the distances to farm and other building structures within one mile of the Permit Area. The map also includes a table showing the scaled distances, at 400-ft intervals, and the maximum weight of explosives that can be detonated within an 8 ms delay period. A cross-section and plan view of a typical blast pattern showing the burden and spacing of drill holes and delays are shown on Figure 3.3-2 (a non-electric system (nonel) and Figure 3.3-3 (detonating cord system). Blast holes will be completed as shown in the drawings with the primers, explosives (ammonium nitrate/fuel oil (ANFO)), and stemming placed in the holes as shown. The primers/boosters may be placed at the bottom of the hole, decked (two primers separated by some distance) or collar loaded, depending on drill hole conditions. A non-electric ignition system will be used to ignite the non-electric trunk line delays or detonating cord used for blast initiation. Bulk ANFO will be used in dry holes while pre-bagged ANFO will be used in wet holes. Information for each blast will be recorded using the blast record shown in Appendix 3.3-1.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-20-
SHSH-1001/063-2212A
In addition, all blasting activities will be conducted by trained, experienced, and competent persons who understand the hazards involved in a blasting operation. All blasts will be conducted under the supervision of a certified blaster as required by Federal law and MSHA. All drilling and blasting activities will be conducted by SHC employees or contractors. The drilling and blasting plan for each blast will be approved by a certified blaster and be implemented by SHC employees or contractors working under the guidance of the certified blaster. 3.3.2 Schedule
SHC will publish a blasting schedule in the Dickinson Press or another newspaper that is generally circulated in the area where blasting will occur at least ten days but not more than twenty days prior to beginning the blasting program. That schedule will be republished annually or more frequently as necessary. Copies of the blasting schedule will be distributed to all local governments and utilities that might be affected by the blasting and to all residents within one-half mile of the blasting area as required by law. If a significant change in the blasting schedule and/or location becomes necessary after publication and distribution of the notices described above, a revised blasting schedule will be published as described above and also sent to residents living within one-half mile of the blasting site at least ten days, but not more than twenty days prior to implementation of the new blasting schedule or blasting at the new location. An example of the blasting notice can be found in Appendix 3.3-2. Blasting may occur at other times than specified in the blasting schedule due to emergency situations. These situations may include rain, lightning, atmospheric conditions, or operator or public safety issues. If a blast is delayed due to hazardous weather, such as a thunder storm, such that detonation would occur other than during the time frame listed in the blast schedule, notice will be given to all residents within one-half mile of the blasting site and a complete written report will be filed with the PSC no later than three days following the blast. Such report will include a description of the delay, when the actual blast occurred, what warning notices were given, and a copy of the blasting report.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 3.3.3 Monitoring
-21-
SHSH-1001/063-2212A
Thirty days prior to any blasting, SHC will notify in writing all residents and landowners of manmade dwellings or structures located within one mile of the Permit Area with instructions on how to request a pre-blast survey. An example of this pre-blast survey is found in Appendix 3.3-3. If a pre-blast survey is requested by any landowners, SHC will hire an independent contractor to conduct a pre-blast survey. The contractor will supply three copies of the pre-blast survey. All requested preblast surveys by land owners located within one mile of the permit boundary will be performed and completed prior to any blasting. One copy will be kept at the SHLM site, one copy will sent to the PSC, and one copy sent to the landowner. Records of all blasting conducted at the SHLM site will be kept on file for a period of three years. Appendix 3.3-1 contains a typical page of the recorded blast information. SHC may conduct seismic monitoring at the nearest dwelling if access is granted, or seismic monitoring will be situated such that the monitoring devices are on a straight line between the mine Permit Boundary and the structure being monitored. The blasting and measuring systems of the seismic monitoring systems will follow the guidelines as outlined in NDAC 69-05.2-17-05. An example specification sheet that details the types, capacities, and sensitivities of monitoring equipment can be found in Appendix 3.3-5. This example is provided through PreSeisTek and is found in Appendix 3.3-5. If the monitoring data clearly shows that SHC is in compliance, seismic monitoring may be discontinued. 3.3.4 Notices
The following is a list of government agencies and the newspaper that will receive a blasting schedule notice: • North Dakota Public Service Commission 600 E. Boulevard, Dept 408 Bismark, ND 58505-0480 Stark County Commissioners County Courthouse 51 3rd St. E Dickinson, ND 58601 Stark County Sheriff
•
•
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 66 Museum Dr. Dickinson, ND 58602 • Dickinson Press 1815 1st St. W Dickinson, ND 58602
-22-
SHSH-1001/063-2212A
Appendix 3.3-4 provides a list of landowners, residents, and building owners that are located within one mile of the Permit Area and who must be notified at least 30 days prior to any blasting of their right to request a pre-blast survey for their properties. With this notification, SHC will include a copy of the blasting schedule notice as required. 3.4 Air Quality Control Plan
Sections 38-14.1-14(2)(j) NDCC and 69-05.2-09-05 NDAC require that SHC specify the measures it will employ to comply with the air pollution control requirements of the NDDH and any other measures necessary to effectively control wind erosion and resulting air pollution. Mining involves the movement of soil, overburden and coal, and generates fugitive dust, all of which are considered in the emission inventory for the proposed mine. The operations associated with the SHLM that may result in particulate matter emissions include the following: • • • •
Topsoil removal, loading and unloading, and transport; Overburden removal, loading and unloading, and transport; Coal drilling, blasting, removal, loading, unloading, transport and storage; and Reclamation.
The surface mine operations described above can generate fugitive dust due to handling, hauling and storage of topsoil, overburden, and coal. SHC will implement the appropriate best management practices to minimize the fugitive dust emissions. The proposed control measures will include: • • •
Minimizing drop heights associated with material loading and unloading; Application of water and/or other dust suppressants on mine haul roads; Vehicle speed limits on mine haul roads;
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 • •
-23-
SHSH-1001/063-2212A
Use of best management practices (BMPs) to reduce potential emission from storage piles; and Concurrent reclamation of areas disturbed by mining in order to reduce the overall size of the disturbed surface area that would be vulnerable to wind erosion.
Particulate emissions from material handling (e.g., loading haul trucks, unloading haul trucks, etc.) are a source of fugitive dust emissions. Those emissions will be controlled by minimizing the drop height (e.g., from the loader bucket to the haul truck bed). This measure will serve to minimize the amount of material exposed at any one time to the potential for wind entrainment of fine particles in the material. Particulate emissions from unpaved haul roads will be controlled using a combination of wet suppression sprays and speed limits. Wet suppression is the preferred control option and will reduce potential emissions by approximately 90%. Fugitive dust emissions from traffic on unpaved roads are partly a function of vehicle speed, with slower speeds generating less dust. SHC will control speeds of the mine haul trucks to minimize fugitive dust entrainment and resulting emissions. SHC will use compaction and, as necessary, dust suppression sprays to minimize fugitive emission from the material storage piles. Compaction and application of dust suppression sprays represent the most stringent technically and economically feasible particulate control system available for material handling storage piles. As described in other areas of this application document, SHC is committed to undertaking reclamation of disturbed surface as soon as practical after mining is completed in the area and as allowed by the regulatory authorities. Concurrent reclamation will serve to minimize the amount of surface vulnerable to wind erosion and thereby reduce resulting fugitive dust emissions. NDAC 69-05.2-09-02(10) requires that an application for a permit to open and operate a surface coal mine include maps showing specific features of the mine including each air pollution collection and control facility. SHC understands the term "air pollution collection and control facility" to refer to a stationary air pollution control device such as a baghouse or scrubber. As required by NDAC 6905.2-09-02(10), the locations of such stationary pollution control devices could readily be reflected on a map.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-24-
SHSH-1001/063-2212A
However, as described above, no discrete air pollution collection and control facilities are proposed for the SHLM. That is because the mining activities proposed in this permit application are
conducted with mobile equipment ill suited to the application of stationary air pollution collection and control facilities as SHC understands that term. Instead, as described above, SHC proposes air pollution control measures (e.g., minimization of material drop heights) and practices (e.g., application of water) to reduce emissions to the atmosphere from the proposed mining activities. Therefore, because SHC proposes no air pollution control and collection facilities none are reflected on the maps provided as part of this application. SHC will apply to the North Dakota Department of Health for the required air quality-related permitto-construct in which SHC will propose the air pollution control measures and practices described here. SHC has applied to the NDDH for an air quality permit-to-construct for the SHLM. 3.5 Transportation Facilities
In accordance with: • • • • • • Section 38-14.1-07, NDCC; Section 38-14.1-24(15), NDCC; Section 69-05.2-09-06, NDAC; Section 69-05.2-04-01.3, NDAC; Section 69-05.2-24, NDAC; and Section 69-05.2-09-07, NDAC.
A description of the transportation facilities to be constructed, used, and maintained for the mine is provided in this section. In addition, a letter certifying that the plans and drawings pertaining to the primary roads have been prepared by or under the direction of a certified registered professional engineer with experience in the design and construction of roads is provided in Appendix 3.5-1 and a discussion of this letter is location in Section 3.5.2. This section will also include a plan to relocate or use any existing county and section line roads.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 3.5.1 3.5.1.1 Transportation Narrative Haul Road Construction
-25-
SHSH-1001/063-2212A
The development of haul roads at the SHLM site will require the construction of a portion of the main haul road through undisturbed areas to facilitate mining equipment mobilization and coal haulage to the coal crushing facility. The proposed haul roads and pit access ramps are shown on Figure 3.5-1. The haul roads and ramps may or may not be constructed in the exact locations shown due to unforeseen changes in mining conditions or other factors. The intent of illustrating the haul roads and ramps is to show the method that will be used in the coal haulage process. The actual locations will be based on the conditions encountered in the field, pit placement, and advancement of the pits. Typical haul road cross-sections constructed in undisturbed areas and regrade areas are illustrated on Figure 3.5-2. The typical main haul road will be designed using the following parameters: • • • • • • • Road Travel Width (Minimum): Road Bed Slope: Road Embankment Slopes: 60 ft; 1% to ditches; 4H to 1V for trapezoid ditches; 3H to 1V for triangular ditches; 4 ft for trapezoid ditches 3H to 1V or Less unless otherwise specified; 10-year/24-hour precipitation event; and 100-year flood flow on South Branch Heart River
Ditch Bottom Width: Ditch Backslope: Culvert Design: Arch Bridge Design
Compacted cover over culverts will be sufficient to withstand vertical soil pressures along with loads from mining equipment. Berms will be installed between the road drainage and the pits. A typical profile of the mine support facilities site access road is illustrated in Figure 3.5-4. Figure 3.5-5 and Figure 3.5-6 illustrates a typical profiles of the access road for the explosive materials storage area. Figure 3.5-6 illustrates a typical profile of the pit access road which will be
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-26-
SHSH-1001/063-2212A
used to transport employees and equipment from the mine support facilitates to the active working areas within the mine. Typical haul road profiles are illustrated on Figure 3.5-7¸ Figure 3.5-8, Figure 3.5-9 and Figure 3.5-10. The haul road will be constructed using either overburden material, subsoil material, or a mixture of overburden and subsoil depending on the road cut and fill material quality. For roads constructed across regraded spoil, each new haul road segment will be designed using the final regrade contours of the regraded area. The road will be constructed such that the final road elevation will be approximately 2 ft above the final spoil regrade contour elevation. The haul road construction methods will be documented to develop the necessary material handling procedures during the reclamation of each haul road segment. Haul roads that are constructed on undisturbed land may require subsoil borrow areas to facilitate initial haul road construction. Locations of subsoil borrow areas are conceptual and will vary
depending on the quality testing performed prior to road construction. Final locations, however, will be on “knobs” or “ridges” of hills near the initial haul road alignment and will not be located across drainages. Each borrow area will be a self-contained non-contributing feature or structure which will trap all precipitation. Borrow areas will be located within the Permit Boundary and the proposed Disturbance Boundary. If the runoff from these borrow areas cannot be routed through a
sedimentation impoundment, then runoff from these areas will be controlled by Best Management Practices (BMPs) in order to prevent additional contribution of sediment to streams (Section 3.6.1). Topsoil removed will be placed adjacent to the haul road or on the nearest topsoil stockpile according to surface ownership, if requested. Size of borrow areas will be dictated by the above constraints and will also be dependent upon actual weather and soil moisture conditions at the time of construction. Subsoil unsuitable for road construction (i.e., supersaturated) will be removed from the road subgrade and placed on the elevated portion of each borrow area. Subsoil removed from the borrow areas will be limited to oxidized and other materials that visually appear to be of subsoil quality (i.e., not gray, reduced, or very coarse material). Upon reclamation, fill from the roads will be returned to the borrow areas to restore them to the approved post-mining topography (PMT), and topsoil will be respread on both the reclaimed borrow areas and road areas as outlined in the reclamation plan.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 3.5.1.2 Haul Road and Coal Ramp Plan
-27-
SHSH-1001/063-2212A
The Main Haul Road (MHR) segment 1 begins at the planned coal crushing facility and heads north following the west side of Pit 3. It crosses the South Branch Heart River at approximately station 40+00 and continues northeast until reaching the boundary of Pit 1; at which point the haul road parallels Pit 1 until station 112+50. Where MHR segment 1 crosses the South Branch Heart River, approximately station 40+00 to 41+00, a concrete arch bridge will be engineered and constructed to support the loads of the mining equipment. Prior to design and construction of the bridge a survey and soil samples of the area will be conducted. A conceptual design of the concrete arch bridge has been preparedbridge , which demonstrates that the structure can safely accommodate the peak flow from a 100-year event. The design includes an and HEC-RAS hydraulic analysis of theand cross-sections developed from the available 2-foot contour map for the location. Designs for the concrete arch bridge are providedcan be seen in on Figure 3.5-13 and Figure 3.5-14.; The hydraulic analysis these drawings are conceptual and based on the two foot topographic map is believed to provide upper bound estimates of water surface elevations because the topographic surface does not delineate the full extent of channel incision in the vicinity of the structure. Geotechnical investigations of foundation materials will be completed to prepare the construction designs. A detailed survey of the area will also be performed to support the construction designs. These construction designs will be submitted for approval prior to construction of the concrete archavailable topography and soil information. A detailed survey of the area and soil sampling will need to be completed prior to actual design and construction of the bridge. Coal ramps for the Pit 1 area will branch off from this main haul road to provide access into the active mining areas. Haul road segment MHR 1 and coal ramps will be used for coal haulage from Pit 1 to the coal crushing facilities and will remain in place until mining begins in Pit 2. Prior to completion of mining in Pit 1, the MHR segment 2 will be constructed to facilitate the mining of Pit 2. A portion of the MHR segment 2 will be constructed during the initial phase of mining of Pit 1. The segment of MHR 2 will begin at the intersection of MHR 1 and MHR 2, approximately station 112+12 on MHR 1, and MHR 2 will extend to approximately station 56+13 where it will connect to the pit access road. This segment of the haul road will serve as access to Pit 1 and the haul route for overburden being placed on the out-of-pit overburden stockpile 1 located in Section 21 of Township 139 North, Range 98 West. The other MHR segments (the remainder of 2, and all of MRH 3, and 4) will be constructed as needed as mining advances within the SHC Permit Area.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-28-
SHSH-1001/063-2212A
Pit ramps will branch off the MHRs at 1,000- to 3,000-ft intervals. Individual ramp lengths will vary depending on the mining conditions encountered and pit depths. Pit ramps will slope down through the mine spoils at grades between two to eight percent until they reach the approximate pit bottom. As mining progresses further from the main haul road, older portions of the pit ramp will be backfilled and reclaimed to the approximate final spoil regrade elevation. A new ramp will then be constructed at grades discussed previously which will allow a more efficient and economical haul truck operation. Figure 3.5-1 shows the general layout of the coal access ramps to be constructed at SHC. These ramp locations are approximate and may change based on material conditions encountered in the field. 3.5.1.3 SHLM Access Road
Access to SHC mine will start from the South Heart Exit from Interstate Highway 94 and will follow this route (Figure 3.5-11a): • • • • Take South Heart Road (121st Avenue, SW) south from I-94 approximately 0.75 miles to the intersection of old Highway 10; Turn right and travel 1 mile west on Highway 10 to the intersection of 122nd Avenue SW; Turn left and travel 1 2 1/3 miles south on 122nd Avenue SW to the intersection of 38th Street SW; and Turn right onto SHC Access Road and travel approximately 1 mile west into the SHC Support Facilities.
The SHLM access road will require upgrading and paving as described below: •
Segment 1 – Interstate 94 to Highway 10 – Improvements as agreed-upon with Stark County; Segment 2 – Highway 10 to 122nd Avenue SW – Improvements as agreed-upon with Stark County; and Segment 3 – 122nd Avenue SW to 38th Street SW – Improvements as agreed-upon with Stark County.
•
•
Upon approval for road construction from the Stark County Board of County Commissioners, 1 mile of Highway 10 will be improved as necessary to support anticipated mine traffic, approximately
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-29-
SHSH-1001/063-2212A
2 miles of existing county road will be upgraded and paved. This work will occur prior to the opening of the SHLM. 3.5.1.4 Removed, Re-Routed, Temporarily Closed, and Reclaimed Roads
During the course of mining it will be necessary to temporarily close certain section line rights-ofway and the trails that occupy them. It will also be necessary to temporarily close and/ or relocate certain county-maintained roads. SHC will work closely with the Stark County Board of
Commissioners on road closure/re-route plans and will obtain the Commissioners' approval of all changes to county-maintained roads prior to implementing those changes. Figure 3.5-11B shows the schedule and location for the proposed road closures/re-routes within the pPermit aArea. All road closures will be approved by the Stark County Board of Commissioners prior to their closure for mining. SHC will petition the County to close trails and roads only when necessary, allowing time for any required County administrative process. Reclamation and reopening plans for the closed roads will also be subject to the approval of the Stark County Commissioners. All relocated and rebuilt roads and trails will be constructed to a condition equal to or better than their pre-mining condition and will comply with applicable County road construction guidelines. In Section 16 and 15 of Township 139 North, Range 98 West there is one unpaved road that will be closed during mining and is listed below: • East-west road located along the south section line.
In Section 22 of Township 139 North, Range 98 West there is one unpaved road that will be closed during mining and is listed below: • North-south road located along the west section line.
In Section 20 of Township 139 North, Range 98 West there is one unpaved road that will be closed during mining and is listed below: • East-west road located along the north section line; and
In Section 27 of Township 139 North, Range 98 West there are three unpaved roads that will be closed during mining and are listed below: • East-west road located along portions of the north section line;
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 • •
-30-
SHSH-1001/063-2212A
North-South road located along the southern portion of the west section line; North-South road located along the northern portion of the west section line.
In Section 33 of Township 139 North, Range 98 West there are two unpaved roads that will be closed during mining and are listed below: • • East-west road located along the north section line; North-South road located along the east section line.
These roads will be closed and relocated as shown on Figure 3.5-11b and Figure 3.5-11c. An overpass will be constructedis planned for construction on 122nd Avenue prior toin 2038. The overpass will run north to south along 122nd Avenue in the SW1/4 of Section 23 and SE1/4 of Section 22 of Township 139 North, Range 98 West as shown on Figure 3.5-11cb. The overpass is being constructed to allow safe access for mine traffic to portions of the mine on the both sides of 122nd Avenue. The overpass will allow mine traffic (haul trucks, mine vehicles, mobile equipment, etc.) to pass under 122nd Avenue. Detailed design and construction plans for the planned overpass will be provided to the Stark County Road Superintendent and to the PSC as a permit revision prior to any construction. SHC will conduct detailed soil, traffic, and geotechnical studies to support design of the overpass and the detailed design plans will be certified by a professional engineer prior to submission to the Stark County Highway Superintendent and the PSC for approval. The overpass will stay in place and not be removed post-mining. The existing unpaved section line road (41st Street SW) running east to west along the north section line of Sections 33 and 34 of Township 139 North, Range 98 West will be closed as shown on Figure 3.5-11b. The section line public right-of-way (ROW) that runs north to south along the west section line of Section 34 of Township 139 North, Range 98 West will also be closed. Prior to the closure of these existing section line roads and public ROW, new section line roads will be constructed that run east to west along the south section lines of Sections 33 and 34 of Township 139 North, Range 98 West and then north-south along the west section line ROW of Section 33 to intersect with existing 41st Street at the northwest corner of Section 33. Figure 3.5-11c shows the preliminary proposed road relocations that SHC has designed that will have minimal or no travel affects on residents who use these roads. Once the Stark County Board of County Commissioners has approved the SHC-proposed road relocations and re-alignments, the 10,600 ft of the new section
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-31-
SHSH-1001/063-2212A
line road that will run east to west along the southern section line of Section 33 and 34 of Township 139 North, Range 98 West will be built. Also, approximately 5,300 feet of road will be constructed along the west boundary of section 33 to tie the newly constructed portion of 42nd Street to existing 41st Street. Prior to the beginning of mine construction, the following roads will be closed throughout the entire mine life: • • The unpaved section line ROW along the western boundary of Section 21 of Township 139 North, Range 98 West; The eastern 1/3 of the unpaved road lying along the northern section line road in Section 27 of Township 139 North, Range 98 West; The northern and eastern unpaved section line road in Section 33 of Township 139 North, Range 98 West; The southern 1/2 of the unpaved road lying along the western section line road in Section 27 of Township 139 North, Range 98 West; and All other unpaved roads in Section 27 of Township 139 North, Range 98 West.
• •
•
Once mining is complete within the Permit Area and reclamation has begun, all the section line and county roads affected during the mining activities will be reclaimed to a condition equal to or better than their pre-mining conditions or as stipulated with the Stark County Board of Commissioners. All final road designs and construction will be subject to approval from the Stark County Board of Commissioners and will comply with all county road construction guidelines. 3.5.1.5 Culvert and Arch Bridge Design
This section presents the design characteristics and location of the culverts that will be installed for the Permit Area. Haul Road Culvert Installation Designs: Culvert CC#1 through Haul Road Drainage Area = 178.3 acres (includes drainage contained by berm and facilities area at the north side of the mine) Estimated 10-year peak flow (Q10) = 61.15 cubic feet per second (cfs)
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-32-
SHSH-1001/063-2212A
Estimated 100-year peak flow (Q100) = 155.53 cfs Use one (1) 60-in diameter corrugated metal pipe (CMP) or two (2) 44” x 72” arched culverts Projecting inlet Minimum slope = 1% Passes: Q10 with Headwater (HW) depth of 3.75 ft Q100 with HW depth of 6.5 ft Culvert CC#2 through Haul Road Drainage Area = 98.16 acres Q10 = 80.19 cfs Q100 = 188.92 cfs Use one 60-in diameter CMP or one 36” x 58” arched culvert Projecting inlet Minimum slope = 2.00% Passes: Q10 with HW depth of 4 ft Q100 with HW depth of 7.8 ft Culvert CC#3 through Haul Road Drainage Area = 33.16 acres Q10 = 24.42 cfs Q100 = 67.13 cfs Use one 36-in diameter CMP Projecting inlet Minimum slope = 1% Passes: Q10 with HW depth of 3 ft Q100 with HW depth of 7.5 ft Culvert CC#4 through Haul Road Drainage Area = 67.43 acres Q10 = 42.96 cfs Q100 = 120.65 cfs Use one 48–in diameter CMP Projecting inlet Minimum slope 1% Passes: Q10 with HW depth of 3.4 ft Q100 with HW depth of 9.6 ft Culvert CC#5 through Haul Road Drainage Area = 472.16 acres Q10 = 181.9 cfs Q100 = 465.35 cfs
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-33-
SHSH-1001/063-2212A
Use one 96-in diameter CMP or one 87” x 137” arched culvert or two 69” x 98” arched culverts Projecting inlet Minimum slope 1.5% Passes: Q10 with HW depth of 5 ft Q100 with HW depth of 9.69 ft Culverts CC#6 and CC#7 are located on the site access road. CC#6 transfers water from the haul road and the facilities area under the road to Pond 3. During the permit term, culvert CC#7 transfers undisturbed area runoff under the site access road. For life of mine water management plans, culvert CC#7 will become the outlet structure for Pond 5. A design section for CC#7 is included in Figure 3.5-12 to ensure that the Con/Span concrete arch culvert can also function as the spillway for Pond 5. A 14-foot wide Con/Span concrete arch culvert with a 4-foot rise and wingwalls set within an angle ranging from 30o to 75o can safely accommodate peak flows from a 100-year, 6-hour event for conditions prior to pond construction and following pond construction. The invert elevation at the inlet to the Con/Span concrete arch culvert is at 2,497.6 feet and the access road elevation at Station 5+00 is at an elevation of 2,502 feet. Culvert CC#6 site facility access area road (W) Drainage Area = 150.678.743 acres Q10 = 11.63 cfs Q100 = 197.36 cfs Use one 6036–in diameter CMP Projecting inlet Minimum slope 1.5% Passes: Q10 with HW depth of 4.52.0 ft Q100 with HW depth of 10 2.8 ft Culvert CC#7 site facility area access road (E) Drainage Area = 202.224.31 acres Q100 = 194 8.6 cfs undisturbed Q100 = 264 14.48 cfs disturbed Use one 24-in diameter CMP Projecting inlet Minimum slope 2% 14-foot by 4-foot Con/Span concrete arched culvert with wing walls Minimum slope 1.0%
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-34-
SHSH-1001/063-2212A
Passes: Q100 with HW depth of 2.8 ft (undisturbed) and 3.36 (disturbed)24-in diameter CMP Projecting inlet Minimum slope 2% Passes: Q10 with HW depth of 1.75 ft Q100 with HW depth of 2.7 ft Culverts CC#8 and CC#9 route water across small drainages traversed by the Explosives Storage access road. Culvert CC#8 Explosive storage access road Drainage Area = 40.6 acres Q10 = 56.3 cfs Use one 48–in diameter CMP Projecting inlet Minimum slope 1% Passes: Q10 with HW depth of 3.6 ft Culvert CC#9 Explosive storage access road Drainage Area = 113.4 acres Q10 = 148.5 cfs Use one 66–in diameter CMP Minimum slope 1.0% Passes: Q10 with HW depth of 5.5 ft Culvert CC# 10 routes water across a small swale crossed by the access road to SOVB-10. Culvert CC#10 SOVB-10 access road Drainage Area = 36.14 acres Q10 = 52 cfs Use one 45–in diameter CMP Projecting inlet Minimum slope 1% Passes: Q10 with HW depth of 3.75 ft Culverts will be installed on MHR segment 1 at the stations shown on Figure 3.5-3. The culverts are designed for the peak flow from a 100-year, 24-hour storm event based on the higher of the peak flows from the drainage under initial mining conditions versus the drainage following reclamation.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-35-
SHSH-1001/063-2212A
MRH 1 culvert design information is summarized in Table 3.5.1. Additional information on the locations of other culverts are displayed on Figure 3.5-12, and the design of culverts shown in Table 3.5-1 can be found in Appendix 3.6.2 – Surface Water Management SEDCAD Reports. Haul Road Crossing, South Branch Heart River A bridge structure consisting of three 48-foot Con/Span concrete arch culverts will be installed where the Main Haul road Segment 1 (MHR1) crosses the South Branch Heart River at MHR1 Station 40+00 as shown on Figure 3.5-14. The drainage area of the South Branch Heart River at the haul road crossing is approximately 115.2 square miles. Peak flows at this location were estimated using the USGS method for estimating the magnitude and frequency of peak discharge on ungaged streams in North Dakota (Williams-Sether, 1992). The estimated 10-year and 100-year design flows used in this section are: • • Q10 = 1,859 cfs Q100 = 5,932cfs
The design for the haul road crossing of the South Branch Heart River included a HEC-RAS analysis of the changes in the floodplain elevations for the design flows at the location of the bridge structure and upstream of the structure. Three 48-foot Con/Span concrete arch culverts have been specified for the design to keep the increase in the floodplain elevations to within approximately 2.2 feet at cross section 18+400 located approximately 2000 feet upstream of the bridge structure and haul road crossing as shown in Figure 3.5-13. The Cons/Span bridge structure will safely pass the peak flow from a 100-year event of 5,932 cfs. The flood elevation for a 100-year event at the bridge structure is estimated to be at 2519.07 feet as shown in Figure 3.5-14. The minimum elevation of the Haul Road crossing the flood plain will be 2520.5 to ensure that the haul Road is not breached during the 100-year flood. 3.5.2 Professional Engineer Certification
As required by NDAC 69-05.2-09-06(2), the plans and drawings pertaining to the primary roads submitted for permit have been prepared by, or under the direction of a certified registered professional engineer with experience in the design and construction of roads. The plans and
drawings for the primary roads are contained in Section 3.5.1. Appendix 3.5-1 contains a certification letter, affixed with the stamp and signature of the professional engineer, for the plans and drawings of
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-36-
SHSH-1001/063-2212A
primary roads and culverts included in this permit application. The original certification letter is on file at Golder Associates Inc., 44 Union Boulevard, Suite 300, Lakewood, Colorado 80228. 3.6 Surface Water Management
In accordance with: • • • • 3.6.1 Section 38-14.1-14(1)(o), NDCC; Section 38-14.1-14(2)(h), NDCC; Section 69-05.2-09-09, NDAC; and Section 69-05.2-16, NDAC. Surface Water Management Plan
A water management plan, presented on Figure 3.6.1, has been developed to address the regulatory requirements for water management for the proposed surface coal mine operations over the life-ofmine period. The water management plan for mine operations addresses the design, construction, and operation of a network of structures which will collect and treat surface runoff from areas disturbed by surface mining operations, thereby preventing any additional contribution of suspended solids to waters downstream of the impacted area. These will minimize erosion and prevent additional
contributions of sediment on undisturbed areas or to stream flow or runoff outside the Permit Area to the extent possible. The structures that comprise this network include a sedimentation ponds,
sediment sump, collection ditches, and temporary diversions. The water management plan also addresses pit water pumping and treatment. Other objectives of the water management plan are to reduce potential operational delays that result from inflows of surface water runoff into the active mining areas and to provide a source of water supply for dust suppression and mine use. The following sections of the surface water management plan include a description of design procedures and criteria, a plan for water management and detailed designs for all structures to be constructed during the permit term. Appendix 3.6-1 presents a letter certifying that the plans and drawings pertaining to the water management structures have been prepared by, or under the direction of a certified registered professional engineer with experience in the design and construction of surface water management structures.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-37-
SHSH-1001/063-2212A
The watersheds associated with the water management plan and the locations of major operational water management structures that have been developed for the proposed operations are shown on Figure 3.6-2 and Figure 3.6-3. Upgradient diversion structures, highwall berms, and impoundments may also used to minimize the surface runoff entering the active mine area. These measures serve to reduce the volume of disturbed area runoff that will need to pass through sediment control structures. It also serves to reduce potential operational delays that result from frequent inflows of surface water runoff into the active mining areas. Figure 3.6.4 and Figure 3.6-5 include the layouts of the collection ditches (CD1A, and CD2A) and the sedimentation ponds that will be utilized to control and treat drainage from areas disturbed by mining activities, including disturbed areas that have been graded, seeded, or planted prior to discharge to streams and effect compliance with applicable Federal and State water quality requirements. Runoff from disturbed areas that cannot be treated in the sedimentation pond is either contained by berms or treated using BMPs in order to prevent additional contribution of sediment to streams. These may include the use of sumps, check dams, berms, silt fences, bale dikes, rock or grass sediment filters, riprap, mulches, and other measures independently or in combination to reduce runoff, trap sediment, or treat runoff water. The sediment ponds are temporary impoundments that have been engineered to meet the requirements of the North Dakota State Engineer and the appropriate Water Resource District, as well as the performance standards for the PSC. The impoundments are designed to contain, at a minimum, the runoff resulting from a 10-year, 24-hour storm event plus an estimated sediment storage capacity for at least 3 years of expected sediment yield. The structures are partially excavated ponds with low-height embankments. The design height for the embankment includes a five percent allowance for settling and no side slopes are steeper than 3H:1V. The pond design includes an emergency spillway capable of passing the peak discharge resulting from a 100-year, 6-hour precipitation event with a minimum of one-foot of freeboard with the spillway flowing at design depth. The designs for the pond and ditches were developed using the hydrologic parameters and design procedures presented in Section 3.6.2. There are three two ponds and one sump proposed for the initial permit term. Pond 1 handles flow from the northern portion of the pit area and a plan view, embankment and emergency spillway cross section are shown on Figure 3.6-6, along with graphs showing stage-area-capacity and stagedischarge. A sump located on the southeast corner of the facilities area will contain storm runoff.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-38-
SHSH-1001/063-2212A
Water will be pumped from the sump to Pond 1 for treatment, prior to discharge. Pond 2 treats the drainage from the southern half of Pit 1, and designs are shown on Figure 3.6-7. Pond 3 treats the watershed associated with the facilities area, and points south. The engineered drawings for Ponds 1 and 2 are displayed in Figures 3.6-86 and Figure 3.6-7, respectively . Design calculations for the Ponds 1, 2 and the sump are included in Appendix 3.6.2. Detailed water plans associated with later permit terms, including water structures associated with Pits 2 through 5 and Ponds 43 through 11 will be submitted through the permit revision or permit renewal process at least six months prior to the desired construction date. Construction will not begin until detailed design plans for the
structures are approved by the PSC. Sedimentation control structures will be installed before any major mining activities commence in the contributing watershed. Prior to the construction of these structures, the topsoil will be removed and stockpiled from the construction site and the surface scarified. Suitable overburden removed from the excavated portion of the pond basin is used for embankment construction. Material used in the embankment construction will be free of sod, large rocks, and other large pieces of vegetated matter. The embankment material is then used to reclaim the pond basin. Excess overburden excavated from pond sites and not otherwise used to construct embankments or haul roads will be disposed of as spoil or stockpiled for pond reclamation. The sedimentation pond and associated control structures are temporary and will be removed and the affected area reclaimed when sediment control is no longer required to treat disturbed area runoff. It is assumed that the sedimentation pond will remain in service for a period of up to 10 years following topsoil placement and seeding of all disturbed areas draining to the pond. Storm water and ground water pumped from the mining pits will be stored and treated in the sedimentation pond. Pit water will typically be collected at in-pit sumps where it will be pumped into ditches that drain to the sedimentation pond. During life of mine operations, the operator will employ temporary stream channel diversions on the West Tributary of the South Branch Heart River during operations in Pit 2, and temporary diversion of the South Tributary to the South Branch Heart River during operations in Pit 4A as shown on Figure 3.6-1. These diversions will be installed to prevent additional contributions of suspended solids to stream flow and runoff outside the Permit Area, and engineered to maximize stability. They will be designed to handle the 100-year 6-hour storm. Design calculations for the diversion
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-39-
SHSH-1001/063-2212A
segments DD-1, DD-2 and DD-3 for the West Tributary are included in Appendix 3.6.2. Detailed designs associated with the construction of these temporary diversions will be submitted through the permit revision or permit renewal process at least six months prior to the desired construction date. Construction will not begin until detailed design plans for the structures are approved by the PSC. Following mining, the West Tributary and the South Tributary will be reconstructed in a geomorphically stable configuration per designs in Section 4-1. 3.6.2 Hydrologic Parameters, Design Procedures and Design Concepts
The procedures utilized in determining the required capacity for the proposed sedimentation ponds include the determination of curve numbers (CN) for hydrologic soil cover complexes for subwatersheds draining to the ponds in order to estimate the runoff volumes for the 10-year, 24-hour design rainfall magnitudes. The curve number estimates for B, C and D hydrologic soil groups under different levels of disturbance and reclamation cover at the mine are provided in Table 3.6-1. Procedures for determining these values were developed and published in Barfield et al. 1983. The 3-year sediment storage volume was calculated using the Revised Universal Soil Loss Equation (RUSLE) method within the Civil Software Sediment, Erosion, Discharge by Computer Aided Design (SEDCAD). A Rainfall value of 50 was acquired from the Isoerodent Map of the Eastern US. Most of the soils were silt loams, and an erodible particle size distribution for silt loams were entered into the model. Thus, a K of 0.37 was used for the soil erodibility factor, unless sandier, B soils were present, in which case a K of 0.24 was utilized. Representative slope lengths and slopes were entered for each subwatershed. Table 3.6-4, summarizes the Cover factor values, which varied based on reclamation success. Shows the factors used in calculating the 3 year sediment storage volume for the sedimentation pond along with the results. The Pond Structure Detail in the SEDCAD modeling in Appendix 3.6.2 for each pond identifies the three-year sediment storage volume and elevation, and it is also displayed on Figure 3.6-6 and Figure 3.6-7. The SEDCAD software from Civil Software Design was utilized in developing the detailed designs for collection ditches, sedimentation pond, culverts, and BMPs for the Permit Area disturbance. SEDCAD includes routines for estimating runoff volumes using the Natural Resources Conservation Service (NRCS) CN procedure, calculating time of concentrations, estimating storm erosion, and performing flood flow and sediment routing. The time of concentration (Tc) is the duration of time for water to travel from the most remote portion of the subwatershed to the outlet. SEDCAD also includes routines for designing ditches, diversion channels, and sedimentation ponds. Sedimentation
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-40-
SHSH-1001/063-2212A
pond design features include the generation of area-elevation-capacity relationships for impoundments, alternative design options for primary and emergency spillways and calculation of impoundment freeboard levels and sediment capture results. All of the design specifications for the surface water management structures can be found in Appendix 3.6.2, Surface Water Management SEDCAD Reports. Collection ditches will be engineered as earthen channels, sized to safely pass design velocities or protect vulnerable transition zones. Collection ditch freeboard will be at least 0.3 ft deep for a 10-year, 24-hour storm event. Temporary diversions are designed for estimated peak flow from the 10-year event or larger. The peak flows for these designs are determined using SEDCAD. Culvert installations for the haul roads have been designed to pass the 10-year 24-hour event with a headwater diameter ratio of 1. They will safely pass the peak flow from a 100-year, 6-hour
precipitation event as described in Section 3.5. Either the SEDCAD software or the SurvCADD Software, distributed by Carlson Software, has been utilized to size culvert installations. Culvert installations for small access roads are sized for the 10-year 24-hour storm. The Rainfall Frequency Atlas of the United States, U.S. Weather Bureau Technical Paper No. 40 (TP-40), was used to obtain precipitation data for the region. The design rainfall events from TP-40 are currently used and accepted by the PSC, the North Dakota State Water Commission (SWC), the NRCS (formerly called SCS), and other State and Federal agencies dealing with water management. The design precipitation events used to determine watershed runoff volumes and peak flows are summarized in Table 3.6-2. For design of the drainage density and slopes for the PMT, the design engineers have relied on a geomorphic-based design approach which uses information from pre-mine channel and floodplain characteristics to establish design configurations for the reclaimed channels that incorporate appropriate gradients, channel lining, revegetation, and roughness features as appropriate, and minimize the potential for landslides. The pre-mining channel and floodplain characteristics of the South Branch Heart River within the Permit Area are summarized in the Draft Report on South Heart Geomorphic Field Work prepared by Golder (Golder 2007). The PMT and hydrologic reclamation plans, including plans for stream channel reclamation permanent diversions and wetland restoration are presented in Section 4.1.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1 3.6.3
-41-
SHSH-1001/063-2212A
Water Management Plan for the Mine Plan
Figure 3.6-2 and Figure 3.6-3 include the layout of the collection ditches, culverts, and sedimentation ponds sediment that will be utilized from 2014 through 2019 to treat drainage from areas disturbed by mining activities prior to discharge to streams. The sedimentation ponds are utilized to control runoff and sediment from the disturbed areas. The sedimentation ponds are designed and constructed to meet applicable effluent limitation requirements and design standards. The pond is designed to have sufficient storage capacity to store and treat sediment and runoff from a 10-year, 24-hour precipitation event. The disturbed area runoff north and east of Pit 1 will be collected by either the road drainage ditches or Ditch CD-1A and routed to sedimentation pond 1. Ditch designs are summarized in Table 3.6-3. Ditch CD-1A includes three haul road culverts (CC#1-CC#3). The haul road culvert designs
are provided in Section 3.5. The profile and typical cross section for CD-1A are provided on Figure 3.6-4. The profile and typical cross section for CD-2A are provided on Figure 3.6-5.
Ditch CD-2A includes one culvert, CC#5. Another culvert, CC#4, routes haul road drainage under the road to the north side of sediment pond 2. Culverts CC#6 and CC#7 are located on the site access road; CC#6 transfers water from the haul road and the facilities area under the road to Pond 3. Culverts CC#8 and CC#9 route water across small drainages traversed by the Explosives Storage access road. Culvert CC# 10 routes water across a small swale crossed by the access road to SOVB-10. Several stockpiles are located where collection ditches could not be installed to direct runoff from these stockpiles to the sedimentation ponds. Sediment control from these isolated locations will be maintained by the use of BMPs including berms and grass filters to treat runoff from these topsoil stockpiles. Also, mulch, grass filters and straw wattles are utilized as BMPs to treat any haul road drainage that may reach surface drainages. These stormwater BMPs are identified on Figure 3.6-9 Figure 3.6-8 along with the location and typical design for containment berms for stockpiles identified for small area exemptions. 3.6.4 Designs for Water Management Structures
Figure 3.6-1 shows the layout of the water management plan, including the sedimentation pond and the sediment sump, which are utilized to control runoff and sediment from the disturbed areas.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-42-
SHSH-1001/063-2212A
The sedimentation ponds are designed and constructed to meet applicable effluent limitation requirements and design standards. The ponds are designed to have sufficient storage capacity to store and treat sediment and runoff from a 10-year, 24-hour precipitation event. The design plans for the sedimentation ponds are included on Figure 3.6-6, and Figure 3.6-7,. and Figure 3.6-8. The disturbed area runoff will be collected by the haul road ditches and by ditches CD-1A and CD-2A, which will route flows to the sedimentation ponds. The plan includes five haul road culverts. The haul road culvert designs are provided in Section 3.5. The profiles and typical cross sections for CD-1A and CD-2A are provided on Figure 3.6-34 and Figure 3.6-45. Table 3.6.3, Main Haul Road Ditch Design Summary, shows the ditch design parameters along with the size of the watershed, 10 Yr. – 24 hr. peak flows, and the flow velocity within these ditches. The other design parameters can be found in Appendix 3.6.2. 3.6.5 Water Management Plan Construction and Operations
Runoff from disturbed areas that cannot be treated in the sedimentation ponds is either contained by berms or treated using BMPs in order to prevent additional contribution of sediment to streams. These may include the use of sumps, check dams, berms, silt fences, bale dikes, sediment filters, riprap, mulches, and other measures independently or in combination to reduce runoff, trap sediment, or treat runoff water. The sediment pond shall be constructed according to plans approved by the PSC. Prior to the construction of the sedimentation pond, BMPs will be employed to limit stormwater runoff from the pond construction area. This may include the establishment of a downgradient barrier between the construction area and the drainage if vegetative filters are inadequate to protect the waterway. Staking may occur to identify the maximum limits of disturbance associated with the pond and safe construction travelways. sedimentation. The topsoil will be removed and stockpiled from the construction site and the surface may be scarified. The sedimentation pond will then be constructed using appropriately textured materials from the excavation; supplemental materials will be placed in waste piles or back into mined pits. The outlet works will be built as designed, ensuring that there are energy dissipaters at the discharge points where diversions intersect with natural streams and the exit velocity is greater than the Culverts should be installed across drainages to minimize off-site
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-43-
SHSH-1001/063-2212A
receiving stream using energy dissipaters, riprap channels, surge ponds, and other devices to reduce erosion, prevent deepening or enlargement of stream channels and minimize disturbances to the hydrologic balance. The embankment fill outslopes, the emergency spillway, and the surrounding disturbed area above the high water line will be re-seeded as soon as practical during the subsequent seeding period. Mulch may be applied to facilitate revegetation success. The active upstream face of the sedimentation pond near the active high water lines may be rip-rapped or similarly armored to ensure stabilization of the embankment from erosion and sudden drawdown. Following construction of the sedimentation pond, BMPs will be undertaken where needed to minimize disturbance of existing runoff and associated surface water. Ditches will be installed at appropriate gradients and protections shall be used in critical zones such as curves or transitions from gradually sloping segments to steeply sloping segments. Roughening the surface, use of terraces or installation of sediment barriers such as earthen berms, silt fences, straw bale dikes and brush windrows may be performed to minimize erosion by retaining sediment within disturbed areas. Straw wattles or grass filters will be utilized as BMPs to treat any haul road drainage that may reach surface drainages. Pumping of pit water to the sediment ponds will be performed on an as needed basis. Pit sumps will be maintained within the active mine pits to allow for pit water to be managed and minimize the need to pump pit water during storm runoff events. Road construction operations will employ one or more BMPs to minimize off-site siltation and runoff. These may include one or more of the following techniques. The operator may try to schedule road construction during seasons of low precipitation probability. Construction may be preceded by staking of the outer limits of disturbance and employing sediment barriers such as berms, silt fences, straw bales, brush windrows, and rock check dams between the disturbance and the downgradient drainage if vegetative filters are inadequate to minimize off-site sedimentation. Culverts will be constructed to minimize siltation in the culvert through the use of sumps upstream of the inlet and use of an adequate slope (equal or greater than two percent) for drainage through the pipe(s). Downgradient erosion will be minimized through the use of energy dispersal materials such as rocks at the pipe outlet. Ditches will be surveyed to ensure that engineered gradients are achieved. Road fill outslopes and cuts will be re-seeded and mulched at the first possible revegetation season following construction.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-44-
SHSH-1001/063-2212A
Sediment will be removed periodically to maintain an adequate storage volume for the design event. An as-built survey shall be performed immediately following construction and a staff gage or other measuring device will be installed to establish the design sediment level and the design pump-out level. It is anticipated that sediment may need to be removed every other year, except at times when much of the design watershed is below grade in the pit. Seasonal monitoring of sediment levels within the pond is proposed to allow adequate planning for sediment pond maintenance. The sedimentation ponds and the sediment sump will be dewatered to levels specified in the design as soon as possible following a storm event. The water will be removed from the sedimentation pond as soon as water quality appears to be within acceptable limits for discharge. Also, pond level may be drawn down to the actual sediment level in the pond if water is needed for dust suppression or other mine water uses. Pond inspections will be conducted regularly during constructions by a registered professional engineer or specialist under the direction of a registered professional engineer experienced in the construction of impoundments. Written reports shall be prepared and maintained near the SHLM site. Following completion of construction, the registered professional engineer shall promptly provide the SWC with a certified report documenting the periodic inspection during construction and general compliance with the engineered plans, including a determination of the pond volume. Any deviations from the approved plans will be discussed and ramifications of the differences summarized. Once the impoundments are operating, they will be inspected at least annually until the removal of the structure or release of the performance bond. Annual reports should address stability of the structure, other hazardous conditions, depth and elevation of any impounded water, existing storage capacity, any existing or required monitoring, and instrumentation. A copy of all inspection reports will be maintained at or near the SHLM site. Water quality monitoring will be performed in compliance with applicable governmental permits resulting in periodic reports to the SWC. Monitoring will be adequate to accurately record both the quantity and quality of water leaving the Permit Area and be conducted using reliable test data. Monitoring for point source discharges will be conducted according to NDDH standards and result in notification to the SWC within five days of receipt of the analytical results that indicated non-compliance with permit conditions or applicable standard. If a North Dakota pollutant discharge elimination system effluent limit non-compliance situation does occur, the analytical reports will accompany the notice of non-compliance. Water quality reporting to the SWC will include
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
Revision 1
-45-
SHSH-1001/063-2212A
completed North Dakota pollutant discharge elimination system reporting and associated analytical data. In the event that flocculants are needed to effect compliance for any of the surface water management structures, appropriate documentation of the product and protocol for use will be submitted to both the NDDH and the SWC for approval prior to use. 3.7 Protection of Public Parks
In accordance with: • •
Section 69-05.2-04-01, NDAC; and Section 69-05.2-09-08, NDAC.
There are no places listed on the National Register of historic places that may be adversely affected by the proposed mining operations within the Permit Boundary. 3.8 Surface Mining Near Underground Mine
In accordance with: • •
Section 69-05.2-09-10, NDAC; and Section 69-05.2-13-06, NDAC.
There are no mining activities within 500 ft (152.04 meters) of an underground mine. 3.9 Auger Mining Plan
In accordance with: •
Section 69-05.2-09-18, NDAC.
There will no be auger mining at the SHLM site.
Golder Associates
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
TABLES
Revision 1
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
FIGURES
Revision 1
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
APPENDIX 3.3-1 BLAST RECORD
Revision 1
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
APPENDIX 3.3-2 NOTICE OF BLASTING SCHEDULE
Revision 1
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
APPENDIX 3.3-3 PRE-BLAST SURVEY REQUEST
Revision 1
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
APPENDIX 3.3-4 SURFACE OWNERS WITHIN ONE MILE OF THE PERMIT BOUNDARY
Revision 1
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
APPENDIX 3.3-5 MONITORING EQUIPMENT SPECIFICATION SHEET
Revision 1
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
APPENDIX 3.5-1 CERTIFICATION LETTER - PRIMARY ROADS
Revision 1
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
APPENDIX 3.6-1 CERTIFICATION LETTER – SURFACE WATER MANAGEMENT OPERATIONS PLANS
Revision 1
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
APPENDIX 3.6-2 SURFACE WATER MANAGEMENT SEDCAD REPORTS SOUTH HEART LIGNITE MINE
Revision 1
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_ TXT_R1_24SEP10.Docx
TABLE 3.1-1 ANNUAL AREA DISTURBED
Year 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034 2035 2036 2037 2038 2039 2040 2041 2042 2043 Area Disturbed (acres) 25 50 50 61 48 87 86 92 84 75 92 91 84 82 75 82 75 81 77 80 81 78 77 69 68 75 82 94 104 97 94 102 39
Note: Acres disturbed in 2011-2013 included areas for to infrastructure and facilities development for the mine expansion. Acres disturbed from 2014-2043 are attributed to mine operations.
Revision 0
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_TBL3_1-1-3_3-1_R0_10MAR10.Doc
TABLE 3.1-2 ESTIMATED LIGNITE PRODUCTION
Year 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034 2035 2036 2037 2038 2039 2040 2041 2042 2043 E Seam* (ton) 0 0 0 0 2,379 86,287 31,644 127,341 0 26,257 34,786 9,241 0 0 0 0 1,274 0 0 5,485 69,863 112,049 34,588 6,255 16,953 0 9,841 0 E1 Seam* (ton) 0 0 0 0 36,194 28,781 48,544 35,271 5,481 37,229 111,598 191,407 118,756 94,670 83,149 94,950 52,251 48,443 69,558 110,724 129,357 197,617 152,695 80,656 152,608 6,087 169,069 0 D Seam (ton) 138,182 969,489 2,525,856 2,525,404 2,490,656 2,371,225 2,397,191 2,282,681 2,531,842 2,470,863 2,390,642 2,357,389 2,430,609 2,415,243 2,462,251 2,454,572 2,510,565 2,507,822 2,491,710 2,445,781 2,377,294 2,257,047 2,301,035 2,386,073 2,308,132 2,488,616 2,298,881 2,521,656 Grand Total (ton) 138,182 969,489 2,525,856 2,525,404 2,529,229 2,486,292 2,477,378 2,445,293 2,537,322 2,534,350 2,537,026 2,558,037 2,549,364 2,509,914 2,545,400 2,549,522 2,564,091 2,556,264 2,561,268 2,561,990 2,576,514 2,566,713 2,488,318 2,472,984 2,477,693 2,494,703 2,477,792 2,521,656
430 54,735 2,393,655 2,448,819 17,154 76,599 1,145,255 1,239,007 591,827 2,186,428 67,647,616 Total 70,425,871 *The E and E1 seams are not present through the entire Permit Area.
Revision 0
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_TBL3_1-1-3_3-1_R0_10MAR10.Doc
TABLE 3.1-3 EQUIPMENT LIST
Equipment Topsoil Removal Equipment 44-cubic yard Scraper (CAT 657 Class) Overburden Mining Equipment Dozer (CAT D-11 Class) 20-cubic yard Hydraulic Shovel (Hitachi EX2100 Class) 16-cubic yard Front End Loader (CAT 992 Class) 150-ton Haul Truck – Rear Dump (CAT 785D Class) Coal Mining Equipment 15-cubic yard Hydraulic Shovel (Hitachi EX1900 Class) 150-ton Haul Truck – Rear Dump (CAT 785D Class) Coal Drill 6 – 9 inch, 45,000-pound Pull Down Reclamation Equipment Dozer (CAT D-11 Class) Support/Maintenance Equipment Dozer (CAT D-11 Class) Rubber Tired Dozer (CAT 834H Class) 3-cubic yard Hydraulic Shovel (CAT 345D L Class) Motor Grader (CAT 16M Class) Low Boy w/Tractor (250 ton trailer w/150 ton truck) Water Truck (CAT 777 Class; 20,000 gallon) 40-ton Rough Terrain Crane Bulk Explosives Truck Field Lube Truck Mechanic Service Truck Electricians Truck Sport Utility Vehicles Light Duty Truck ¾ ton Light Duty Truck 1 ton 12 Passenger Van Portable Compressor (250 cubic feet per minute, 79 horsepower) Diesel Welder 6-inch High Head pump High Volume – Low Head Pump (Crisafulli Pumps) Light Plants Pieces of Equipment 1 to 2
1 to 4 1 1 3 to 8
1 1 to 5 1
1
1 to 2 1 1 1 to 2 1 1 to 2 1 1 1 1 1 2 2 2 4 2 1 2 2 2
Revision 0
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_TBL3_1-1-3_3-1_R0_10MAR10.Doc
TABLE 3.1-4 SUMMARIES OF LIGNITE AND OVERBURDEN THICKNESSES
Average Minimum Thickness (feet) Thickness (feet) Topsoil 2.9 0.4 E Overburden 17.6* 15.0* E Lignite Seam 3.1* 0* E1 Overburden 11.0* 0* E1 Lignite Seam 2.1* 0* D Overburden 36.8 0 D Lignite Seam 17.2 0 HT Butte Overburden 145.3 88.7 HT Butte Lignite Seam 12.7 9.8 *The E and E1 seam is not present through the entire Permit Area. Strata Maximum Thickness (feet) 5.0 64.4* 5.3* 33.4* 4.4* 98.6 22.8 186.4 13.3
Revision 0
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_TBL3_1-1-3_3-1_R0_10MAR10.Doc
TABLE 3.1-5 SUITABLE GROWTH MATERIAL BALANCE BY LANDOWNER - LIFE OF MINE Surface Land Ownership Area (acres) Required SPGM (cy) Required SPGM Thickness (ft)
2014
2015
2016
2017
2018
2019
2020
2021
2022
2023
2024
2025
2026
2027
2028
2029
2030
2031
2032
2033
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Total SPGM Removal Requirement (+10%) Gary & Barbara Medune Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy)
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (deficit) Available of Suitable Material (cy) Area (acres) Required SPGM (cy) Required SPGM Thickness (ft) 1.59 7,664.29 2.72 1.39 6,278.07 2.55 1.34 6,474.22 2.73 1.29 6,934.91 3.03
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Total SPGM Removal Requirement (+10%) James & Lisa Wagner Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 1,148.75 0.45 4,168.76 1.63 5,317.51 2.08 (2,346.78) 598.04 0.27 5,940.38 2.65 6,538.42 2.92 260.34 1,021.65 0.47 5,411.68 2.51 6,433.32 2.98 (40.90) 1,013.22 0.49 1,013.61 0.49 2,026.83 0.97 (4,908.08)
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) Area (acres) Required SPGM (cy) Required SPGM Thickness (ft) 7.95 38,415.50 2.72 18.85 97,053.53 2.90 21.92 141,572.35 3.64 26.80 189,096.59 3.98 13.22 72,589.60 3.09 24.16 94,534.76 2.21 59.37 257,832.86 2.45 3.13 16,735.20 3.01 12.13 73,626.21 3.42 10.14 53,219.01 2.96 13,091.42 0.95 2,661.87 0.35 9,375.19 0.75 40,221.38 2.85
-
-
-
-
-
-
-
-
-
-
Total SPGM Removal Requirement (+10%) James & Rosella Perdaems Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 11,618.55 0.91 19,126.29 1.49 30,744.84 2.40 (7,670.66) 22,901.86 0.75 48,635.48 1.60 71,537.35 2.35 (25,516.18) 21,469.54 0.61 73,797.09 2.09 95,266.62 2.69 (46,305.73) 34,646.00 0.80 96,980.71 2.24 131,626.71 3.04 (57,469.88) 13,588.46 0.64 53,353.05 2.50 66,941.51 3.14 (5,648.08) 27,517.75 0.71 76,468.49 1.96 103,986.24 2.67 9,451.49 57,632.46 0.60 233,992.88 2.41 291,625.34 3.04 33,792.48 2,746.31 0.54 12,827.97 2.54 15,574.28 3.08 (1,160.92) 10,432.98 0.53 47,153.44 2.41 57,586.42 2.94 (16,039.79) 7,992.28 0.49 35,824.78 2.19 43,817.06 2.68 (9,401.95)
-
-
-
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) 151,986.18 13.46 652,455.12 3.18 434,840.97 1.84 190,211.80 1.46 271,259.26 2.74 1,110,385.49 4.14 2,938,078.78 4.07 58,517 1.48 66,528.47 0.87 128,978.92 1.51 -
Revision 1
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_TBL3_1-5_R1_21JUL10.xlsx\TABLE 3.1_5
Norwest Corporation
Page 1 of 6
SHSH-1001/063-2212A
TABLE 3.1-5 SUITABLE GROWTH MATERIAL BALANCE BY LANDOWNER - LIFE OF MINE Surface Land Ownership Area (acres) Required SPGM (cy) Required SPGM Thickness (ft)
2034 0.35 2,331.89 3.71
2035 0.33 2,332.13 4.01
2036 0.40 2,839.00 4.01
2037
2038
2039
2040
2041
2042
2043
Grand Total 1.08 7,503.02 3.91
-
-
-
-
-
-
-
Total SPGM Removal Requirement (+10%) Gary & Barbara Medune Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 75.02 0.13 75.02 0.13 150.03 0.26 (2,181.86) 139.75 0.26 139.75 0.26 279.50 0.53 (2,052.63) 246.66 0.38 246.66 0.38 493.32 0.77 (2,345.68)
8,300.00 461.43 0.26 461.43 0.26 922.85 0.53 (6,580.17)
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (deficit) Available of Suitable Material (cy) Area (acres) Required SPGM (cy) Required SPGM Thickness (ft) 8,526.61 0.98 0.35 2,089.50 3.38 22,766.79 1.92 11,431.33 3.20 -
(7,000.00) 42,724.74 2.03 35,725 5.96 29,441.00 2.88
-
-
-
-
-
-
-
-
-
Total SPGM Removal Requirement (+10%) James & Lisa Wagner Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 262.41 0.47 262.41 0.47 524.82 0.93 (1,564.68)
32,400.00 4,044.06 0.43 16,796.84 1.55 20,840.90 2.17 (8,600.10)
-
-
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) Area (acres) Required SPGM (cy) Required SPGM Thickness (ft) 8,652.44 2.19 4.43 25,516.44 3.24 94.34 660,657.28 3.95 64.34 390,924.65 3.42 -
(12,000.00) 74,002.30 1.42 62,002 360.79 2,111,773.97 3.15
-
-
-
-
-
-
-
Total SPGM Removal Requirement (+10%) James & Rosella Perdaems Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 5,094.30 0.71 18,071.10 2.53 23,165.40 3.24 (2,351.04) 85,499.76 0.56 271,700.32 1.79 357,200.08 2.35 (303,457.20) 90,974.67 0.88 203,174.86 1.96 294,149.54 2.83 (96,775.12)
2,323,000.00 392,114.93 0.67 1,191,106.46 2.13 1,583,221.39 2.72 (528,552.58)
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) 38,762.43 0.92 333,708.28 0.65 624,045.83 1.79 -
(740,000.00) 6,999,758.20 2.03 6,259,758
Revision 1
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_TBL3_1-5_R1_21JUL10.xlsx\TABLE 3.1_5
Norwest Corporation
Page 2 of 6
SHSH-1001/063-2212A
TABLE 3.1-5 SUITABLE GROWTH MATERIAL BALANCE BY LANDOWNER - LIFE OF MINE Surface Land Ownership Area (acres) Required SPGM (cy) Required SPGM Thickness (ft)
2014
2015 12.26 64,663.22 2.97
2016 59.20 320,676.64 3.05
2017 28.07 179,124.12 3.60
2018 0.61 4,344.27 3.99
2019
2020
2021
2022
2023
2024
2025
2026
2027
2028
2029
2030
2031
2032
2033
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Total SPGM Removal Requirement (+10%) Jerry & Sandra Perdaems Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 10,924.45 0.55 25,667.46 1.30 36,591.90 1.85 (28,071.32) 51,433.71 0.54 166,375.54 1.74 217,809.25 2.28 (102,867.39) 25,190.17 0.56 81,449.11 1.80 106,639.28 2.35 (72,484.84) 236.68 0.24 2,119.95 2.14 2,356.63 2.38 (1,987.65)
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) Area (acres) Required SPGM (cy) Required SPGM Thickness (ft) 446,239.12 3.42 2,148,344.87 3.50 471,431.28 2.12 33,670.63 4.26 4.17 22,171.24 3.00 0.36 1,978.73 3.07 -
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Total SPGM Removal Requirement (+10%) Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 2,598.76 0.39 20,382.32 2.83 22,981.08 3.42 809.84 337.00 0.57 2,311.29 3.94 2,648.30 4.52 669.56
John Buckman
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) Area (acres) Required SPGM (cy) Required SPGM Thickness (ft) 190,447.60 3.79 24.82 125,271.59 2.84 9,148.40 2.10 87.60 531,441.73 3.42 87.21 614,587.86 3.97 83.75 594,554.07 4.00 84.72 550,644.86 3.66 86.28 472,764.10 3.09 79.70 516,767.99 3.65 80.11 515,305.42 3.62 77.12 482,548.14 3.53 80.19 526,919.47 3.70 77.93 522,301.17 3.78 73.68 488,740.73 3.74
-
-
-
-
-
-
-
-
Total SPGM Removal Requirement (+10%) Mary Louise Peters et Al Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 39,689.76 0.99 130,214.39 3.25 169,904.15 4.24 44,632.56 83,926.16 0.59 377,065.36 2.67 460,991.52 3.26 (70,450.21) 78,592.49 0.56 326,124.27 2.32 404,716.76 2.88 (209,871.11) 91,018.46 0.67 237,291.22 1.76 328,309.68 2.43 (266,244.39) 116,239.97 0.85 285,302.35 2.09 401,542.32 2.94 (149,102.54) 128,595.01 0.92 396,040.02 2.85 524,635.03 3.77 51,870.93 83,760.73 0.65 294,920.48 2.29 378,681.20 2.94 (138,086.79) 86,287.94 0.67 284,376.75 2.20 370,664.69 2.87 (144,640.73) 85,587.87 0.69 287,541.58 2.31 373,129.45 3.00 (109,418.69) 85,579.59 0.66 270,162.97 2.09 355,742.56 2.75 (171,176.91) 76,410.38 0.61 209,833.87 1.67 286,244.26 2.28 (236,056.91) 76,397.24 0.64 199,250.68 1.68 275,647.92 2.32 (213,092.81)
-
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) 1,144,266.80 4.80 5,414,998.44 5.22 3,116,250.06 4.42 2,347,111.61 3.81 563,879 0.96 1,262,000 1.51 1,177,292.69 2.27 864,048.03 2.18 589,543.45 2.75 396,601.53 2.69 1,394,606.76 3.99 2,064,879.29 4.85
Revision 1
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_TBL3_1-5_R1_21JUL10.xlsx\TABLE 3.1_5
Norwest Corporation
Page 3 of 6
SHSH-1001/063-2212A
TABLE 3.1-5 SUITABLE GROWTH MATERIAL BALANCE BY LANDOWNER - LIFE OF MINE Surface Land Ownership Area (acres) Required SPGM (cy) Required SPGM Thickness (ft)
2034
2035
2036
2037
2038
2039
2040 0.08 301.00 2.00
2041
2042
2043
Grand Total 100.23 569,109.26 3.12
-
-
-
-
-
-
-
-
-
Total SPGM Removal Requirement (+10%) Jerry & Sandra Perdaems Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 30.32 0.22 98.63 0.72 128.95 0.94 (172.05)
626,000.00 87,815.32 0.42 275,710.69 1.54 363,526.01 2.25 (205,583.25)
-
-
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) Area (acres) Required SPGM (cy) Required SPGM Thickness (ft) -
(262,000.00) 3,099,685.89 3.01 2,837,686 4.53 24,149.98 3.03
-
-
-
-
-
-
-
-
-
-
Total SPGM Removal Requirement (+10%) Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy)
26,600.00 2,935.77 0.48 22,693.61 3.38 25,629.38 3.50 1,479.40
John Buckman
-
-
-
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) Area (acres) Required SPGM (cy) Required SPGM Thickness (ft) 34.51 232,087.47 3.79 31.23 221,481.29 4.00 13.02 92,421.33 4.00 0.02 124.28 4.00 -
(1,000.00) 199,596.01 2.94 198,596 1,001.90 6,487,961.50 3.67
-
-
-
-
-
-
Total SPGM Removal Requirement (+10%) Mary Louise Peters et Al Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 33,003.28 0.59 73,392.78 1.32 106,396.06 1.91 (125,691.40) 31,077.17 0.62 70,068.76 1.39 101,145.92 2.01 (120,335.37) 15,444.62 0.74 32,910.29 1.57 48,354.91 2.30 (44,066.42) 15.80 0.56 80.29 2.84 96.09 3.40 (28.18)
7,136,800.00 1,111,626.49 0.69 3,474,576.04 2.14 4,586,202.53 2.84 (1,901,758.97)
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) 1,627,837.56 5.84 1,826,499.40 4.97 699,423.21 5.39 96.62 0.86 -
(2,551,000.00) 24,489,333.83 3.65 21,938,334
Revision 1
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_TBL3_1-5_R1_21JUL10.xlsx\TABLE 3.1_5
Norwest Corporation
Page 4 of 6
SHSH-1001/063-2212A
TABLE 3.1-5 SUITABLE GROWTH MATERIAL BALANCE BY LANDOWNER - LIFE OF MINE Surface Land Ownership Area (acres) Required SPGM (cy) Required SPGM Thickness (ft)
2014
2015 13.62 72,149.19 2.99
2016 12.54 66,745.51 3.00
2017 3.00 15,960.61 3.00
2018
2019
2020
2021
2022
2023
2024
2025
2026
2027
2028
2029
2030
2031
2032
2033
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Patrick & Katherine Kuylen
Total SPGM Removal Requirement (+10%) Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 12,595.83 0.57 17,867.87 0.81 30,463.70 1.39 (41,685.49) 11,616.44 0.57 15,398.12 0.76 27,014.56 1.34 (39,730.95) 2,144.00 0.44 3,482.06 0.72 5,626.06 1.16 (10,334.55)
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) Area (acres) Required SPGM (cy) Required SPGM Thickness (ft) 347,619.48 2.70 121,134.60 2.27 1.07 5,703.65 3.00 237.99 37.32 221,906.47 3.35 83.32 527,512.12 3.57 90.45 584,227.19 3.64 95.20 549,380.81 3.25 71.57 413,009.30 3.25 0.89 3,859.23 2.43 13.22 50,929.61 2.17 10.51 41,993.65 2.25 10.46 43,500.80 2.34 10.41 42,510.85 2.30
-
-
-
-
-
-
-
-
-
Total SPGM Removal Requirement (+10%) Robert & Brenda Kuylen Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 750.48 0.43 1,468.75 0.85 2,219.23 1.28 (3,484.42) 30,721.07 0.51 85,034.05 1.41 115,755.11 1.92 (106,151.36) 72,946.33 0.54 198,669.45 1.48 271,615.78 2.02 (255,896.35) 77,971.71 0.53 220,640.39 1.51 298,612.10 2.05 (285,615.10) 76,522.33 0.50 259,274.73 1.69 335,797.06 2.19 (213,583.76) 53,903.17 0.47 133,704.11 1.04 187,607.28 1.62 (225,402.01) 703.82 0.49 3,181.24 2.20 3,885.06 2.69 25.83 12,560.59 0.59 44,547.46 2.09 57,108.04 2.68 6,178.44 9,847.88 0.58 36,865.73 2.17 46,713.61 2.75 4,719.96 9,720.43 0.58 40,123.15 2.38 49,843.58 2.95 6,342.78 10,101.38 0.60 38,942.55 2.32 49,043.93 2.92 6,533.08
-
-
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) Sum of Area (acres) Sum of Required Suitable SPGM (cy) Thickness Required Suitable Material (ft) Sum of Available Salvage SPGM (cy) Available Salvage SPGM Thickness (ft) Sum of Available Suitable Overburden (cy) Total Excess of Suitable Material (cy) NOTE: Reference Figure1.3-2 for Surface Land Ownership Parcel Map Total 7.95 38,416 2.72 30,745 2.40 151,986 44.73 233,866 2.95 138,593 1.92 1,446,314 37,769.94 2.73 94.72 534,698 3.18 342,310 2.24 2,742,090 567,613.52 3.07 95.19 606,088 3.59 359,647 2.34 1,229,495 1,883,803.08 4.30 97.15 604,446 3.51 340,914 2.18 2,188,733 1,910,816.95 3.19 90.45 584,227 3.64 298,612 2.05 1,910,817 4,744,228.07 7.01 95.20 549,381 3.25 335,797 2.19 4,744,228 5,821,224.65 9.32 95.73 507,544 2.99 291,594 1.89 6,931,610 88.37 405,276 2.58 484,511 3.40 4,272,793 87.97 533,420 3.42 463,640 3.27 5,424,147 87.21 614,588 3.97 404,717 2.88 3,116,250 83.75 594,554 4.00 328,310 2.43 2,347,112 84.72 550,645 3.66 401,542 2.94 563,879 89.41 489,499 3.08 540,209 3.74 1,320,516 91.83 590,394 3.62 436,268 2.94 1,243,821 25,866.30 2.83 91.15 572,384 3.54 418,367 2.84 1,018,893 466,953.54 3.18 91.93 541,142 3.32 435,555 2.94 1,069,588 278,336.50 2.22 92.09 575,191 3.52 408,995 2.75 677,600 244,549.60 1.94 89.73 572,276 3.59 342,521 2.37 1,648,532 238,883.29 1.97 85.38 538,186 3.55 326,719 2.37 2,343,984
Revision 1
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_TBL3_1-5_R1_21JUL10.xlsx\TABLE 3.1_5
Norwest Corporation
Page 5 of 6
SHSH-1001/063-2212A
TABLE 3.1-5 SUITABLE GROWTH MATERIAL BALANCE BY LANDOWNER - LIFE OF MINE Surface Land Ownership Area (acres) Required SPGM (cy) Required SPGM Thickness (ft)
2034
2035
2036
2037
2038 19.57 103,091.80 2.97
2039 113.78 726,985.14 3.60
2040 106.94 655,013.58 3.45
2041
2042
2043
Grand Total 269.43 1,639,945.83 3.17
-
-
-
-
-
-
-
Patrick & Katherine Kuylen
Total SPGM Removal Requirement (+10%) Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 14,390.00 0.46 31,308.43 0.97 45,698.43 1.45 (57,393.38) 92,059.33 0.50 215,440.36 1.12 307,499.70 1.68 (419,485.44) 113,468.56 0.66 265,928.79 1.54 379,397.35 2.20 (275,616.23)
1,803,900.00 246,274.17 0.53 549,425.63 0.99 795,699.80 1.83 (844,246.03)
-
-
-
-
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) Area (acres) Required SPGM (cy) Required SPGM Thickness (ft) 40.17 251,415.41 3.53 38.03 242,504.24 3.59 73.92 517,758.55 3.95 89.05 632,139.86 4.00 276,210.21 1.78 83.84 591,510.41 3.98 332,722.77 0.60 2,097,494.88 3.09 35.88 237,154.16 3.72 53.56 357,793.35 3.76
(1,008,000.00) 3,175,419.93 1.74 2,167,420 838.88 5,314,809.66 3.23
-
-
-
Total SPGM Removal Requirement (+10%) Robert & Brenda Kuylen Lift 1 Salvage Soil (cy) Lift 1 Salvage Soil Thickness (ft) Lift 2 Salvage Soil (cy) Lift 2 Salvage Soil Thickness (ft) Total Salvage SPGM (cy) Lift 1 and Lift 2 Total Salvage SPGM Thickness (ft) Lift 1 and Lift 2 Excess (Deficit) Required Subsoil (cy) 29,097.49 0.45 91,630.15 1.28 120,727.64 1.86 (130,687.77) 21,566.23 0.35 64,684.20 0.95 86,250.43 1.41 (156,253.81) 45,898.97 0.38 105,588.77 0.87 151,487.75 1.27 (366,270.80) 61,792.73 0.43 130,587.58 0.91 192,380.31 1.34 (439,759.55) 82,288.08 0.61 217,338.58 1.61 299,626.65 2.22 (291,883.76) 36,797.27 0.64 115,233.59 1.99 152,030.86 2.63 (85,123.30) 55,180.23 0.64 181,063.91 2.10 236,244.14 2.73 (121,549.21)
5,846,300.00 688,370.19 0.52 1,968,578.37 1.60 2,656,948.56 1.96 (2,657,861.10)
-
-
-
Excess (Deficit) Required Subsoil/Suitable Material Available Suitable Overburden (cy) Available Suitable Overburden Thickness (ft) Excess (Deficit) Available of Suitable Material (cy) Sum of Area (acres) Sum of Required Suitable SPGM (cy) Thickness Required Suitable Material (ft) Sum of Available Salvage SPGM (cy) Available Salvage SPGM Thickness (ft) Sum of Available Suitable Overburden (cy) Total Excess of Suitable Material (cy) NOTE: Reference Figure1.3-2 for Surface Land Ownership Parcel Map Total 630,429.27 4.63 75.38 487,924 3.65 227,799 1.87 2,275,446 781,182.95 5.68 69.58 466,318 3.78 187,676 1.67 2,630,449 517,310.19 3.83 87.34 613,019 3.96 200,336 1.42 1,228,165 371,000.77 1.94 89.06 632,264 4.00 192,476 1.34 371,097 613,079.75 1.70 103.40 694,602 3.79 345,325 2.07 889,290 113.78 726,985 3.60 307,500 1.68 332,723 111.45 680,831 3.44 402,692 2.24 2,136,257 94.34 660,657 3.95 357,200 2.35 333,708 309,813.28 1.37 100.22 628,079 3.53 446,180 2.76 933,859 614,282.10 2.19 53.56 357,793 3.76 236,244 2.73 614,282
(3,189,000.00) 20,057,143.75 3.51 16,868,144 2,582.80 16,184,694 3.53 10,032,991 2.41 58,137,665 50,367,665
Revision 1
I:\06\2212A\0400\0401\Rev1\CH3\0632212A_3_TBL3_1-5_R1_21JUL10.xlsx\TABLE 3.1_5
Norwest Corporation
Page 6 of 6
SHSH-1001/063-2212A
TABLE 3.3-1 MAXIMUM WEIGHT OF EXPLOSIVES TO BE DETONATED WITHIN ANY 8 MILLISECOND DELAY PERIOD
200 to 3,000 feet Distance Max Weight 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1,000 1,050 1,100 1,150 1,200 1,250 1,300 16 25 36 40 53 67 83 100 119 140 162 186 212 239 268 298 331 364 400 437 476 517 559 3,050 to 5,850 feet Distance Max Weight 3,050 3,100 3,150 3,200 3,250 3,300 3,350 3,400 3,450 3,500 3,550 3,600 3,650 3,700 3,750 3,800 3,850 3,900 3,950 4,000 4,050 4,100 4,150 3,075 3,177 3,280 3,385 3,492 3,600 3,710 3,821 3,935 4,050 4,166 4,284 4,404 4,526 4,649 4,774 4,900 5,028 5,158 5,289 5,422 5,557 5,693 5,900 to 8,700 feet Distance Max Weight 5,900 5,950 6,000 6,050 6,100 6,150 6,200 6,250 6,300 6,350 6,400 6,450 6,500 6,550 6,600 6,650 6,700 6,750 6,800 6,850 6,900 6,950 7,000 8,239 8,379 8,521 8,663 8,807 8,952 9,098 9,246 9,394 9,544 9,695 9,847 10,000 10,154 10,310 10,467 10,625 10,784 10,944 11,106 11,269 11,433 11,598 8,750 to 11,550 feet Distance Max Weight 8,750 8,800 8,850 8,900 8,950 9,000 9,050 9,100 9,150 9,200 9,250 9,300 9,350 9,400 9,450 9,500 9,550 9,600 9,650 9,700 9,750 9,800 9,850 18,121 18,329 18,538 18,748 18,959 19,172 19,385 19,600 19,816 20,033 20,251 20,471 20,692 20,914 21,137 21,361 21,586 21,813 22,041 22,270 22,500 22,731 22,964 11,600 to 14,400 feet Distance Max Weight 11,600 11,650 11,700 11,750 11,800 11,850 11,900 11,950 12,000 12,050 12,100 12,150 12,200 12,250 12,300 12,350 12,400 12,450 12,500 12,550 12,600 12,650 12,700 31,849 32,124 32,400 32,678 32,956 33,236 33,517 33,799 34,083 34,367 34,653 34,940 35,228 35,518 35,808 36,100 36,393 36,687 36,982 37,279 37,576 37,875 38,175
Revision 0
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_TBL3_1-1-3_3-1_R0_10MAR10.Doc
Golder Associates
SHSH-1001/063-2212A
Page 1 of 3
TABLE 3.3-1 MAXIMUM WEIGHT OF EXPLOSIVES TO BE DETONATED WITHIN ANY 8 MILLISECOND DELAY PERIOD
200 to 3,000 feet Distance Max Weight 1,350 602 1,400 648 1,450 695 1,500 744 1,550 794 1,600 846 1,650 900 1,700 955 1,750 1,012 1,800 1,071 1,850 1,131 1,900 1,193 1,950 1,257 2,000 1,322 2,050 1,389 2,100 1,458 2,150 1,528 2,200 1,600 2,250 1,674 2,300 1,749 2,350 1,826 2,400 1,904 2,450 1,984 3,050 to 5,850 feet Distance Max Weight 4,200 5,831 4,250 5,971 4,300 6,112 4,350 6,255 4,400 6,400 4,450 6,546 4,500 6,694 4,550 6,844 4,600 6,995 4,650 7,148 4,700 7,302 4,750 7,459 4,800 7,617 4,850 7,776 4,900 7,937 4,950 8,100 5,000 8,264 5,050 6,036 5,100 6,156 5,150 6,278 5,200 6,400 5,250 6,524 5,300 6,649 5,900 to 8,700 feet Distance Max Weight 7,050 11,764 7,100 11,931 7,150 12,100 7,200 12,270 7,250 12,441 7,300 12,613 7,350 12,786 7,400 12,961 7,450 13,137 7,500 13,314 7,550 13,492 7,600 13,671 7,650 13,851 7,700 14,033 7,750 14,216 7,800 14,400 7,850 14,585 7,900 14,772 7,950 14,959 8,000 15,148 8,050 15,338 8,100 15,529 8,150 15,721 8,750 to 11,550 feet Distance Max Weight 9,900 23,198 ,950 23,433 10,000 23,669 10,050 23,906 10,100 24,144 10,150 24,384 10,200 24,625 10,250 24,867 10,300 25,110 10,350 25,354 10,400 25,600 10,450 25,847 10,500 26,095 10,550 26,344 10,600 26,594 10,650 26,846 10,700 27,098 10,750 27,352 10,800 27,607 10,850 27,863 10,900 28,121 10,950 28,379 11,000 28,639 11,600 to 14,400 feet Distance Max Weight 12,750 38,476 12,800 8,779 12,850 39,082 12,900 39,387 12,950 39,693 13,000 40,000 13,050 40,308 13,100 40,618 13,150 40,928 13,200 41,240 13,250 41,553 13,300 41,867 13,350 42,183 13,400 42,499 13,450 42,817 13,500 43,136 13,550 43,456 13,600 43,778 13,650 44,100 13,700 44,424 13,750 44,749 13,800 45,075 13,850 45,402
Revision 0
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_TBL3_1-1-3_3-1_R0_10MAR10.Doc
Golder Associates
SHSH-1001/063-2212A
Page 2 of 3
TABLE 3.3-1 MAXIMUM WEIGHT OF EXPLOSIVES TO BE DETONATED WITHIN ANY 8 MILLISECOND DELAY PERIOD
200 to 3,000 feet Distance Max Weight 2,500 2,066 2,550 2,150 2,600 2,235 2,650 2,321 2,700 2,410 2,750 2,500 2,800 2,592 2,850 2,685 2,900 2,780 2,950 2,877 3,000 2,975
NOTES: 1. Max = Maximum 2. W = Max Weight 3. D = Distance 4. 0 to 300 feet: W = (D/50)2 5. 301 to 5000 feet: W = (D/55)2 6. 5001 feet and up: W = (D/65)2
3,050 to 5,850 feet Distance Max Weight 5,350 6,775 5,400 6,902 5,450 7,030 5,500 7,160 5,550 7,291 5,600 7,422 5,650 7,556 5,700 7,690 5,750 7,825 5,800 7,962 5,850 8,100
5,900 to 8,700 feet Distance Max Weight 8,200 15,915 8,250 16,109 8,300 16,305 8,350 16,502 8,400 16,701 8,450 16,900 8,500 17,101 8,550 17,302 8,600 17,505 8,650 17,709 8,700 17,915
8,750 to 11,550 feet Distance Max Weight 11,050 28,900 11,100 29,162 11,150 29,425 11,200 29,690 11,250 29,956 11,300 30,222 11,350 30,491 11,400 30,760 11,450 31,030 11,500 31,302 11,550 31,575
11,600 to 14,400 feet Distance Max Weight 13,900 45,730 13,950 46,060 14,000 46,391 14,050 46,722 14,100 47,056 14,150 47,390 14,200 47,725 14,250 48,062 14,300 48,400 14,350 48,739 14,400 49,079
Revision 0
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_TBL3_1-1-3_3-1_R0_10MAR10.Doc
Golder Associates
SHSH-1001/063-2212A
Page 3 of 3
TABLE 3.5-1 CULVERT DESIGN SUMMARY
Culvert Name Contributing Watershed (acre) Peak Flow (cfs) No. Culverts Culvert Dimensions (feet) (1) 5-ft round or (2) 44" x 72" Arched Culverts 5 5-ft round or 36" x 58" arched 5 3 3 4 3.75 (1) 8-ft round or (1) 87"x137" or (2) 69" x 98" Arched Culverts 6 5 5 14-ft x 4-ft Con/Span Arch 4 5.5 3.75 (2) 7' or (1) 7.25' x 11.5' Arched or (1) 12' Round CMP 1(12')
Area
Storm
HW/D
Pond 1
CC#1
178.324
100-6
155.53
1 or 2
1.28
Pond 1
CC#1
178.324
10-24
61.15
1
0.75
Pond 1 Pond 1 Pond 1 Pond 1 Pond 2 Pond 2
CC#2 CC#2 CC#3 CC#3 CC#4 CC#4
98.156 98.156 33.159 33.159 67.43 67.43
100-6 10-24 100-6 10-24 100-6 10-24
188.92 80.19 67.13 24.42 120.65 42.96
1 1 1 1 1 1
1.56 0.8 2.5 1 2.4 0.93333
Pond 2
CC#5
472.16
100-6
465.35
1
1.21125
Pond 2 Pond 3 Inlet Pond 3 Inlet
CC#5 CC#6 CC#6
472.16 150.67 150.67
10-24 100-6 10-24
181.9 197.36 83.75 194Undist; 264 Dist 56.33 148.49 52
1 1 1
Site Access Road E Explosives Storage Cvt W Explosive Storage Cvt SAE SOVB-10
CC#7 CC#8 CC#9 CC#10
202.22 40.596 113.44 36.14
100-6 10-24 10-24 10-24
1 1 1 1
1 2.0 0.9 0.7 for 194 cfs; 0.84 for 264 cfs 0.9 1.0 1.0
West Branch
CVT 55+75
100-6
706.41
1 or 2
1.15
West Branch Diversion
CVT 70+51
100-6
707
1
1.2
Revision 0
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_TBL3_5-1-3_6-4_R0_10MAR10.Doc
TABLE 3.6-1 CURVE NUMBER ESTIMATES
Disturbance/Cover Description Topsoil Salvage, Backfilled & Freshly Topsoiled (Cultivated Agricultural Lands, Fallow, Bare Soil) Pit Area and Haul Roads (Other Agricultural Lands, Farmsteads, Buildings, Lanes and Surrounding Lots) Undisturbed South Branch Heart River Undisturbed Pit 1 (s 1-5) 1 Reclaim (2T/ac Mulch) (Cultivated Agricultural Lands, Small Grain contoured & crop residue-Good condition) 2 Reclaim (Modest Growth, some remaining mulch)(Cultivated Agricultural Lands, Small Grain contoured & crop residue-Poor condition) 3 Reclaim Growth comparable to mulch 4 Reclaim (Pasture Good) Cover Classification B Soil C Soil D Soil
86.0
91
94
74.0
82
86
Wooded (fair) Pasture (fair)
73 69 72.0 80 84 83
73.0
81
84
72.0 61.0
80 74
83 80
Revision 0
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_TBL3_5-1-3_6-4_R0_10MAR10.Doc
TABLE 3.6-2 PRECIPITATION FREQUENCY ESTIMATES
Storm 2102510010255010024-hour 24-hour 24-hour 24-hour 6-hour 6-hour 6-hour 6-hour Precipitation (inches) 1.75 3.10 3.50 4.50 2.35 2.75 3.20 3.55
Revision 0
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_TBL3_5-1-3_6-4_R0_10MAR10.Doc
TABLE 3.6-3 DITCH SIZING
Ditch MHR 1 ditch between CC #3 and CC #2(W) MHR 1 ditch between CC#3 and Pond 1(E) MHR 1 ditch between N end of road and CC#1 (W) MHR 1 ditch between CC #4 & CC#3 MHR 1 ditch between CC#3 & CC#2 CD1A ditch between N end of road & CC #1 (E) MHR 1 ditch between CC #2 and CC #1 MHR 1 ditch below CC#4 CD2A ( S to N) Note: cfs – cubic feet per second
Contributing Watershed (acre) 36.272 136.467 150.5 1.579 5.056 8.743 22.224 67.43 472.16
10-year 24hour Flow (cfs) 24.23 102.47 55.43 1.66 11 11.63 16.04 42.96 181.9
Shape Trap Trap Trap Tri Tri Tri Tri Trap Trap
Flow Depth (feet) 1.12 2.26 2.01 0.59 1.19 1.29 1.37 1.69 2.03
Ditch Depth (feet) 1.42 2.56 2.31 0.89 1.49 1.59 1.67 1.99 2.33
Bottom Width (feet) 4 4 4 0 0 0 0 4 12
Top Width (feet) 13.94 21.9 20.18 5.32 8.95 9.51 10.04 15.95 30.67
Revision 0
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_TBL3_5-1-3_6-4_R0_10MAR10.Doc
Golder Associates
SHSH-1001/063-2212A
TABLE 3.6-4 COVER PRACTICE VALUES
Classification Disturbed First Year Reclaim Second Year Reclaim Third Year Reclaim 2 T/ac mulch; 84-90% cover Similar to 1 T/ac mulch; 50-69% cover 0% canopy cover; 60% ground cover; grass 25% canopy cover 0.5 m fall height; 60% ground cover; grass 50% canopy cover 0.5 m fall height; 80% ground cover; grass Description C Factor 1.0 0.1 0.24 0.042
Fourth Year Reclaim
0.038
Fifth Year Reclaim
0.012
Revision 0
Golder Associates
SHSH-1001/063-2212A
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_TBL3_5-1-3_6-4_R0_10MAR10.Doc
0 2500
25 00
2525
25 25 00
250 0
2525
25 00
2500
0 25 0
250
0
25 00
2550
2 250500 0
25 00
2525
2475
2475
0 50 25
12
252 5
25 25
4 5 247
25
0 0
25
00 25 25
7 2475
2475
25
9
2 50 2 500
25 50
24
75
7
2550
2 24
5 25 2
2550
8
255 2550
00
5 75
2 25
5 5
25 25 25
0 00
2475
10
24 7 5
2525
25
25
CC#8
262
2600
5
26 00
2475
2 57 5
SPGM-8
CC#9
SPGM-7
SPGM-5
2500
R99W R98W
25 7 5
2
550
75
2550
252
2500
5
Pond 6
2500
Pond 3
75 2475 24
247 5
250
0
25 50
252
2475
24 75
24
75
2475
2 5 2475
00
25
75
252 5
25 50
EXPLOSIVE MATERIALS STORAGE
2475
Heart River
2500
2500
2525
11
24 24 75 75
12
2650
25
2625
26
2650
26
5 2 57 5 5
00 00 25
Heart River
2475
7
2475
2550 2550
2475
25 2500
5
2475
R98W R97W
2475
50 2500
00
25
2675
2550
75
SPGM-1
Pond 5
25 25
25 25 75 75
2 75 2575
2500
24247 75 5
2475 2475
SPGM-2
2625
2575
2 0 260
2625
25 00
5 25 25 25
5 5 26 26 0 0
13
25 26
2600
25 50
26 26
0
25
CD-1B
SOVB-2
SOVB-1
PIT 5
2
5 62
2575
SOVB-5
16
SOVB-3
75
18
2 0 65
25
17
2575
00 26
252
5
255 0
OVB-2
15
25
25
255
0
250
14
0
75 2475
2475
255
2550
13
18
0
SOVB-7
SOVB-6
25
50
PIT 2
2525
25 25
26 5
0
CD-2A
50 50 2 25
0
2 26
25 2525
260
262 5
SOVB-4
25 25
2525
SPGM-4
26
00
Wes
00
2500
2575
00
DD-2b DD-2a
DD-3
SPGM-9
2500
CVT70+51
SPGM-3
26
Rive OVBr -6
50
0 265
50 26
262
SPGM-10
5
SPGM-6 SPGM-20
6 26
DD-1a
2500
hH
2675
260
2500
VB -
2625
20
26 00
26 2 5
VB -
75
SO
21
0 26 0
9
25
2525
2500
SO
CC#2
22
Pond 1
CD1A
25 00
25 00
0 2500
8
Sou
24
2
th B
5 67
26
CC#6
CC#7
ranc
50
26 50
25 25
SPGM-21
0
25
50
75
MINE SUPPORT FACILITIES
2 0 2500
eart
SPGM-13
25
0 25
SPGM-19
SOVB-12
25 0
0
PIT 4b
0
SOVB-13
262 5
25
2 2 26 5
2 0 2500
50 265
25 25
t Trib
00 00
utary
Pond 4
25 25 50 50
25 25 75 75
5 50
19
5 2 7 267
25 25 CC#1
25
00
0 0 25 25 0 0
23
OVB-5
2500
5 250 0
6 25 50
-10
00
50
SO
2575
2550
25 75
SPGM-12
2525
2500
S PG M
7 -1
252
5
2525
262
2550
SPGM-11
250
5
257
5
CC#10
2575
SP
2650
GM
2600
26
-1
0
2500
PIT 1
24
Pond 10
25 2500
VB
25
PIT 4a
25 00
19
5 255
2 2 252
25 75
25 2
5
2550
2650
25 2
2600
252
SP
252 5
5
G
M
8 -1
0
5
5
26 26 5 25
26 2650
2525
25
2525
26 00
50
30
26
26 00
26
25
26
25
00
25 75
29
50 25
So
25 2 5
Bra uth
n
ch
He
OVB-4 25 50
25 25
2525
255
0
25 25
2575
260 0
25
25
26
2525
O
V
00
0
255
25
25
50
2550
2600
50
252 5
25 25
252 5
260
0
25 75
2550
2625
255
0
2575
26
2600
00
2575
260
2575
2600
2600
2575
50
26
25
0
2575
2600
2600
2625
2600
75
5 257
25 25
25
2600
7 2 25 5 5
34
25 75
50
26
35
00
2625
26
25
33
2575
25
50
31
50 25
32
2575
2625
25
26
25
2550
2600
2550
262
2625
2550
5
25
0 260
50
T139N T138N
260 0
25
50
26
25
0 65
25
2600
2575
2550
25 50
255
26
0
26 25
2 25
2 575
25
2 260
25
26
26
25
75
25
2550
2600
0
26 26 2 25
5 25
Pond 2
5 25
2 25 5 25
2575
2550
252
2 25
5
257
5
2 25 75
art
e Riv
r
25
50
-14 GM 15 P 25 S GM25 SP
25
50
25
5 0 255
25
5 25 50 50
28
25
3 B-
27
25
25
SOVB-11
25
50
2575
25 50
255 0
26
25
75
25 50
25
5 255 0
30
25 2550
257 5
252 5
25 25
25
25
25
25
75
5 25 7 75
PIT 3
25 25
50
25
75
0 255
25 25 5 25
S u Sout
5 25 2 25
25
75
6 26 0 00
0 26 26
5 2525
50 25
2 25
5
h Tri h Tri
0 0
75 75 25 25
5 252
75 75 25
ry ry b ta buta
25 2550
25 2525
2 2 262 5
2625
2 25 50
25 50
2 2525
5 2525
25
262 5
36
2650
31
2 26
62 2625
5 25 5 50
00
26 00
2 25 50
26 00
25 0 50
2550
75 75
2 26
2 26
00
0 50
25
2
50
2625
75
2650
26
257 5
5 26 2
25
25 7
25 75
267 2675
27
00
T139N T138N
57 2575
2 0 2550
26 26 00 00
26 26 50
1,000
5
1,000 FEET SCALE 1:12,000 1 IN. EQUALS 1,000 FT. IF PRINTED AT 34 IN. X 44 IN.
500
0
0 0
262 2625
2 255 0 0
0 0 26 26
2 0 260 0
0 0
00 26
26
5 257
00 2600
260
25
26
0 00 5 60 5 26 57 2
5 5
75
PROJECT
LEGEND
MINE PIT BOUNDARY PERMIT BOUNDARY DISTURBANCE BOUNDARY DRAINAGE WAY D SEAM OUTCROP E SEAM OUTCROP E1 SEAM OUTCROP PONDS DIVERSIONS DITCH HAUL ROAD
6
RESIDENCE CULVERT GRASS FILTER/STRAW WATTLE OUT-OF-PIT SPOIL STOCKPILE SUITABLE PLANT GROWTH MATERIAL STOCKPILE SUITABLE OVERBURDEN MATERIAL STOCKPILE TOWNSHIP & RANGE
13
75 25
500 FT. BLASTING BUFFER FOR OCCUPIED DWELLINGS
26 26 50 50
REFERENCE
Permit Boundary: Norwest, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2009. Disturbance Boundary: Norwest, 02/05/2010. Township, Range and Section: ND HUB, 6/20/2006. Drainage Ways: Digitized from aerial photography, 6/19/2007. Contours: Generated from aerial photography stereo pairs, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet.
TITLE
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
EXPLOSIVE MATERIALS STORAGE ACCESS ROAD TOPOGRAPHY (10 FT. INTERVALS)
PIT LAYOUT AND FACILITIES MAP
PROJECT No. DESIGN CADD CHECK REVIEW JDS JDS JRH JRH 4284-01-400 02/01/10 09/03/10 09/09/10 09/09/10 FILE No. Pit and Facilities Map.dwg SCALE AS SHOWN REV. 1
2600
TOPOGRAPHY INDEX (25 FT. INTERVALS) MINE SUPPORT FACILITIES
SECTION
Figure 3.1-1
250
25 00
25 25 00 00
2525
2525
25 00
2525
25
25
00
2500
00 25
00 25
25
2550
0
247
2475
5
25 00
2 5 0 0
2 5
00
0
9
2500
2
2475
2 4 7 5
2
255
0 5 5
0
8
0
12
25
25 25
25 25
0
2 5 0 0
247
2475
7
2550
247
24
5
25 25
5
0
75
25
5
25 25
00
10
24 75
2475
2525
Heart River
2500
2475
2525
11
24 75
25 00
12
75
25 75
25 00
25
75
25 25
50 25
Heart River
2475
7
26
2600
25
247 5
2575
250 0
R99W
R98W
257
5
0 255
25 75
25 25
2500
24
2550
250 0
75
25
00
26 00
2650
25 50
2475
2475
25
2475
24 75
24
2550
2475
247
2500
5
26 25
2650
2550
2475
2500
25
2475
R98W R97W
250 0
2625
26 00
2 5 7 5
2675
0 255
Year 2027
2500
25 75
2625
25
2575
25
25 00
2424 7575
2475
257 5
5 247
2 6 5 0
2 26 5
2625
Year 2032
Year 2031
Year 2030
13
2600
25 50
Year 2026
26 00
26 25
25 25
2475
Year 2043
Year 2042
Year 2029
Year 2028
25 75
18
26 25
0
PIT 5
17
2575
00 26
Year 2035
Year 2034
Year 2033
2575
16
15
Year 2025
2
25 25
5 2 5
50 25
50 25
25 00
14
2475
2475
Year 2038
Year 2037
255
5 26
2550
0
13
18
Year 2036
25
50
PIT 2
2525
25 25
2525
Year 2024
25
25
25
26 50
50
26 00
26
2525
2625
Year 2023
Wes t Tri buta ry
26 00
2500
2575
00
00
5 267
50 26
6 5 0
26
00
5
2
5
25
25 50
00 25
2500
Y ea r2 02 1
2625
Y ea r2 02 0
Year 2041
75
Y ea r2 01 8
Y ea r2 01 7
21
Y ea r2 01 9
2625
20
25
2525
Y ea r2 01 6
250
00 26
0
22
25 00
2500
23
Year 2042
24
Y ea r2 01 5
19
75 26
Y ea r2 01 4
75
2
25 00
Year 2021
26 50
So uth Bra nch He art Riv er
26 50
50 26
5 26
0
262
5
2500
PIT 4b
Year 2042
26 25
Year 2022
2500
25
25 00
2650
2 6 5 0
2600
25 00
26 25
75 25
257 5
2550
2500
26 00
25 50
25 00
Year 2040
2525
2500
2575
25
255 0
25
25
252
5
75
25
25 25
2550
265 0
25
25
2600
25
25
26 25
265 0
2
250 0
2 5 0
2 5 5 0
0
2 5 7 5
250
5 2 5 2
2
5
0
0
0
2 5 0 0
2500
25 00
PIT 1
24
26 75
75
PIT 4a
00
252
19
2500
25
25 50
5
26 25
252 5
2650
252 5
2525
26
25 50
2 5 5 0
26 25
25 25
25
00
25
2575
252
2550
25
5
25 75
25
25
30
26
2 26
26
5
00
29
25 75
So
2525
u
th
an Br
ch
Ri rt a He
ve
r
2
2 5 2 5
50
25
5
2
25
5
75
25 50
255 0
28
2
25
2525
Year 2038
0 55
50 25
25
25
2 5 2 5
00
Year 2040
25
26 00
26
25
50 25
27
2550
25 25
25 50
257
5
2 5 5 0
255
0
26
25
75
2 5 5 0
25
25
Year 2039
25 50
30
257
25
5
25
75
26
00
25
25
25
2 5
75
25 75
0
25 25
25 25
255
PIT 3
25
5
75 25
50 25
75 25
25 25
5
25
25 50
2550
2600
25 50
25
00 26
25 75
0
2550
262
2575
50 25
252 5
2575
26
2575
2600
26
00
260 0
25
50
2575
2
5
5
00
75 25
0 260
25 25
25 25
2600
33
25 75
2575
34
25 75
50
35
26 00
26
32
2575
25
50
262
36
2575
2600 2625
2600
75
31
50 25
25
5
25 26
26 25
25 25
2550
0
Sou
25
26
25
25 25
25
00
26
252 5
25 25
25 75
th T r ib u ta ry
00
2600
2 5 7 5
2525
26 25
2625
2 5 5 0
2 5 5 0
2550
2600
25
00
2550
26
2625
2550
0 260
50
2
5
T138N
26 00
5
0
26 25
0 5 6 2
26 25
2600
2575
2550
25
50
25 50
T139N
2575
26 25
25
25
26 00
257
26
75
25
255 0
0
26 00
252 5
2525
262 5
2625
36
2650
31
26
262
25 50
00
26
25 50
26 00
25 50
5
25
2550
75
26
26 25
50
2625
25 75
25
50
T139N
2 7 0 0
1,000
500
0
1,000
2650
26 25
FEET
5
255
26 00
26
257 5
25 26
2
5
25 75
7
T138N
1 0 REV DATE
SCALE 1:12,000 1 IN. EQUALS 1,000 FT.
IF PRINTED AT 34 IN. X 44 IN.
26 00
25 50
0
50
2625
2675
5
26
26 00
00
0
260
2
6
0
26 25
09/09/10 03/31/10
JDS JDS DES
COMPLETENESS COMMENTS ORIGINAL PERMIT SUBMITTAL
JDS JDS CADD
JRH JRH CHK
JRH JRH RVW
25
2600
75
2
REVISION DESCRIPTION
26 2
PROJECT
LEGEND
PERMIT BOUNDARY MINE PIT BOUNDARY
DRAINAGE WAY
OVERBURDEN AND LIGNITE REMOVAL SEQUENCE
Year 2014 Year 2015 Year 2016 Year 2017 Year 2018 Year 2019 Year 2020 Year 2021 Year 2022
REFERENCE
Year 2038 Year 2039
Year 2040 Year 2041 Year 2042
Year 2030 Year 2031 Year 2032 Year 2033 Year 2034 Year 2035 Year 2036 Year 2037
Year 2023
Year 2024 Year 2025 Year 2026 Year 2027 Year 2028 Year 2029
TOPOGRAPHY (10 FT. INTERVALS)
2600
TOPOGRAPHY INDEX (25 FT. INTERVALS)
MINE SUPPORT FACILITIES
Year 2043
Permit Boundary: Norwest, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section: ND HUB, 6/20/2006. Drainage Ways: Digitized from aerial photography, 6/19/2007. Contours: Generated from aerial photography stereo pairs, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet.
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
SOUTH HEART, NORTH DAKOTA
TITLE
LIFE OF MINE OVERBURDEN AND LIGNITE REMOVAL SCHEDULE MAP
PROJECT No.
DESIGN CADD CHECK
REVIEW
4284-01-400
FILE No.
LOM Removal Timing.dwg
AS SHOWN
REV.
JDS JDS
JRH JRH
01/22/10 01/26/10 02/10/10 02/15/10
SCALE
1
TOWNSHIP & RANGE
13
SECTION
Figure 3.1-2
340'-0"
MAINTENANCE SAMPLE PREPARATION WAREHOUSE SMALL VEHICLE MAINTENANCE SHOP
STORAGE
MANAGER LUBRICATION AND FLUIDS STORAGE
ELECTRICAL AND HYDRAULIC REPAIR SHOP
TOOL
COAL LABORATORY
WORK AREA
83'-10"
TIRE SHOP EQUIPMENT
STORAGE OFFICE WAREHOUSE SHOP FORMAN
MEN'S
MECH
MAINTENANCE BAY
PM BAY
WASH BAY WELDING BAY TO RETAINING POND
TIRE SHOP SLAB
WOMEN'S
APPROACH APRON
PATIO - RAISED TRAILER ACCESS
OFFICE BUILDING
10'x40' DOUBLE-WDE
TRAILER
SAFETY AND TRAINING
10'x40' DOUBLE-WIDE
TRAILER
16
8
0
MINE SUPPORT
FACILITIES
16 FEET
SCALE 1:160 1 IN. EQUALS 16 FT.
IF PRINTED AT 22 IN. X 34 IN.
GRAVEL PARKING LOT
w/ BLOCK HEATERS
20 SPACES
0 REV
03/31/10
DATE
CJH DES
ORIGINAL
PERMIT SUBMITTAL
55'-0"
CJH CADD
JDS CHK
JRH RVW
REVISION DESCRIPTION
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
SOUTH HEART, NORTH DAKOTA
TITLE
MINE SUPPORT FACILITIES
(CONCEPTUAL)
PROJECT No.
DESIGN CADD CHECK
REVIEW
4284-01-400
FILE No.
Facilities & Fuel Depot.dwg
AS NOTED
REV.
CJH CJH JDS
JRH
01/26/10 02/02/10 02/10/10 02/15/10
SCALE
0
Figure 3.1-3a
COMPUTER MECH STORAGE NETWORK KITCHEN
DOCUMENT STORAGE VAULT
MINE ENGINEER
82'-2"
CONFERENCE ACCOUNT
SURVEYORS
ADMIN
RECEPTION
MINE COPIER CENTER MANAGER
SAFETY
66'-8"
8
4
0
8
FEET
SCALE 1:8 1 IN. EQUALS 8FT.
IF PRINTED AT 22 IN. X 34 IN.
0 REV
03/31/10
DATE
CJH DES
ORIGINAL
PERMIT SUBMITTAL
CJH CADD
JDS CHK
JRH RVW
REVISION DESCRIPTION
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
SOUTH HEART, NORTH DAKOTA
TITLE
OWNER'S OFFICES
OWNER'S OFFICES
(CONCEPTUAL)
PROJECT No.
DESIGN CADD CHECK
REVIEW
4284-01-400
FILE No.
Facilities & Fuel Depot.dwg
AS NOTED
REV.
CJH CJH JDS
JRH
01/26/10 01/26/10 02/10/10 02/15/10
SCALE
0
Figure 3.1-3b
20'-0"
DIESEL PUMPING TRAILER
(DOUBLE WALL TANK w/ PUMPS)
20'-0"
9,500 GAL
20'-0"
FABRIC SPILL LINER PROVIDED IN THE AREA
50
25
0
50 FEET
20'-0"
20'-0"
OF THE TRAILER PLUS 20' ALL SIDES AND A 20' x 20'
AREA THAT THE TRUCK FUELING WILL BE LOCATED
SCALE 1:50 1 IN. EQUALS 50 FT.
20'-0"
IF PRINTED AT 22 IN. X 34 IN.
LINER WILL BE BURIED UNDER 12"
OF FILL
03/31/10
DATE CJH DES ORIGINAL PERMIT SUBMITTAL CJH CADD JDS CHK JRH RVW
0 REV
REVISION DESCRIPTION
PROJECT
NOTES:
Fueling facility to be located in an area of localized depressed elevation sufficient in size to prevent spills from draining into waterways while the spill is being cleaned-up.
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
SOUTH HEART, NORTH DAKOTA
PLAN VIEW OF TRUCK FUELING STATION
TITLE
HAUL TRUCK FUELING DEPOT
(CONCEPTUAL)
PROJECT No.
DESIGN CADD CHECK
REVIEW
4284-01-400
FILE No.
Facilities & Fuel Depot.dwg
AS NOTED
REV.
CJH CJH JDS
JRH
01/26/10 02/02/10 02/10/10 02/15/10
SCALE
0
Figure 3.1-4
COMPUTER MECH STORAGE NETWORK KITCHEN
DOCUMENT STORAGE VAULT
MINE ENGINEER
82'-2"
CONFERENCE ACCOUNT
SURVEYORS
ADMIN
RECEPTION
MINE COPIER CENTER MANAGER
SAFETY
66'-8"
8
4
0
8
FEET
SCALE 1:8 1 IN. EQUALS 8FT.
IF PRINTED AT 22 IN. X 34 IN.
0 REV
03/31/10
DATE
CJH DES
ORIGINAL
PERMIT SUBMITTAL
CJH CADD
JDS CHK
JRH RVW
REVISION DESCRIPTION
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
SOUTH HEART, NORTH DAKOTA
TITLE
OWNER'S OFFICES
OWNER'S OFFICES
(CONCEPTUAL)
PROJECT No.
DESIGN CADD CHECK
REVIEW
4284-01-400
FILE No.
Facilities & Fuel Depot.dwg
AS NOTED
REV.
CJH CJH JDS
JRH
01/26/10 01/26/10 02/10/10 02/15/10
SCALE
0
Figure 3.1-3b
20'-0"
DIESEL PUMPING TRAILER
(DOUBLE WALL TANK w/ PUMPS)
20'-0"
9,500 GAL
20'-0"
FABRIC SPILL LINER PROVIDED IN THE AREA
50
25
0
50 FEET
20'-0"
20'-0"
OF THE TRAILER PLUS 20' ALL SIDES AND A 20' x 20'
AREA THAT THE TRUCK FUELING WILL BE LOCATED
SCALE 1:50 1 IN. EQUALS 50 FT.
20'-0"
IF PRINTED AT 22 IN. X 34 IN.
LINER WILL BE BURIED UNDER 12"
OF FILL
03/31/10
DATE CJH DES ORIGINAL PERMIT SUBMITTAL CJH CADD JDS CHK JRH RVW
0 REV
REVISION DESCRIPTION
PROJECT
NOTES:
Fueling facility to be located in an area of localized depressed elevation sufficient in size to prevent spills from draining into waterways while the spill is being cleaned-up.
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
SOUTH HEART, NORTH DAKOTA
PLAN VIEW OF TRUCK FUELING STATION
TITLE
HAUL TRUCK FUELING DEPOT
(CONCEPTUAL)
PROJECT No.
DESIGN CADD CHECK
REVIEW
4284-01-400
FILE No.
Facilities & Fuel Depot.dwg
AS NOTED
REV.
CJH CJH JDS
JRH
01/26/10 02/02/10 02/10/10 02/15/10
SCALE
0
Figure 3.1-4
12
7
8
9
10
11
12
7
R99W
R98W R98W R97W
13
18
PIT 5
17
16
15
14
13
18
UTILITIES TO BE DISCONNECTED AND/OR RE-ROUTED PRIOR TO 2021 UTILITIES TO BE DISCONNECTED
PIT 2
AND/OR RE-ROUTED PRIOR TO 2021
DC C
DC C
PIT 4b
UTILITIES TO BE
24
19
20
DISCONNECTED
21
AND/OR RE-ROUTED
22
PRIOR TO 2021
23
PIT 1
24
PIT 4a
19
25
30
29
28
27
26
25
30
UTILITIES TO BE DISCONNECTED AND/OR RE-ROUTED
PIT 3
DC
PRIOR TO 2038
36
31
32
33
34
35
36
31
T139N T138N T139N T138N
1,000
500 0
1,000
FEET
1
SCALE 1:12,000 1 IN. EQUALS 1,000 FT.
IF PRINTED AT 34 IN. X 44 IN.
6
5
4
3
2
REFERENCE
Permit Boundary: Norwest, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section: ND HUB, 6/20/2006. Projection: StatePlane, North Dakota South, NAD27, Feet.
1 REV
07/08/10
DATE
JDS DES
COMPLETENESS
COMMENT
JDS CADD
JRH CHK
JRH RVW
REVISION DESCRIPTION
PROJECT
LEGEND
PERMIT BOUNDARY AREA MINE PIT BOUNDARY
DC C
UTILITY DISCONNECT POINT (GENERAL AREA) UTILITY CONNECT POINT (GENERAL AREA)
STRUCTURE/BUILDING
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
(BUILDING, HOMESTEAD,
SILO, GRANARY, BARN,
SOUTH HEART, NORTH DAKOTA
TITLE
TOWNSHIP & RANGE
13
SECTION SOUTHWEST WATER AUTHORITY - WATER LINE WATER LINE RE-ROUTE
FARM STRUCTURE, etc.)
UTILITIES RE-ROUTE MAP WATER LINES
PROJECT No.
DESIGN CADD CHECK
REVIEW
4284-01-400
FILE No.
Utility Re-Route.dwg
AS SHOWN
REV.
JDS JDS
JRH JRH
09/08/09 01/27/10 02/10/10 02/15/10
SCALE
1
Figure 3.1-5a
12
7
8
9
10
11
12
7
R99W
R98W R98W R97W
13
18
PIT 5
17
16
15
14
13
18
UTILITIES TO BE DISCONNECTED AND/OR RE-ROUTED PRIOR TO 2021
PIT 2
UTILITIES TO BE DISCONNECTED AND/OR RE-ROUTED PRIOR TO 2021
DC C
C
DC C
C
PIT 4b
24
19
20
21
22
23
PIT 1
24
PIT 4a
19
25
30
29
28
27
26
25
30
UTILITIES TO BE DISCONNECTED AND/OR RE-ROUTED
PIT 3
DC
PRIOR TO 2038
36
31
32
33
34
35
36
31
T139N T138N T139N T138N
1,000
500 0
1,000
FEET
SCALE 1:12,000 1 IN. EQUALS 1,000 FT.
IF PRINTED AT 34 IN. X 44 IN.
1
LEGEND
PERMIT BOUNDARY AREA MINE PIT BOUNDARY
DC C
6
UTILITY DISCONNECT POINT (GENERAL AREA) UTILITY CONNECT POINT (GENERAL AREA)
SPRINT-NEXTEL FIBER OPTIC LINE
STRUCTURE/BUILDING
5
REFERENCE
(BUILDING, HOMESTEAD,
SILO, GRANARY, BARN,
1 REV
07/08/10
DATE
JDS DES
COMPLETENESS COMMENT REVISION DESCRIPTION
JDS CADD
JRH CHK
JRH RVW
PROJECT
TOWNSHIP & RANGE
13
SECTION
FARM STRUCTURE, etc.)
AT&T FIBER OPTIC LINE
FIBER OPTIC LINE/CORRIDOR
Permit Boundary: Norwest, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section: ND HUB, 6/20/2006. Projection: StatePlane, North Dakota South, NAD27, Feet.
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
SOUTH HEART, NORTH DAKOTA
TITLE
UTILITIES RE-ROUTE MAP COMMUNICATION LINES
PROJECT No.
DESIGN CADD CHECK
REVIEW
CONSOLIDATED TELECOM - COPPER LINE (PHONE LINE)
PHONE LINE RE-ROUTE
4284-01-400
FILE No.
Utility Re-Route.dwg
AS SHOWN
REV.
JDS JDS
JRH JRH
09/08/09 01/27/10 02/10/10 02/15/10
SCALE
1
Figure 3.1-5b
12
7
8
9
10
11
12
7
R99W
R98W R98W R97W
13
18
PIT 5
17
16
15
14
13
18
PIT 2
UTILITIES TO BE DISCONNECTED
PRIOR TO 2033
Natural Gas Station
DC
PIT 4b
DC
24
C
DC
19
UTILITIES TO BE
20
DISCONNECTED
21
PRIOR TO 2021
22
23
UTILITIES TO BE DISCONNECTED AND/OR RE-ROUTED PRIOR TO 2020
PIT 1
24
PIT 4a
19
DC C
25
30
29
28
27
26
25
30
PIT 3
36
31
32
33
34
35
36
31
T139N T138N T139N T138N
1,000
500 0
1,000
FEET
SCALE 1:12,000 1 IN. EQUALS 1,000 FT.
1
IF PRINTED AT 34 IN. X 44 IN.
6
5
4
3
REFERENCE
Permit Boundary: Norwest, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section: ND HUB, 6/20/2006. Projection: StatePlane, North Dakota South, NAD27, Feet.
1 REV
07/08/10
DATE
JDS DES
COMPLETENESS COMMENT REVISION DESCRIPTION
JDS CADD
JRH CHK
JRH RVW
PROJECT
LEGEND
PERMIT BOUNDARY AREA MINE PIT BOUNDARY
DC C
UTILITY DISCONNECT POINT (GENERAL AREA) UTILITY CONNECT POINT (GENERAL AREA)
STRUCTURE/BUILDING
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
(BUILDING, HOMESTEAD,
SILO, GRANARY, BARN,
SOUTH HEART, NORTH DAKOTA
TITLE
TOWNSHIP & RANGE
13
SECTION UNDERGROUND GAS OR ELECTRIC UTILITY - MONTANA-DAKOTA UTILITIES UNDERGROUND GAS LINE RE-ROUTE WILLSTON BASIN INTERSTATE PIPELINE COMPANY - GAS LINE
FARM STRUCTURE, etc.)
UTILITIES RE-ROUTE MAP UNDERGROUND GAS AND ELECTRIC LINES
PROJECT No.
DESIGN CADD CHECK
REVIEW
4284-01-400
FILE No.
Utility Re-Route.dwg
AS SHOWN
REV.
JDS JDS
JRH JRH
09/08/09 01/27/10 02/10/10 02/15/10
SCALE
1
Figure 3.1-5c
12
7
8
9
10
11
12
7
R99W
R98W
345 kV
41.6 kV
R98W R97W
13
18
PIT 5
17
16
15
14
13
18
UTILITIES TO BE DISCONNECTED AND/OR RE-ROUTED PRIOR TO 2021 UTILITIES TO BE DISCONNECTED
PIT 2
UTILITIES TO BE DISCONNECTED AND/OR RE-ROUTED PRIOR TO 2021
DC
AND/OR RE-ROUTED
PRIOR TO 2033
DC C DC
C
DC C
PIT 4b
UTILITIES TO BE DISCONNECTED
230 kV
24
19
20
Substation
21
AND/OR RE-ROUTED
22
PRIOR TO 2021
23
PIT 1
24
PIT 4a
19
25
30
29
28
27
26
25
30
PIT 3
36
31
32
33
34
35
36
31
T139N T138N T139N T138N
1,000
500 0
1,000
FEET
SCALE 1:12,000 1 IN. EQUALS 1,000 FT.
IF PRINTED AT 34 IN. X 44 IN.
1
6
5
4
3
REFERENCE
Permit Boundary: Norwest, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section: ND HUB, 6/20/2006. Projection: StatePlane, North Dakota South, NAD27, Feet.
1 REV
07/08/10
DATE
JDS DES
COMPLETENESS COMMENT REVISION DESCRIPTION
JDS CADD
JRH CHK
JRH RVW
PROJECT
LEGEND
PERMIT BOUNDARY AREA MINE PIT BOUNDARY
DC C
UTILITY DISCONNECT POINT (GENERAL AREA) UTILITY CONNECT POINT (GENERAL AREA)
STRUCTURE/BUILDING
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
(BUILDING, HOMESTEAD,
SILO, GRANARY, BARN,
SOUTH HEART, NORTH DAKOTA
TITLE
TOWNSHIP & RANGE
13
SECTION POWER LINE POWER LINE RE-ROUTE TRANSMISSION LINE
FARM STRUCTURE, etc.)
UTILITIES RE-ROUTE MAP POWER LINES
PROJECT No.
DESIGN CADD CHECK
REVIEW
4284-01-400
FILE No.
Utility Re-Route.dwg
AS SHOWN
REV.
JDS JDS
JRH JRH
09/08/09 01/27/10 02/10/10 02/15/10
SCALE
1
Figure 3.1-5d
7
8
9
10
11
12
7
R99W
R98W
345 kV
41.6 kV
SOUTH HEART
R98W R97W
18
PIT 5
17
16
15
14
13
18
PIT 2
OCCUPIED DWELLING
1
FARM BUILDINGS - TO BE REMOVED PRIOR TO MINING OCCUPIED DWELLING
2
FARM BUILDINGS -
TO BE REMOVED PRIOR TO MINING
3
FARM BUILDINGS - TO BE REMOVED PRIOR TO MINING
PIT 4b
230 kV
19
20
WAPA
Substation
21
22
23
PIT 1
OCCUPIED DWELLING
24
PIT 4a
4
FARM BUILDINGS - TO BE REMOVED PRIOR TO MINING
19
6
OCCUPIED DWELLING
FARM BUILDINGS
OCCUPIED DWELLING FARM BUILDINGS - TO BE REMOVED PRIOR TO MINING
30
29
28
27
26
25
30
PIT 3
31
32
33
34
35
36
2,000
1,000
0
2,000
31 SCALE 1:24,000 1 IN. EQUALS 2,000 FT.
IF PRINTED AT 17 IN. X 22 IN.
FEET
T139N T138N
LEGEND
PERMIT BOUNDARY AREA MINE PIT BOUNDARY ROADS TRANSMISSION LINE OVERHEAD POWER LINE
STRUCTURE/BUILDING
T139N
0
03/31/10
DATE
JDS
ORIGINAL PERMIT SUBMITTAL REVISION DESCRIPTION
JDS CADD
JRH CHK
JRH RVW
REV
DES
PROJECT
REFERENCE
(BUILDING, HOMESTEAD,
SILO, GRANARY, BARN,
Permit Boundary: Norwest, 11/10/2009. Mine Pit Boundary: Norwest, 01/20/2010.
PLSS: ND HUB, 6/20/2006.
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
SOUTH HEART, NORTH DAKOTA
TITLE
TOWNSHIP & RANGE
13
FARM STRUCTURE, etc.)
SECTION UNDERGROUND UTILITY - MONTANA-DAKOTA UTILITIES
Road: Digitzed from aerial photography, 6/19/2007 Projection: StatePlane, North Dakota South, NAD27, Feet.
EXISTING STRUCTURES MAP POWER LINES
PROJECT No.
DESIGN CADD CHECK
REVIEW
4284-01-400
FILE No.
Existing Structures.dwg
AS SHOWN
REV.
JDS JDS
JRH JRH
11/30/07
01/28/10 02/10/10 02/15/10
SCALE
0
Figure 3.2-1a
7
8
9
10
11
12
7
R99W
R98W R98W R97W
18
PIT 5
17
16
15
14
13
18
PIT 2
OCCUPIED DWELLING
1
FARM BUILDINGS
OCCUPIED DWELLING
2
FARM BUILDINGS
Natural Gas Station
3
FARM BUILDINGS
PIT 4b
19
20
21
22
23
PIT 1
OCCUPIED DWELLING
24
PIT 4a
4
FARM BUILDINGS
19
OCCUPIED DWELLING
FARM BUILDINGS
OCCUPIED DWELLING
FARM BUILDINGS
30
29
28
27
26
25
30
PIT 3
31
32
33
34
35
2,000
1,000
0
2,000
36
FEET
SCALE 1:24,000 1 IN. 31 EQUALS 2,000 FT.
IF PRINTED AT 17 IN. X 22 IN.
T139N T138N
LEGEND
PERMIT BOUNDARY AREA MINE PIT BOUNDARY
STRUCTURE/BUILDING
T139N
REV DATE
0
03/31/10
JDS DES
ORIGINAL PERMIT SUBMITTAL REVISION DESCRIPTION
JDS CADD
JRH CHK
JRH RVW
PROJECT
REFERENCE
(BUILDING, HOMESTEAD,
SILO, GRANARY, BARN,
Permit Boundary: Norwest, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010.
PLSS: ND HUB, 6/20/2006.
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
SOUTH HEART, NORTH DAKOTA
TITLE
TOWNSHIP & RANGE
13
SECTION WILLSTON BASIN INTERSTATE PIPELINE COMPANY - GAS LINE SOUTHWEST WATER AUTHORITY - WATER LINE
FARM STRUCTURE, etc.)
Road: Digitzed from aerial photography, 6/19/2007 Projection: StatePlane, North Dakota South, NAD27, Feet.
EXISTING STRUCTURES MAP GAS PIPE LINES AND WATER LINES
PROJECT No.
DESIGN CADD CHECK
REVIEW
4284-01-400
FILE No.
Existing Structures.dwg
AS SHOWN
REV.
JDS JDS
JRH JRH
11/30/07
01/28/10 02/10/10 02/15/10
SCALE
0
UNDERGROUND UTILITY (MONTANA-DAKOTA UTILITIES)
Figure 3.2-1b
7
8
9
10
11
12
7
R99W
R98W R98W R97W
18
PIT 5
17
16
15
14
13
18
PIT 2
OCCUPIED DWELLING
1
FARM BUILDINGS
OCCUPIED DWELLING
2
FARM BUILDINGS
3
FARM BUILDINGS
PIT 4b
19
20
21
22
23
PIT 1
OCCUPIED DWELLING
24
PIT 4a
4
FARM BUILDINGS
19
OCCUPIED DWELLING
FARM BUILDINGS
OCCUPIED DWELLING
FARM BUILDINGS
30
29
28
27
26
25
30
PIT 3
31
32
33
34
35
36
2,000
1,000
0
2,000
SCALE 1:24,000 1 IN. EQUALS 2,000 FT.
IF PRINTED AT 17 IN. X 22 IN.
31
FEET
T139N T138N
LEGEND
PERMIT BOUNDARY AREA MINE PIT BOUNDARY
T139N
0
03/31/10
DATE
JDS DES
ORIGINAL PERMIT SUBMITTAL REVISION DESCRIPTION
JDS CADD
JRH CHK
JRH RVW
REV
PROJECT
REFERENCE
AT&T FIBER OPTIC LINE
FIBER OPTIC LINE/CORRIDOR
STRUCTURE/BUILDING
(BUILDING, HOMESTEAD,
SILO, GRANARY, BARN,
Permit Boundary: Norwest, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010.
PLSS: ND HUB, 6/20/2006.
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
SOUTH HEART, NORTH DAKOTA
TITLE
TOWNSHIP & RANGE
13
SECTION
FARM STRUCTURE, etc.)
CONSOLIDATED TELECOM - COPPER LINE (PHONE LINE)
SPRINT-NEXTEL FIBER OPTIC LINE
Road: Digitzed from aerial photography, 6/19/2007 Projection: StatePlane, North Dakota South, NAD27, Feet.
EXISTING STRUCTURES MAP COMMUNICATION UTILITIES
PROJECT No.
DESIGN CADD CHECK
REVIEW
4284-01-400
FILE No.
Existing Structures.dwg
AS SHOWN
REV.
JDS JDS
JRH JRH
11/30/07
01/28/10 02/10/10 02/15/10
SCALE
0
Figure 3.2-1c
7
4659 ft
8
9
3805 ft
EXPLOSIVE
MATERIALS
10
448 2 ft
11
12
7
33 58 ft
STORAGE
R99W
R98W
345 kV
41.6 kV
SOUTH HEART
3802 ft
2174 ft
1559 ft
511 ft
R98W R97W
3136
ft
6227 ft
18
PIT 5
17
16
15
14
13
18
PIT 2
OCCUPIED DWELLING
FARM BUILDINGS
OCCUPIED DWELLING
FARM BUILDINGS
(TO BE REMOVED)
(TO BE REMOVED)
t 6f 170
ft
91 3
21
07 17
ft
201 t 4f
ft
FARM BUILDINGS
12 22
Natural Gas Station
19
ft
(TO BE REMOVED)
60 6
681 ft
PIT 4b
MAXIMUM PERMISSIBLE
1329 ft
1644 ft
230 kV
ft
19
20
WAPA
Substation
21
22
EXPLOSIVE WEIGHT CHART*
23
24
DISTANCE (ft.)
400 800
PIT 1
OCCUPIED DWELLING
FARM BUILDINGS
PIT 4a
(TO BE REMOVED)
69 1 ft
MAX. WEIGHT (lbs.) 19 53
212
1,200 1,600 2,000 2,400
OCCUPIED DWELLING
FARM BUILDINGS
476 846
1,322 1,904 2,592 3,385 4,284 5,289
2,800 3,200 3,600
OCCUPIED DWELLING
FARM BUILDINGS
1480 ft
(TO BE REMOVED)
1563 ft
30
29
28
293 ft
27
4,000
26
25
4,400 4,800 5,200
30
6,400
7,617 6,400 7,422 8,521
PIT 3
5624 ft
159 2f t
5,600 6,000
5550 ft
*lbs per 8 ms delay period
2,000 1,000
0
2,000
FEET
SCALE 1:24,000 1 IN. EQUALS 2,000 FT.
IF PRINTED AT 17 IN. X 22 IN.
31
32
33
34
35
36
1 0 REV
09/09/10 03/31/10
DATE
JDS JDS DES
COMPLETENESS
ORIGINAL PERMIT SUBMITTAL REVISION DESCRIPTION
31
COMMENT
JDS JDS CADD
JRH JRH CHK
JRH JRH RVW
PROJECT
T139N
LEGEND
PERMIT BOUNDARY MINE PIT BOUNDARY
WATER PIPELINES GAS PIPELINES
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
SOUTH HEART, NORTH DAKOTA
REFERENCE
MINE SUPPORT FACILITIES
TITLE
TOWNSHIP & RANGE
13
FIBER OPTIC LINE/CORRIDOR FIBER OPTIC LINE CONSOLIDATED TELECOM - COPPER LINE
STRUCTURE/BUILDING (BUILDING, HOMESTEAD, SILO, GRANARY, BARN, FARM STRUCTURE, etc.)
Permit Boundary: Norwest, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010.
PLSS: ND HUB, 6/20/2006.
BLASTING DISTANCES MAP
PROJECT No.
DESIGN CADD CHECK
REVIEW
SECTION
Projection: StatePlane, North Dakota South, NAD27, Feet.
4284-01-400
FILE No.
Blasting Distances.dwg
AS SHOWN
REV.
JDS JDS
JRH JRH
08/20/09
SCALE
1
500 FT BLASTING BUFFER
09/03/10
09/09/10 09/09/10
FOR OCCUPIED DWELLINGS
ELECTRIC LINES (UNDERGROUND, OVERHEAD LINES)
Figure 3.3-1
EXISTING LIGNITE SEAM TOE
EXISTING LIGNITE SEAM CREST
EXISTING HIGHWALL TOE
EXISTING HIGHWALL CREST
150'
LIGNITE SEAM 16'
NONEL TRUNKLINE DELAY
16'
LIGNITE SEAM
TYPICAL POWDER FACTOR = 0.25 LBS/TON
NONEL DOWNHOLE DELAY (TYPICALLY INSERTED IN BOOSTER)
ALREADY FRACTURED LIGNITE SEAM
ANFO BOOSTER
BLAST DESIGN PLAN VIEW
LOADED HOLE CROSS-SECTION
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
LEGEND
NONEL TRUNKLINE DELAY DRILL HOLE
TYPICAL BLAST DESIGN USING NONEL TRUNKLINES AND DOWNLINE DELAYS
PROJECT No. DESIGN CADD CHECK REVIEW JDS JDS JRH JRH 4284-01-400 09/11/07 09/11/07 02/10/10 02/15/10 FILE No. SCALE Blast Design.dwg NONE REV. 0
Figure 3.3-2
EXISTING LIGNITE SEAM TOE
EXISTING LIGNITE SEAM CREST
EXISTING HIGHWALL TOE
EXISTING HIGHWALL CREST
150'
LIGNITE SEAM 16'
TRUNKLINE DETONATING CORD
16'
DOWNHOLE DETONATING CORD LIGNITE SEAM TYPICAL POWDER FACTOR = 0.25 LBS/TON
ANFO BOOSTER
ALREADY FRACTURED LIGNITE SEAM
BLAST DESIGN PLAN VIEW
LOADED HOLE CROSS-SECTION
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
LEGEND
DETONATING CORD MS DELAY DRILL HOLE
TYPICAL BLAST DESIGN USING DETONATING CORD
PROJECT No. DESIGN CADD CHECK REVIEW JDS JDS JRH JRH 4284-01-400 09/11/07 09/11/07 02/10/10 02/15/10 FILE No. SCALE Blast Design.dwg NONE REV. 0
Figure 3.3-3
25
00 25
25
2475
24 75
25
9
2500
50
24 75
7
25
2550
2525
247
75 24
252
2550
8
2550
00
25
5
5
2 25 5
00
2475
10
24 7 5
25
CC#8
2475
15+00
5+00
2600
26
2650
2650
25
00
20
0+00
262
5
+0
0
10+00
2575
CC#9
EMPS 1b
10+00
2500
R99W R98W
2575
2
550
2550
75
252
5
2500
247
25
2550
2500
5
250
0
2475 24
75
50
252
2475
7 24 5
24
75
2475
00
2
5 57
252
24 7 5
Heart River
2500
2525
11
24 75
12
2625
26
26 25
257 5
25 00
5
Heart River
2475
7
25
50
2475
2500
5
24 7 5
2475
2500
EMPS 1a
15+00
2475
65+00 60+00
R98W R97W
247 5
2500
25
00
2550
20+00
60+00
25 55+00 25
2500
24247 75 5
00
75
75 25
2675
2625
20+00
CHR 2-4c
2575
CHR 2-3c
0+00 25+00 20+00 15+00 10+00 5+00
2575
25 26
CHR 5-2
2600
2625
25+
45+00
00 25
50+00
55+00
25
20+00
15+00
10+00
5+00
0+00
26 50
50+00
25 75
18
15+00
30+
26
2575
00
50 45+00
45+00 40+00 40+00 0+00
50+00
2475 2475
0 260
25 25
25 26
PIT 5
2 26
5
10+00
17
2575
00
40+00
20+00
16 2-4b CHR
20+00 15+00 10+00 5+00
25
35+00
45+00
252
25 25
5
255 0
35+00 0+00 25+00 20+00 15+00
CHR 2-3b
40+00
15
255
50 26
5+00
35+00
255
0
40+00
250
14
0
2475
2475
CHR 5-1
30+00
2550
0
35+00 35+00 30+00
13
25+00
15+00 0+00
25+00 20+00 15+00
10+00
CHR 2-5a
10+00 5+00 0+00
50 25 50
2575
45+00
10+00
5+00
18
25+00
PIT 2
25+00 20+00 15+00
25 25
30+00
25
30+00
25
26 50
50+00
2625
260
20+00
0+00
5+00
55+00
20+00
25+00 20+00 20+00
15+00
0
15+00
2525
CHR 2-5
35+00
30+00
60+00
20+00 26 0
25+00
CHR 2-4
15+00
00
10+00
CHR 2-3
10+00
5+00
5+00
CHR 2-2
262 5
26 50
5+00
10+00
CHR 2-1
65+00
10+00
15+00
0+00
85+00
80+00
75+00
70+00
65+00
60+00
55+00
50+00
45+00
40+00
35+00
20+00
15+00
5+00
25 25
30+00
+0
19
267 5
2625
15
+0
25
0
20
26 00
20
0
26
2625
70+00 65+00 60+00 55+00 50+00
21
45+00 40+00
CH R
105
10
35+00
30+00
75
5+ 00 2525
25
0
00 26
2500
0
CC#2
+0
1-1
000
22
90 +0 0
+00
25 00
85 +0
95+
00
00
CHR 4-2
+0
23
10+00
2500
25 25 CC#1
Sou th
+0
2
0
5 67
25
26
+0
110
CC#6
CC#7
50
+00
Bra nc
50
75
10+00
0
0+00 0+00
hH
2675
260 0
25+00
25
0+00
eart
25 50
30+00
0+00
00 25
105+0
0
CHR 4-3
25 00
10
0+
00
25 00
5+00
Rive
r
265
0
50 26
262
CVT70+51
5
70+00
5+00
10+00
0+00
2500
0+00
5+00
PIT 4b
5+00
25
10+00
15+00 Wes t Trib utary 15+00
2500
20+00 CHR 2-4a 20+00 15+00 10+00 5+00 0+00
CHR 2-3a
10+00 5+00
25+00 2525 0+00
0
25+00
26 00
2525
25+00
2 250+0 50 0
50
15
2600
5 257
CC#10
26
10 +0 0
CH R
00 5+
2500
0
+0
25
26 25
2500
265 0
25 00
50 25
75 25
2500
50 26
10+00
15+00
00 0+
2500
25
100 +00
2500
+ 90
2500
250
95+ 00
PIT 1
24
0+00 00
25
00
2650
250
262 5
0+
65+00
60+00
55+00
50+00
45+00
40+00
2525
2575
25 75
35 +0 0
2500
70+00
252
5
2525
2550
75+
0
257
5
1-2
00
80
00
PIT 4a 4-1 CHR
15+00 20+00 25+00 30+00
255
5+00
15+00
20+00
0
19
0
+ 80
+0
85
0
+0
00
2500
+0 75
0
0 0+00
70 +0 0 65
60 +0 0
25
5+00
10+00
00
+0
0
5 252
55
0
0
+0
+0
2550
30
5
252
+0
0
75
20 +0 0
15 +0 0
10 +0 0
2650
00
5+
0
25
55+00
40
+0
2525
40+00
50
45+00
2525
1-3
00
25
2550
CH R
60+00
25
45 +0 0
25 25
2600
25
26 25
0
65+00
25
2525
50
+0
0
2650
5
30
26
26 00
2
5 62
00 26
75
25
29
25
25
2 0 55
0 255
uth So
2525
25
nc Bra
hH
e
50
257
5
75 25
2550
25
25
25 25
25
R art
ive
r
0 +0 40 5+00
0+
0
25+00
20+00
25
2525
25
25
2575
25
20+00
CHR 3-252 2
5
25 25
15+00
25 75
257
5
260 0
15+00
10+00
75
25 50
252
25
0
5
255
10+00
15+00
0+00
25+00
5+00
30+00
25
25
50
2550
2600
25 50
252
0 0+
260 0
25
25
0
5
75
2550
2625
0 255
2575
26
00
2525
2575
260
2575
2600
2600
25
50
252
2575
5+00
25 50
0+00
0
2575
2600
75
2
2600
2600
575
25
2
2600
25 75
34
25 75
35
26 00
2625
26
5 52
33
2575
25 50
50
31
25
25
50
2525
32
2575
2625
25
2625
26 25
25 25
5
CHR 3-1
25 25
35+00
25
20+00
25
10+00
PIT 3
25
75
0 255
26 0
2550
2600
00
26
2550
2 26
2625
2550
00
2600
5
25 50
T139N T138N
2 600
26 25
25 50
26 25
0 65
25
2600
2575
2550
25
50
255
26
0
2575
25
26
25
26
26
25
75
25
26 25
2525
25 25
25
26 00
35
25
2575
0 +0 50
252
25
0 +0
50
30
0 +0 45
+0 0
25 0 +0
35+00
255
25
25
25
10+00
15+00
20+
0+00
50
25
50
35+ 00
30+00
28
25
30+00
27
10+00
2 25
5
50
2575
00
50 25
0
25+00
255 0
26
25
75
25
50
25
255 0
30
2550 0+00
5+00
25
2 25 5
2550
h Sout
5+00
25
75
26
25
00
00 26
2525
25
Tribu
75
25 75
tary
2600
2525
262 5
2625
50 25
25 50
26
25
262
26
5
2625
2650
36
2,000
2,000 FEET SCALE 1:24,000 1 IN. EQUALS 2,000 FT. IF PRINTED AT 17 IN. X 22 IN.
1,000
0
31
26
25 50
00
50 25
25 50
25 75
2550
26
26
00
50
25
2
50
2625
75
2650
26
257
25
5
00 27
PROJECT
LEGEND
PERMIT BOUNDARY MINE PIT BOUNDARY MAIN HAUL ROAD CENTERLINE LIGNITE RAMP CENTERLINE
13
REFERENCE
Permit Boundary: Norwest, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. PLSS: ND HUB, 6/20/2006. Drainage Ways: Digitized from aerial photography, 6/19/2007. Contours: Generated from aerial photography stereo pairs, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet.
T139N T138N
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
2575
2550
26 00
26 50
CULVERT DRAINAGE WAY TOPOGRAPHY (5 FT. INTERVALS) TOWNSHIP & RANGE SECTION
00
TITLE
GENERAL HAUL ROADS AND COAL RAMPS LAYOUT
PROJECT No. DESIGN CADD CHECK REVIEW JDS JDS JRH JRH 4284-01-400 01/28/10 09/03/10 09/09/10 09/09/10 FILE No.Haul Routes & Lignite Ramps.dwg SCALE AS SHOWN REV. 1
EXPLOSIVE MATERIALS STORAGE ACCESS ROAD MINE SUPPORT FACILITIES EXPLOSIVE STORAGE AREA
Figure 3.5-1
4'
16'
30'
30'
16'
4'
6" Scoria
1%
TOPSOIL SUBSOIL
C/L
1%
SUBSOIL SUB BASE
3:1
4:1
4:1
3:1
TOPSOIL SUBSOIL
TYPICAL HAUL ROAD CROSS-SECTION ON REGRADE
4'
16'
30'
30'
16'
4'
6" Scoria
1%
C/L
1%
COMPACTED FILL
4:1
4:1
HAUL ROAD CROSS-SECTION OF TYPICAL FILL AREA
4'
16'
30'
30'
16'
4'
15
15 FEET SCALE 1:180 1 IN. EQUALS 15 FT. IF PRINTED AT 11 IN. X 17 IN.
7.5
0
6" Scoria 1%
3:1
C/L
1%
4:1
4:1
3:1
HAUL ROAD CROSS-SECTION OF TYPICAL CUT AREA
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
I, James R. Hitt, certify that the plans for the Main Haul Road Cross-Sections were prepared by myself or under my direct supervision
MAIN HAUL ROAD TYPICAL CROSS-SECTIONS
PROJECT No. 4284-01-400 JDS JDS JRH JRH 01/28/10 01/29/10 02/10/10 02/15/10 FILE No.Haul Routes & Lignite Ramps.dwg SCALE AS SHOWN REV. 0 DESIGN CADD CHECK REVIEW
This document was originally issued and sealed by James R. Hitt, PE, registration number PE 2445 on February 15, 2010, and is stored at Golder Associates Inc., 44 Union Boulevard, Suite 300, Lakewood Colorado.
Figure 3.5-2
1'
3'
15'
15'
3'
1'
6" Scoria
3:1
4:1
C/L
1%
1%
4:1
3:1
SITE ACCESS ROAD CROSS-SECTION OF TYPICAL CUT AREA
1'
3'
15'
15'
3'
1'
6" Scoria
3:1
C/L
1%
10
4:1
1%
4:1
COMPACTED FILL
3:1
10 FEET SCALE 1:120 1 IN. EQUALS 10 FT. IF PRINTED AT 11 IN. X 17 IN.
5
0
SITE ACCESS ROAD CROSS-SECTION OF TYPICAL FILL AREA
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
I, James R. Hitt, certify that the plans for the Main Haul Road Cross-Sections were prepared by myself or under my direct supervision
ACCESS ROADS TYPICAL CROSS-SECTIONS
PROJECT No. 4284-01-400 JDS JDS JRH JRH 01/28/10 01/29/10 02/10/10 02/15/10 FILE No.Haul Routes & Lignite Ramps.dwg SCALE AS SHOWN REV. 0 DESIGN CADD CHECK REVIEW
This document was originally issued and sealed by James R. Hitt, PE, registration number PE 2445 on February 15, 2010, and is stored at Golder Associates Inc., 44 Union Boulevard, Suite 300, Lakewood Colorado.
Figure 3.5-3
PVC STA.6+99.51 PVC ELEV.2516.04
PVC STA.14+51.90 PVC ELEV.2519.87
PVC STA.19+42.16 PVC ELEV.2527.36
PVT STA.7+82.51 PVT ELEV.2516.57
PVT STA.14+64.90 PVT ELEV.2520.00
83.00VC 284.24K-Val 758.76SD
13.00VC 12.38K-Val 376.02SD
83.00VC 21.55K-Val 95.88SD
ELEVATION (FEET)
2550
0.78%
0.49%
1.54%
PVT STA.20+25.16 PVT ELEV.2527.04
2550
1 - 4 ft CMP or
-2.31 %
2500 0+00
1 - 5.5 ft CMP or
2500 V = 50:1
5+00
10+00 15+00 20+00 25+00 (FEET) STATION H = 500:1
EXPLOSIVE MATERIALS STORAGE SITE ACCESS ROAD 1b
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
LEGEND
EXISTING TOPOGRAPHY PROFILE HAUL ROAD PROFILE
I, James R. Hitt, certify that the plans for the Main Haul Road Cross-Sections were prepared by myself or under my direct supervision
EXPLOSIVE MATERIAL STORAGE AREA ACCESS ROAD PROFILE 1b
PROJECT No. 4284-01-400 JDS JDS JRH JRH 01/28/10 01/29/10 02/10/10 02/15/10 FILE No.Haul Routes & Lignite Ramps.dwg SCALE AS SHOWN REV. 0 DESIGN CADD CHECK REVIEW
This document was originally issued and sealed by James R. Hitt, PE, registration number PE 2445 on February 15, 2010, and is stored at Golder Associates Inc., 44 Union Boulevard, Suite 300, Lakewood Colorado.
Figure 3.5-5
PVC STA.28+59.82 PVC ELEV.2560.36
PVC STA.34+53.72 PVC ELEV.2558.52
PVC STA.49+40.07 PVC ELEV.2526.02
PVC STA.54+80.16 PVC ELEV.2521.46 PVT STA.55+19.84 PVT ELEV.2521.57
PVC STA.58+37.76 PVC ELEV.2526.00 PVT STA.59+62.24 PVT ELEV.2526.80
PVC STA.64+73.13 PVC ELEV.2526.25
PVT STA.31+40.18 PVT ELEV.2561.99
PVT STA.35+46.28 PVT ELEV.2556.98
PVT STA.49+65.45 PVT ELEV.2525.64
280.36VC 83.00K-Val 186.46SD
92.57VC 83.00K-Val 234.08SD
25.37VC 18.00K-Val 239.57SD
39.67VC 124.48VC 18.00K-Val 83.00K-Val 143.02SD 201.89SD
53.74VC 18.00K-Val 112.74SD
2600
-1.11%
-2.22 %
% 2.88
PVT STA.65+26.87 PVT ELEV.2526.99
2600
ELEVATION (FEET)
2550
2.27%
2550
-0.81%
1.39%
-0.11%
1 - 12 ft CMP
2500
1 - 12 ft round CMP or 2 - 7ft Arched or 1 - 7.25x11.5ft Arched
2500
2450 0+00 5+00
2450 V = 50:1
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE PROJECT No.
This document was originally issued and sealed by James R. Hitt, PE, registration number PE 2445 on February 15, 2010, and is stored at Golder Associates Inc., 44 Union Boulevard, Suite 300, Lakewood Colorado.
10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 60+00 65+00 70+00 75+00 STATION (FEET)
H = 500:1
EXPLOSIVE MATERIALS STORAGE SITE ACCESS ROAD 1a
PROJECT
LEGEND
EXISTING TOPOGRAPHY PROFILE HAUL ROAD PROFILE
I, James R. Hitt, certify that the plans for the Main Haul Road Cross-Sections were prepared by myself or under my direct supervision
EXPLOSIVE MATERIAL STORAGE AREA ACCESS ROAD PROFILE 1a
4284-01-400 JDS JDS JRH JRH 09/02/10 09/02/10 09/09/10 09/09/10 FILE No.Haul Routes & Lignite Ramps.dwg SCALE AS SHOWN REV. 1 DESIGN CADD CHECK REVIEW
Figure 3.5-6
PVC STA.102+32.68 PVC ELEV.2511.03
338.31VC 83.00K-Val 186.46SD
5.89VC 18.00K-Val 1000.00SD
48.82VC 18.00K-Val 120.33SD
35.30VC 18.00K-Val 160.59SD
338.22VC 151.00K-Val 251.50SD
5.95VC 4.03VC 18.00K-Val 1000.00SD 936.94SD
18.00VC 42.27K-Val 1000.00SD
2650 ELEVATION (FEET)
PVT STA.102+50.68 PVT ELEV.2511.01
PVC STA.3+30.77 PVC ELEV.2607.76
PVC STA.17+96.98 PVC ELEV.2567.49
PVC STA.36+75.52 PVC ELEV.2513.19
PVC STA.56+82.28 PVC ELEV.2508.98
PVC STA.64+30.82 PVC ELEV.2521.98
PVC STA.84+30.01 PVC ELEV.2516.65 PVT STA.84+35.96 PVT ELEV.2516.64
PVC STA.87+37.12 PVC ELEV.2516.26 PVT STA.87+41.15 PVT ELEV.2516.25
PVT STA.6+69.09 PVT ELEV.2603.77
PVT STA.18+02.88 PVT ELEV.2567.31
PVT STA.37+24.35 PVT ELEV.2512.44
PVT STA.57+17.58 PVT ELEV.2509.26
PVT STA.67+69.04 PVT ELEV.2524.23
2650
2600
0.86%
-3.2 2%
2600
2550
-2.89 %
Bridge Crossing South Heart Branch River
-0.18%
1 - 6 ft CMP
1.78%
1 - 3.75 ft CMP 1 - 3 ft CMP
-0.46%
-0.13%
2550
1 - 5 ft CMP
-0.35%
1 - 5 ft CMP
0.08%
5+00
MHR 1
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
LEGEND
EXISTING TOPOGRAPHY PROFILE HAUL ROAD PROFILE
I, James R. Hitt, certify that the plans for the Main Haul Road Cross-Sections were prepared by myself or under my direct supervision
MAIN HAUL ROAD SEGMENT 1 PROFILE
PROJECT No. 4284-01-400 JDS JDS JRH JRH 01/28/10 01/29/10 02/10/10 02/15/10 FILE No.Haul Routes & Lignite Ramps.dwg SCALE AS SHOWN REV. 0 DESIGN CADD CHECK REVIEW
This document was originally issued and sealed by James R. Hitt, PE, registration number PE 2445 on February 15, 2010, and is stored at Golder Associates Inc., 44 Union Boulevard, Suite 300, Lakewood Colorado.
V = 50:1
2500 0+00
2500 10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 60+00 65+00 70+00 75+00 80+00 85+00 90+00 95+00 100+00 105+00 110+00 115+00 STATION (FEET) H = 500:1
Figure 3.5-7
PVC STA.8+51.00 PVC ELEV.2512.45
PVC STA.22+49.74 PVC ELEV.2516.80
PVC STA.32+83.56 PVC ELEV.2552.39
PVC STA.40+50.73 PVC ELEV.2544.89
PVC STA.61+49.49 PVC ELEV.2555.24
18.00VC 76.14K-Val 1000.00SD
18.00VC 5.70K-Val 85.97SD
151.00VC 30.62K-Val 113.25SD
18.00VC 9.17K-Val 148.74SD
18.00VC 17.86K-Val 411.54SD
18.00VC 30.64K-Val 2344.98SD
2650
PVC ELEV.2564.27 PVT ELEV.2564.60
PVC STA.67+53.95 PVT STA.67+71.95
PVT STA.8+69.00 PVT ELEV.2512.49
PVT STA.22+67.74 PVT ELEV.2517.14
PVT STA.34+34.56 PVT ELEV.2553.90
PVT STA.40+68.73 PVT ELEV.2544.81
PVT STA.61+67.49 PVT ELEV.2555.42
2650
ELEVATION (FEET)
2600
2.10%
1.51%
2600
2550
% 3.47
0.08%
0.31%
-1.46%
0.50%
2550
2500 0+00
2500 V = 50:1
PROJECT
5+00
10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 60+00 65+00 70+00 75+00 80+00 85+00 90+00 STATION (FEET) H = 500:1
MHR 2
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
LEGEND
EXISTING TOPOGRAPHY PROFILE HAUL ROAD PROFILE
I, James R. Hitt, certify that the plans for the Main Haul Road Cross-Sections were prepared by myself or under my direct supervision
MAIN HAUL ROAD SEGMENT 2 PROFILE
PROJECT No. 4284-01-400 JDS JDS JRH JRH 01/28/10 01/29/10 02/10/10 02/15/10 FILE No.Haul Routes & Lignite Ramps.dwg SCALE AS SHOWN REV. 0 DESIGN CADD CHECK REVIEW
This document was originally issued and sealed by James R. Hitt, PE, registration number PE 2445 on February 15, 2010, and is stored at Golder Associates Inc., 44 Union Boulevard, Suite 300, Lakewood Colorado.
Figure 3.5-8
PVC STA.101+92.48 PVC ELEV.2508.50
20.90VC 18.00K-Val 320.88SD
16.71VC 18.00K-Val 484.78SD
15.46VC 252.38VC 18.00K-Val 83.00K-Val 576.18SD 186.46SD
17.11VC 18.00K-Val 461.88SD
31.41VC 18.00K-Val 182.68SD
135.15VC 138.24VC 83.00K-Val 196.20SD 194.87SD
19.05VC 18.00K-Val 376.22SD
15.33VC 18.00K-Val 587.56SD
13.44VC 18.00K-Val 831.15SD
15.04VC 18.00K-Val 615.20SD
ELEVATION (FEET)
2550
-1.22%
-0.06%
PVT STA.102+07.52 PVT ELEV.2508.67
PVC STA.11+89.55 PVC ELEV.2513.16
PVC STA.17+19.91 PVC ELEV.2512.73
PVC STA.26+92.27 PVC ELEV.2521.12
PVC STA.29+35.20 PVC ELEV.2525.26
PVC STA.42+18.03 PVC ELEV.2512.27
PVC STA.51+58.94 PVC ELEV.2508.80
PVC STA.57+32.42 PVC ELEV.2516.46 PVT STA.58+67.58 PVT ELEV.2517.23
PVC STA.60+30.88 PVC ELEV.2516.83 PVT STA.61+69.12 PVT ELEV.2515.34
PVC STA.66+18.89 PVC ELEV.2506.75
PVC STA.73+92.34 PVC ELEV.2500.07
PVC STA.90+47.79 PVC ELEV.2500.00
PVT STA.12+10.45 PVT ELEV.2513.03
PVT STA.17+36.63 PVT ELEV.2512.80
PVT STA.27+07.73 PVT ELEV.2521.32
PVT STA.31+87.58 PVT ELEV.2525.79
PVT STA.42+35.15 PVT ELEV.2512.13
PVT STA.51+90.34 PVT ELEV.2508.96
PVT STA.66+37.95 PVT ELEV.2506.49
PVT STA.74+07.66 PVT ELEV.2500.00
PVT STA.90+61.23 PVT ELEV.2500.05
2550
0.87%
1.73%
-1.31%
-0.36%
2500
1.38%
-0.24%
-1.91%
1.58%
-0.85%
0.00%
0.75%
2500
2450 0+00 5+00
2450 V = 50:1
PROJECT No.
This document was originally issued and sealed by James R. Hitt, PE, registration number PE 2445 on February 15, 2010, and is stored at Golder Associates Inc., 44 Union Boulevard, Suite 300, Lakewood Colorado.
10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 60+00 65+00 70+00 75+00 80+00 85+00 90+00 95+00 100+00 105+00 110+00 STATION (FEET)
H = 500:1
MHR 3
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
LEGEND
EXISTING TOPOGRAPHY PROFILE HAUL ROAD PROFILE
I, James R. Hitt, certify that the plans for the Main Haul Road Cross-Sections were prepared by myself or under my direct supervision
MAIN HAUL ROAD SEGMENT 3 PROFILE
4284-01-400 JDS JDS JRH JRH 01/28/10 01/29/10 02/10/10 02/15/10 FILE No.Haul Routes & Lignite Ramps.dwg SCALE AS SHOWN REV. 0 DESIGN CADD CHECK REVIEW
Figure 3.5-9
PVC STA.2+89.23 PVC ELEV.2610.93
PVC STA.17+78.63 PVC ELEV.2599.14
PVC STA.20+77.08 PVC ELEV.2594.76 PVT STA.21+22.92 PVT ELEV.2594.65
PVC STA.27+93.49 PVC ELEV.2601.64 PVT STA.28+06.51 PVT ELEV.2601.82
PVC STA.34+82.88 PVC ELEV.2613.76
PVT STA.5+10.77 PVT ELEV.2611.69
PVT STA.18+21.37 PVT ELEV.2598.61
221.54VC 83.00K-Val 186.46SD
42.74VC 45.83VC 83.00K-Val 18.00K-Val 428.08SD 126.25SD
13.02VC 18.00K-Val 916.94SD
61.74VC 83.00K-Val 312.45SD
ELEVATION (FEET)
2650
1.02%
PVT STA.35+44.62 PVT ELEV.2614.62
2650
2600
1.68%
-0.99%
-1.50%
1.76%
1.04%
2600
2550 0+00 5+00
2550 V = 50:1 10+00 15+00 20+00 25+00 30+00 35+00 40+00 STATION (FEET)
H = 500:1
MHR 4
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
LEGEND
EXISTING TOPOGRAPHY PROFILE HAUL ROAD PROFILE
I, James R. Hitt, certify that the plans for the Main Haul Road Cross-Sections were prepared by myself or under my direct supervision
MAIN HAUL ROAD SEGMENT 4 PROFILE
PROJECT No. 4284-01-400 JDS JDS JRH JRH 01/28/10 01/29/10 02/10/10 02/15/10 FILE No.Haul Routes & Lignite Ramps.dwg SCALE AS SHOWN REV. 0 DESIGN CADD CHECK REVIEW
This document was originally issued and sealed by James R. Hitt, PE, registration number PE 2445 on February 15, 2010, and is stored at Golder Associates Inc., 44 Union Boulevard, Suite 300, Lakewood Colorado.
Figure 3.5-10
INTERSTATE 94
INTERSTATE 94
121st AVEN UE SW
2
1
6
5
4
3
2
1
6
5
OLD HIGHWAY 10
11
12
7
8
9
10
11
12
122nd AVEN UE SW
7
8
R99W
R98W
R98W R97W
W MAIN AVENUE
4th STRE ET
38th STREET SW
14
13
18
PIT 5
17
16
15
14
13
18
17
PIT 2
CLOSE PRIOR TO
2021
39th STREET SW
CLOSE & REMOVE PRIOR TO 2021
RE-ESTABLISH AFTER RECLAMA TION PROCEEDS 2039
OPEN AFTER RECLAMATION PROCEEDS 2044
CLOSE & REMOVE PRIOR TO 2021
RE-ESTABLISH AFTER RECLAMAT ION PROCEEDS 2028
39th STREET SW
PIT 4b
23
24
19
20
21
22
23
PIT 1
24
PIT 4a
RE-ESTABLISHED
AFTER
19
20
40th STREET SW
RECLAMATION CLOSE&REMOVE PROCEEDS 2041 PRIOR TO 2014
OVER/UNDERPASS - TO BE DESIGNED AND CONSTRUCTED
PRIOR TO 2038
40th STREET SW
BRIDGE - TO BE DESIGNED AND CONSTRUCTED PRIOR TO
2014
26
25
30
29
28
27
26
25
30
29
RE-ESTABLISHED
AFTER
RECLAMATION
CLOSE&REMOVE
PRIOR TO 2014
PIT 3
CLOSE PRIOR TO 2014 OPEN AFTER SITE IS MINED OUT 2044
41st STREET SW 125th AVEN UE SW
CLOSE PRIOR TO PROCEEDS 2041 2014 CONS TRUC T PRIO R TO 2014 OPEN AFTER SITE IS MINED OUT
2044
123rd AVEN UE SW
122nd AVEN UE SW
41st STREET SW
35
36
33
OPEN AFTER SITE IS MINED OUT
31
32
34
35
36
31
32
CLOSE
PRIOR
TO 2014
T139N T138N
CONSTRUCT PRIOR TO 2014
CONSTRUCT PRIOR TO 2014
3,000
T139N T138N
1,500
0
3,000
42nd STREET SW
FEET
SCALE 1:36,000 1 IN. EQUALS 3,000 FT.
IF PRINTED AT 17 IN. X 22 IN.
2
1
6
5
4
3
2
1
6
0 REV
03/31/10
DATE
5
JDS DES
ORIGINAL PERMIT SUBMITTAL REVISION DESCRIPTION
JDS CADD
JRH CHK
JRH RVW
PROJECT
LEGEND
PERMIT BOUNDARY MINE PIT BOUNDARY MINE SUPPORT FACILITIES
REFERENCE
Permit Boundary: Norwest, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010.
PLSS: ND HUB, 6/20/2006.
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE
SOUTH HEART, NORTH DAKOTA
TITLE
TOWNSHIP & RANGE
13
SECTION EXISTING ROAD IMPROVED SECTION FOR SITE ACCESS ROAD NEW SECTION FOR MINE SUPPORT FACILITIES ACCESS ROAD
Drainage Ways: Digitized from aerial photography, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet.
SITE ACCESS ROUTE MAP
PROJECT No.
DESIGN CADD CHECK
REVIEW
4284-01-400
FILE No.
Road Re-Route.dwg
AS SHOWN
REV.
JDS JDS
JRH JRH
01/28/10 01/29/10 02/10/10 02/15/10
SCALE
0
Figure 3.5-11a
45
13
50
126th Ave SW
125th Avenue SW
37th Street SW
55
13
60
65
13
70
75
13
80
85
L E G E N D
Bridge Over/Underpass
4
124th Avenue SW
123rd Avenue SW
122nd Avenue SW
R99W
4
R98W
121st Avenue SW
Highway 10 W
R98W
R97W
50
50
County Roads Major, County Maintained Road Section Line ROW Section Line Trail Closure (1) Operations Within 100 ft Southern Re-Route Permit Boundary Mine Pit Boundary Coal Removal Timing Railroad Township and Range Section Disturbance Area
12
Proposed closure planned in 202
7
8
37th 1/2 Street SW
9
10
11
12
7
7
Proposed closure planned in 2027 45
Proposed closure planned in 2025
2027
38th Street SW
45
Proposed operations within 100 ft planned in 2022
Proposed closure planned in 2027
Proposed closure planned in 203 5
13
18
2026
17
16
15
2025
14
St re et
13
4t h
18
2024
39th Street SW
2043 2042
2038
2037
2036
2035
2034
2033
Proposed closure planned in 2035
4
2032
2031
2023
Proposed closure planned in 2027
40
2030
2029 2028 2027
Proposed closure planned in 2020 2022
Proposed closure planned in 2040
2042
39th Street SW
4
Proposed operations within 100 ft planned in 2014
2021 2016 2015 2014
40
Proposed closure planned in 201
Proposed closure planned in 2014
24
19
20
2021
2020
2019
2018
2017
2041
2042
21
22
23
24
19
2040
9
40th Street SW
Proposed closure planned in 2019 35
Proposed closure planned in 2014
Over/Underpass - Planned to be designed and constructed in 2038
N O T E S
40th Street SW
Proposed closure for the life of mine Bridge - Planned to be designed and constructed in 2014
(1) All closed roads will reopen as reclamation proceeds. (2) Closure of 41st Street SW will not occur until the Southern Re-Route is in place. 35
Proposed closure planned in 2019
25
30
125th Avenue SW
126th Ave SW
29
28
Proposed closure for the life of mine
27
2040
26
25
30
R E F E R E N C E
41st Street SW
2038
2039
4
30
Proposed closure for the life of mine
Proposed closure for the life of mine
41st Street SW
4
30
Road Closure Information: Norwest, 9/16/2010. Permit Boundary: Norwest, 11/12/2009. Disturbance Area: Norwest, 9/16/2010. Mine Pits and Coal Removal Timing: Norwest, 1/21/2010. Township, Range and Sections: ND HUB, 6/20/2006. Roads: Digitized from aerial photography, 6/19/2006; categorized by Stark County Road Superintendent, 8/12/2010. Projection: StatePlane, North Dakota South, NAD27, Feet.
DRAFT
1,500 750 0
Proposed relocation planned in 201
Proposed closure for the life of min e
M:\GNPD\SouthHeart\ArcMap\Permit\CH3\Transportation.mxd | 9/28/2010 11:23:52 AM | AReither
36
31
32
33
124th Avenue SW
123rd Avenue SW
34
122nd Avenue SW
35
121st Avenue SW
36
31
SCALE 1:18,000 1 IN = 1,500 FT
1,500 FEET
IF PRINTED AT 22 IN X 34 IN
T139N
25000ft.N
REV
1
8/12/2010 DATE
DES
AJR
COMPLETENESS COMMENT REVISION DESCRIPTION
AJR GIS
CHK
AM
RVW
RLK
3
T138N
PROJECT
Proposed relocation planned in 2013
Proposed relocation planned in 2013
42nd Street SW
2
13
25
TITLE
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
4
1
13
6
13
5
55
13
4
60 65
3
70
1
75
13
6
80 85
RIGHT OF WAY CLOSURE AND ROAD RELOCATION MAP
PROJECT NO. DESIGN GIS CHECK REVIEW AJR AJR AM RLK 063-2122A 06/23/2010 09/15/2010 09/15/2010 09/15/2010 FILE SCALE Transportation.mxd AS SHOWN REV. 1
45000ft.E
1
50
6
5
4
Denver, Colorado
FIG 3.5-11B
3
LEGEND
SEDIMENT POND STUDY AREA PERMIT BOUNDARY DIVERSION MINE DITCH PIT BOUNDARY DISTURBANCE BOUNDARY STREAM CHANNEL DISTURBANCE STREAM BUFFER WETLAND BUFFER STREAM BUFFER SPGM STOCKPILE OVB STOCKPILE SOVB STOCKPILE CULVERT CONCRETE ARCH BRIDGE HAUL ROAD ACCESS ROAD ROAD FACILITY AREA SECTION TOPOGRAPHY (5 FT. INTERVALS)
SPGM-7
SPGM-5
17
PIT 5
16
15
14
PIT 2
23
SPGM-9 SPGM-10
PIT 4b
21 22
SO VB
FACILITY AREA Sump
23
20
PIT 1
VB -10
-1 6
-9
Pond 1
VB -8
SO
PIT 4a
SP GM
SPGM-11 SPGM-12
SO
Pond 2
29
28
SEE FIGURE 3.5-13 & 3.5-14 FOR BRIDGE DETAILS
27
26
PROJECT
PIT 3
0
2000'
4000'
TITLE
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
Feet REFERENCE
T139N R98W Permit Boundary: IEI, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section: ND HUB, 6/20/2006. Drainage Ways: Digitized from aerial photography, 6/19/2007. Contours: Generated from aerial photography stereo pairs, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet. Contours are set at 5' intervals, unless otherwise specified.
CULVERT & BRIDGE LOCATIONS
PROJECT No. DESIGN CADD CHECK REVIEW APO JLS JRH JRH 23-428403 2/15/10 2/15/10 2/15/10 2/15/10 FILE No. SCALE
Ponds & Ditches.dwg
AS SHOWN
REV.
1
Figure 3.5-12
80 25
25 20
180+ 00 178 +00 17 6+ 00 17 4+ 00 17 2+ 00 17 0+ 00 16 8+ 00 166 +00 164+ 00 162+0 0
130 +00 132 +00 134 +00 136 +00 138 +00 140 14 +00 2+ 00 14 4+ 00
14
25 3
0
LEGEND
2510
251 0
+00 186 184+00
182+00
FLOODPLAIN FEMA 100 YEAR HEC-RAS CROSS SECTION STREAM ALIGNMENT BRIDGE LOCATION TOPOGRAPHY (2 FT. INTERVALS)
136 +
25 20
160+00
158+00 0 156+0 +00 154
184+00 182+00 1 80 178 +00 17 +00 6+ 00 17 4+ 00 17 2+ 00 17 0+ 00 16 8+ 00 166 +00
00
2255 54 0 8
164+ 00
162+0
0
0
255 0
160+00
50 155+ 00 154+ 5 +2 153
158+00
00 8+ 18 00 0+ 19 00 2+ 19 00 4+ 19 00 6+ 8 19 7+2 19
138 +00 140 +00
2+ 00
00
2530
00 6+ 00 14 8+ 0 14 0 0+ 15 +00 152
14 4+
14 6+ 50
14 8+
1000'
2000'
00
15
254
00 0+
0
Feet
RIVER CROSS SECTION PLAN VIEW
TOPOGRAPHY (2 FT. INTERVALS)
+00 1522+63 15
255
0
2570
2560
2550 Elevation (ft)
RIVER CROSS SECTION AT STA 16+325
LOOKING DOWNSTREAM Scale: 1"=250' Vertical Exaggeration 10x
2540
2530
2520
2510
2500 0
500
1000
1500 Station (ft)
2000
2500
3000
RIVER CROSS SECTION AT STA 18+400
2545 2540 Elevation (ft) 2535 2530 2525 2520 2515 25100
TITLE PROJECT
LOOKING DOWNSTREAM Scale: 1"=250' Vertical Exageration 10x
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
500 1000 Station (ft) 1500 2000 2500
REFERENCE
T139N R98W Permit Boundary: IEI, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section: ND HUB, 6/20/2006. Drainage Ways: Digitized from aerial photography, 6/19/2007. Contours: Generated from aerial photography stereo pairs, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet. Contours are set at 5' intervals, unless otherwise specified.
SOUTH BRANCH HEART RIVER HEC-RAS ANALYSIS AND CROSS SECTIONS
PROJECT No. DESIGN CADD CHECK REVIEW APO JLS JRH JRH 23-428403 2/15/10 2/15/10 2/15/10 2/15/10 FILE No. SCALE
Ponds & Ditches.dwg
AS SHOWN
REV.
1
Figure 3.5-13
ELEVATION
Scale: 1"=20'
Q100 Water Surface Elev = 2,519.07' amsl Q50 Water Surface Elev = 2,516.48' amsl Q10 Water Surface Elev = 2,514.8' amsl
NOTES: The bridge will be prefabricated off-site and delivered by Contech Construction Products Inc. This drawing is not to be use for construction, and bridge design may vary with final construction. Bridge assembly shall be done in accordance to Contech CON/SPAN bridge system instructions. Bridge placement and foundation shall be built according to State and local code. Precast wing walls to be included for CON/SPAN bridge. Site -specified soils and topography required for design of footer foundation.
LEGEND
ROAD ALIGNMENT 25 FT WETLAND BUFFER 100 FT STREAM BUFFER DISTURBANCE BOUNDARY TOPOGRAPHY (2 FT. INTERVALS)
0
300'
600'
Feet
BRIDGE PLAN
TOPOGRAPHY (2 FT. INTERVALS)
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
REFERENCE
T139N R98W Permit Boundary: IEI, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section: ND HUB, 6/20/2006. Drainage Ways: Digitized from aerial photography, 6/19/2007. Contours: Generated from aerial photography stereo pairs, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet. Contours are set at 5' intervals, unless otherwise specified.
SOUTH BRANCH HEART RIVER HAUL ROAD BRIDGE PLAN
PROJECT No. DESIGN CADD CHECK REVIEW APO JLS JRH JRH 23-428403 2/15/10 2/15/10 2/15/10 2/15/10 FILE No. SCALE
Ponds & Ditches.dwg
AS SHOWN
REV.
1
PREFABRICATED CONCRETE BRIDGE CROSS SECTION
Figure 3.5-14
LEGEND
SEDIMENT POND STUDY AREA PERMIT BOUNDARY DIVERSION MINE DITCH PIT BOUNDARY DISTURBANCE BOUNDARY WATERSHED BOUNDARY SUB-WATERSHED BOUNDARY FOR CVT 70+51 SUB-WATERSHED BOUNDARY FOR CVT 55+75 STREAM CHANNEL SPGM STOCKPILE OVB STOCKPILE SOVB STOCKPILE SMALL AREA EXEMPTION BERM CULVERT CONCRETE ARCH BRIDGE PUMP STATION HAUL ROAD ACCESS ROAD ROAD GRASS FILTER BMP STRAW WATTLE BMP FACILITY AREA SECTION TEMPORARY DIVERSION DD1A TEMPORARY DIVERSION DD1B TEMPORARY DIVERSION DD2A TEMPORARY DIVERSION DD2B TEMPORARY DIVERSION DD3 TOPOGRAPHY (5 FT. INTERVALS)
7
8
9
10
11
12
Pond 6
Pond 3
SPGM-8 SPGM-7
SPGM-5
SPGM-1
Pond 5
SPGM-2
23
SOVB-2
SWS1-1
PIT 5
HIGHWALL PROTECTION POND 1
17
SOVB-5
16
SOVB-3
SOVB-1
18
OVB-2
15
14
13
HIGHWALL PROTECTION POND 2
SOVB-6
SWS1-1
SOVB-7
PIT 2
SW 2-1
SW 1-1
SOVB-4
SPGM-4
Pond 4
SPGM-9 SPGM-10
SW 3-2 SW 2-2
SPGM-3
OOB V V-6B6
PIT 4b
SPGM-19
SPGM-6 SPGM-20
SWS1-2
SPGM-21
21 22
FACILITY AREA
23
Sump
SOVB-12
SO V
B-
9
19
20
PIT 1
-10 VB
-1 6
VB
-8
Pond 1
SOVB-13
SO
SO
SPGM-11 SPGM-12
SP G M 7 -1
SP
GM
S
M PG
8 -1
Pond 2
30
29
28
O V 3 B-
27
OVB-4
SP
GM SP
GM
14
15
SOVB-11
26
OVB-5
2B DD
SWS3-1
24
Pond 10
PIT 4a
25
PIT 3
0
1000'
2000'
Feet
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
REFERENCE
T139N R98W Permit Boundary: IEI, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section:: ND HUB, 6/20/2006. Drainage Ways: Digitized from aerial photography, 6/19/2007. Contours: Generated from aerial photography stereo pairs, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet. Contours are set at 5' intervals, unless otherwise specified.
LIFE OF MINE WATER MANAGEMENT PLAN
PROJECT No. DESIGN CADD CHECK REVIEW APO JLS JRH JRH 23-428403 2/15/10 2/15/10 2/15/10 2/15/10 FILE No. SCALE
Ponds & Ditches.dwg
AS SHOWN
REV.
1
Figure 3.6-1
LEGEND
SEDIMENT POND STUDY AREA PERMIT BOUNDARY DIVERSION MINE DITCH DISTURBANCE BOUNDARY WATERSHED BOUNDARY SUB-WATERSHED BOUNDARY FOR CVT 70+51 SUB-WATERSHED BOUNDARY FOR CVT 55+75 TIME OF CONCENTRATION STREAM CHANNEL WETLAND BUFFER SPGM STOCKPILE OVB STOCKPILE SOVB STOCKPILE SMALL AREA EXEMPTION BERM CULVERT HAUL ROAD ACCESS ROAD ROAD STRAW WATTLE BMP FACILITY AREA SECTION TOPOGRAPHY (5 FT. INTERVALS)
23
SPGM-7
SPGM-5
16
15
14
SW 2-1
0
600'
1200'
SWS3-1
Feet
SPGM-9
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
REFERENCE
T139N R98W Permit Boundary: IEI, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section:: ND HUB, 6/20/2006. Drainage Ways: Digitized from aerial photography, 6/19/2007. Contours: Generated from aerial photography stereo pairs, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet. Contours are set at 5' intervals, unless otherwise specified.
PERMIT TERM WATER MANAGEMENT PLAN SHEET 1 OF 2
PROJECT No. DESIGN CADD CHECK REVIEW APO JLS JRH JRH 23-428403 2/15/10 2/15/10 2/15/10 2/15/10 FILE No. SCALE
Ponds & Ditches.dwg
AS SHOWN
REV.
1
Figure 3.6-2
SWS3-1
SPGM-9 SPGM-10
SW 2-2 SW 3-2
SWS1-2
21 22
VB 9 B8 SO
FACILITY AREA Sump
SO V
Ce
ll 2
Pond 1
PIT 1
VB -10
SO
SPGM-11 SPGM-12
SP
GM
-1
6
Pond 2
LEGEND
SEDIMENT POND STUDY AREA PERMIT BOUNDARY DIVERSION MINE DITCH PIT BOUNDARY DISTURBANCE BOUNDARY WATERSHED BOUNDARY SUB-WATERSHED BOUNDARY FOR CVT 70+51 SUB-WATERSHED BOUNDARY FOR CVT 55+75 TIME OF CONCENTRATION STREAM CHANNEL STREAM BUFFER WETLAND BUFFER SPGM STOCKPILE OVB STOCKPILE SOVB STOCKPILE SMALL AREA EXEMPTION BERM CULVERT CONCRETE ARCH BRIDGE HAUL ROAD ACCESS ROAD ROAD STRAW WATTLE BMP SECTION TOPOGRAPHY (5 FT. INTERVALS)
0
600'
1200'
Feet
PROJECT
23
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
REFERENCE
T139N R98W Permit Boundary: IEI, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section:: ND HUB, 6/20/2006. Drainage Ways: Digitized from aerial photography, 6/19/2007. Contours: Generated from aerial photography stereo pairs, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet. Contours are set at 5' intervals, unless otherwise specified.
PERMIT TERM WATER MANAGEMENT PLAN SHEET 2 OF 2
PROJECT No. DESIGN CADD CHECK REVIEW APO JLS JRH JRH 23-428403 2/15/10 2/15/10 2/15/10 2/15/10 FILE No. SCALE
Ponds & Ditches.dwg
AS SHOWN
REV.
1
Figure 3.6-3
LEGEND
0
300'
600'
DITCH ALIGNMENT SEDIMENT POND STREAM BUFFER WETLAND BUFFER STREAM CHANNEL DISTURBANCE BOUNDARY PIT BOUNDARY TOPOGRAPHY (5 FT. INTERVALS)
Feet
TYPICAL DITCH CUT SECTION
SCALE: 1"=6'
ll 2 Ce
Pond 1
TYPICAL DITCH FILL SECTION
SCALE: 1"=6'
CD-1A
PROJECT
ELEVATION
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
REFERENCE
T139N R98W Permit Boundary: IEI, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section: ND HUB, 6/20/2006. Drainage Ways: Digitized from aerial photography, 6/19/2007. Contours: Generated from aerial photography stereo pairs, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet. Contours are set at 5' intervals, unless otherwise specified.
DITCH CD-1A
PROJECT No. DESIGN CADD CHECK REVIEW APO JLS JRH JRH 23-428403 2/15/10 2/15/10 2/15/10 2/15/10 FILE No. SCALE
Ponds & Ditches.dwg
AS SHOWN
REV.
1
HORIZONTAL SCALE: 1"=300' VERTICAL EXAGGERATION X10
Figure 3.6-4
CD-2A
LEGEND
DITCH ALIGNMENT SEDIMENT POND STREAM BUFFER WETLAND BUFFER STREAM CHANNEL DISTURBANCE BOUNDARY PIT BOUNDARY CULVERT TOPOGRAPHY (5 FT. INTERVALS)
ELEVATION
HORIZONTAL SCALE: 1"=400' VERTICAL EXAGGERATION X 20
0
400'
800'
Feet
TYPICAL DITCH SECTION
SCALE: 1"=6'
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
REFERENCE
T139N R98W Permit Boundary: IEI, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section: ND HUB, 6/20/2006. Drainage Ways: Digitized from aerial photography, 6/19/2007. Contours: Generated from aerial photography stereo pairs, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet. Contours are set at 5' intervals, unless otherwise specified.
DITCH CD-2A
PROJECT No. DESIGN CADD CHECK REVIEW APO JLS JRH JRH 23-428403 2/15/10 2/15/10 2/15/10 2/15/10 FILE No. SCALE
Ponds & Ditches.dwg
AS SHOWN
REV.
1
Figure 3.6-5
LEGEND
SEDIMENT POND STREAM BUFFER WETLAND BUFFER STREAM CHANNEL DISTURBANCE BOUNDARY PIT BOUNDARY TOPOGRAPHY (5 FT. INTERVALS)
0
200'
400'
Feet
ELEVATION
A'
POND 1 PROFILE A - A'
SCALE: 1"=200'
ELEVATION
ll 2 Ce
Pond 1 Cell 1
POND 1 EMBANKMENT SECTION
SCALE: 1"=20'
CELL 1 POND 1 EMERGENCY SPILLWAY SECTION
SCALE: 1"=10'
A CELL 2 POND 1 OPEN SPILLWAY SECTION
SCALE: 1"=10'
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
REFERENCE
T139N R98W Permit Boundary: IEI, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section: ND HUB, 6/20/2006. Drainage Ways: Digitized from aerial photography, 6/19/2007. Contours: Generated from aerial photography stereo pairs, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet. Contours are set at 5' intervals, unless otherwise specified.
POND 1
PROJECT No. DESIGN CADD CHECK REVIEW APO JLS JRH JRH 23-428403 2/15/10 2/15/10 2/15/10 2/15/10 FILE No. SCALE
Ponds & Ditches.dwg
AS SHOWN
REV.
1
Figure 3.6-6
0
200'
400'
POND 2 PROFILE B - B'
Feet
ELEVATION
B'
POND 2 PROFILE
SCALE: 1"=200'
Pond 2
ELEVATION POND 2 EMBANKMENT SECTION
SCALE: 1"=20'
LEGEND B
SEDIMENT POND STREAM BUFFER WETLAND BUFFER STREAM CHANNEL DISTURBANCE BOUNDARY PIT BOUNDARY TOPOGRAPHY (5 FT. INTERVALS)
POND 1 EMERGENCY SPILLWAY SECTION
SCALE: 1"=10'
PROJECT
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
REFERENCE
T139N R98W Permit Boundary: IEI, 11/12/2009. Mine Pit Boundary: Norwest, 01/20/2010. Township, Range and Section: ND HUB, 6/20/2006. Drainage Ways: Digitized from aerial photography, 6/19/2007. Contours: Generated from aerial photography stereo pairs, 6/19/2007. Projection: StatePlane, North Dakota South, NAD27, Feet. Contours are set at 5' intervals, unless otherwise specified.
POND 2
PROJECT No. DESIGN CADD CHECK REVIEW APO JLS JRH JRH 23-428403 2/15/10 2/15/10 2/15/10 2/15/10 FILE No. SCALE
Ponds & Ditches.dwg
AS SHOWN
REV.
1
Figure 3.6-7
Pond 6
LEGEND
Pond 3
Pond 5
23
17
16
15
SEDIMENT POND STUDY AREA PERMIT BOUNDARY DIVERSION MINE DITCH PIT BOUNDARY DISTURBANCE BOUNDARY WATERSHED BOUNDARY TIME OF CONCENTRATION STREAM CHANNEL SPGM STOCKPILE SOVB STOCKPILE OVB STOCKPILE SMALL AREA EXEMPTION BERM CULVERT CONCRETE ARCH BRIDGE HAUL ROAD ACCESS ROAD ROAD GRASS FILTER BMP STRAW WATTLE BMP SECTION TOPOGRAPHY (5 FT. INTERVALS)
PIT 2
SPGM-9 SPGM-10
0 1000' 2000'
Feet
21 22
FACILITY AREA
PROJECT Sump
SOUTH HEART COAL LLC SOUTH HEART LIGNITE MINE SOUTH HEART, NORTH DAKOTA
TITLE
Pond 1
PIT 1
10
Pond 10
SMALL AREA EXEMPTIONS - STOCKPILE CONTAINMENT DESIGNS
PROJECT No. DESIGN CADD CHECK REVIEW APO JLS JRH JRH 23-428403 2/15/10 2/15/10 2/15/10 2/15/10 FILE No. SCALE
Ponds & Ditches.dwg
VB -
AS SHOWN
REV.
1
SO
Figure 3.6-8
APPENDIX 3.3-1 BLAST RECORD
South Heart Lignite Mine Blasting Record Date: Time: Wind Direction: Wind Velocity: Temperature (X): Material Blasted (X): Average Depth of Holes: Length of Stemming: Decking: Were mats used: Yes Yes No No <0 Coal: feet (ft) ft 10-32: Shale: Diameter of Holes: Type of Stemming: Number of decks per hole: Type of Mat: ft Direction of Building: Length of Decks Weight of Mat: ft lbs Scaled Distance: Pattern (X): Staggered: Square: a.m. p.m. Job: Blaster: Weather (X): 10-32: 32-50: Sandstone: inches Clear 32-50: 50-70: Other: Permit: Signature: Partly Cloudy 50-70: 70 and above: Comments: Reason for Unscheduled Blast: Burden: ft Spacing: ft Location: License #: Cloudy Rain Pattern #: # of Helpers: Snow
Other Precautions:
Distance to nearest non-company building:
Number of Holes:
Pounds (lbs)/Hole
Maximum lbs/Hole
Method of Firing
Maximum Weight of Explosives allowable in 8 ms Delay Actual Weight of Explosive used within an 8 ms Delay High Explosives: lbs lbs lbs lbs SUBTOTAL N.C.N lbs tubes Type of Delays used: lbs bulk ANFO SUBTOTAL Slurry: Prima Cord: Grain: B.C.Y. ft oz. Total Explosives Used: Powder Factor: lbs lbs lbs Number of Delays Used: Seq. Position Used: Number of Caps Used: Number of Caps Used: Seq. Time Used: Length of Leg wires: Length of Leg wires: ft ft x power primers x power primers cast primers (Other: ) lbs Nonel: Other: Type of Circuit (X): Actual number of Holes Detonated within an 8 ms Delay Machine (X): Sequential: Nonel: Other: Series: CD-600: Electric Cap: Explanation: Parallel: Other:
Method of Detonation (X):
Was blast Seismographed: Person Taking Record:
Yes
No
Location of Seismograph: Seismograph reading: Vibration: Decibels:
Distance to Blast:
Direction:
Golder Associates
Revision 0
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_APP3_3-1_R0_22FEB10.xlsSheet1
SHSH-1001/063-2212A
APPENDIX 3.3-1 BLAST RECORD
South Heart Lignite Mine Blasting Record - Sketch of Blast Pattern
LEGEND X - Delay O - Drill Hole □ - Decking
__
- Det Cord Burden: Spacing:
Highwall
Overburden - Coal Edge
SPOILS
Golder Associates
Revision 0
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_APP3_3-1_R0_22FEB10.xlsSheet1
SHSH-1001/063-2212A
Great Northern Project Development L.P.
1022 East Divide Avenue, Suite E Bismarck, ND 58501 701-223-8783
NOTICE OF BLASTING SCHEDULE SOUTH HEART COAL LLC
As required by Pubic Law 95-87 and the Rules and Regulations promulgated there under (part 715.19 – Office of Surface Mining Reclamation and Enforcement, Department of the Interior) and Chapter 38-14.1 of the North Dakota Century Code, Section 69-05-.2-17-03 of the North Dakota Administrative Code, South Heart Coal LCC (SHC) is hereby giving notice of the blasting schedule for the area know as South Heart Lignite Mine, located near the town of South Heart, North Dakota. Blasting may only occur between sunrise and sunset Monday through Saturday, January 1, 2014 – December 31, 2014. Ramps into pit areas where blasting is to occur will be blocked. Prior to blasting, all the mine access roads within the vicinity of the blast area will be posted with blast warning signs. Prior to detonating the blast, audible warning signals will be sounded. The sound is a follows: •
Pre-Blast Warning: A 1 minute (60 seconds) steady siren warning 5 minutes prior to the blast. Blast Warning: A 1 minute (60 seconds) wailing siren will sound prior to final detonation to notify all personal of the pending blast. All Clear Signal: Following the blast, the blast site will be inspected for misfires and once the blast site is cleared, a steady siren signal for 1 minute (60 seconds) will sound after the blast area has been cleared.
•
•
Blasting may occur at other times due to emergency situations where rain, lightning, atmospheric conditions, or operator or public safety requires unscheduled detonation. If a blast is delayed due to hazardous weather, such as those listed above, notice will be given to all residents within onehalf mile of the blasting site and a complete written report will be filed with the North Dakota Public Service Commission no later than three days following the blast. Such report will include a description of the delay, when the actual blast occurred, what warning notices were given, and a copy of the blasting report. Blasting may occur in the mine permit area in Sections 22 Township 139 North, Range 98 West.
Great Northern Project Development L.P.
1022 East Divide Avenue, Suite E Bismarck, ND 58501 701-223-8783
Dear Landowner/Resident: The North Dakota Public Service Commission requires mining companies who use explosives to notify all residents and owners of manmade dwellings or structures within one mile of the permit boundary about how to request a pre-blasting survey. You are receiving this letter because you have a residence or own a structure within one mile of the permit boundary for the South Heart Lignite Mine. South Heart Coal LLC (SHC) may be conducting blasting operations within this permit in the near future. You may request a pre-blasting survey by contacting the Reclamation Division of the North Dakota Public Service Commission (PSC), State Capital, Bismarck, ND at (701)-328-7096, or me at South Heart Coal LLC at (88)-888-8888, ext 888 during regular business hours. An
independent contractor will be employed by SHC to determine and document the existing condition of your dwelling and other structures that could reasonably be affected by blasting. Copies of the survey results will be provided to you, to SHC, and to the Reclamation Division of the PSC. If requested, this pre-blast survey will be conducted at no cost to you. Blasting will occur only during the daylight hours on a schedule published once a year in the Dickinson Press (see Attachment). The schedule may be changed periodically, but you will receive notice at least ten days, but not more than twenty days prior to implementation of the new schedule. If you have any questions or comments, feel free to contact me at (888)-888-8888, ext 888. Sincerely, South Heart Coal LLC Name Title
APPENDIX 3.3-4 SURFACE OWNERS WITHIN ONE MILE OF THE PERMIT BOUNDARY
NAME Anderson Family Trust Anderson Legacy, LLP Binstock, Alvin G. and Laurie J. Buckman, John F. Burlington Northern, Inc. Eberts, Dennis J. and Allan E. Eberts, Kenneth A., et al. Emmil, Leocadia Family Trust Garrison, Mark and Sheila Gentry, Elaine B. Gregory, Marvin W. and Elizabeth T. Jablonsky, Edward Jarrett, Jeff and Deborah Klein, Larry R. Kudrna, Kenneth D. Kudrna, Randall Kudrna, Randall L. and Kaylene Kuylen, Patrick and Katherine Kuylen, Robert F. and Brenda K. Lisko, Clara and Fisher Gladys Meduna, Gary L. and Barbara Montana Dakota Utilities Murphy, Seth J. O'Brien, Darby and Renita Obritsch, Lambert Pavel, Robert B. Perdaems, James D. and Rosella J. Perdaems, Jerry F. and Sandra M. Perzinski, Eugenia Perzinski, James PHP, LLP Sanders, Donald et al. Steffan, Neal and Rhonda J. Tangen, Neil and Laura U.S.A. Western Power Administration Wagner Farms LP Wagner, Glen R. Wagner, Gordon L. Wagner, James Wagner, James and Lisa Wagner, Jerry and Millie Wandler, Donald M. West Plains Electric Cooperative Williston Basin Interstate Pipeline Co. PARTIES Roger A. Anderson, Trustee ADDRESS 301 11th Street 301 11th St. 4060 - 126 Ave. S.W. CITY Sidney Sidney South Heart South Heart Seattle South Heart Medora Dickinson South Heart Bakersfield Belfield Dickinson South Heart Bismarck South Heart South Heart South Heart South Heart South Heart Dickinson South Heart Dickinson Dickinson South Heart Sumner Bismarck South Heart South Heart South Heart South Heart Dickinson Dickinson South Heart South Heart Billings South Heart South Heart Dickinson South Heart South Heart South Heart Dickinson Dickinson Bismarck South Heart STATE MT MT ND ND WA ND ND ND ND CA ND ND ND ND ND ND ND ND ND ND ND ND ND ND WA ND ND ND ND ND ND ND ND ND MT ND ND ND ND ND ND ND ND ND ND ZIP 59270 59270 58655 58655 98134 58655 58645 58601 58655 93312 58622 58601 58655 58503-1061 58655 58655 58655 58655 58655 58601 58655 58601 58601 58655 98390 58503-0139 58655 58655 58655 58655 58601 58601 58655 58655-9742 59107 58655 58655 58601 58655-9754 58655-9754 58655 58601 58601 58501 58655
Attn: John Karl Kenneth A., Dennis J., and Allan E. Eberts, Tenants in Common Delores Baudoin, Lydia Meduna, Trustees
2454 Occidental Ave. S., Ste. 1A
14621 Blacktail Road 11435 Hwy 10 W. 13200 Meachan Rd. 1040 11th St. West 525 Weatherby Way 11961 41st Street SW 3975 - 120th Ave. S.W. 3975 120 Ave SW 12230 40th St. SW P.O. Box 273 P.O. Box 123 1133 Broadway West 12350 Highway 10 W. 3881 121st Ave. S.W. 2805 208th Ave. E. 3113 Daytona Dr. P.O. Box 45 P.O. Box 45
James M. Perzinski, Trustee of Anton V. and Eugenia Perzinski Family Trust
11933 - 39th St. S.W. 11933 - 39th St. S.W. 965 11th Ave. W.
Donald Sanders, Fox Living Trust and Donna M. Pasicznyk 499 9th St. E. 12410 41st St. SW P.O. Box 35800 P.O. Box 219 P.O. Box 245 1170 Franklin St. 12274 Hwy 10 12274 Hwy 10
2156 4th Ave. E. 400 N. 4th St.
Zarak, William J, Jr. and Darlene L. Family Trust Darlene L. and Christopher N. Zarak, Trustees
Revision 0
I:\06\2212A\0400\0401\Rev0\CH3\0632212A_3_APP3_3-4_R0_12MAR10.xlsx\SurfaceOwners_1MiBlastingArea
Golder Associates
SHSH-1001/063-2212A
Page 1 of 1
Chapter 2
Specifications
Data Recorded Frequency Response
Specifications
One (1) acoustic and three (3) seismic channels. Mini-Seis: 2 to 500 Hz. (-3 dB. points) at 2048 samples per second. Lower sample rates reduce the high frequency response proportionately. Mini-Seis II: 2 to 250 Hz. (-3 dB points) at 1024 samples per second.
Seismic Sensors Microphone Memory
Three component mounted velocity geophones or accelerometers, depending on the ordered recording ranges. Ceramic element rated to at least 160 dB. Solid state with all summary, setup, and recorded data retained with power off. A lithium backup battery retains data if primary power fails. A 24 hour clock maintains the date and time accurate to within 1 minute per month, even if primary power fails. Allows an instrument to be active only during selected hours on a daily basis. The high contrast LCD has two lines of 40 characters to facilitate the instrument's setup. It also allows the operator to view operating parameters and summary data. Contains 6 keys for entering setup data and operating commands. A log of the last 64 on/off cycles is kept in memory to indicate the active monitoring periods. If the timer is used, the log is updated each time it activates. Internal 6 volt rechargeable. With a fully charged battery all models will operate from 7 to 10 days at 1024 samples per sec. Longer times may be obtained using the timer mode or external power from a small solar cell or automobile battery. A standard automobile battery will keep the internal battery at full charge for several months at moderate temperatures. If the external battery fails, the unit will continue to operate on its internal battery.
Clock Timer Mode Display
Optional Keypad Power on Log
Battery Operating Time
External Battery Life
3
Chapter 2. Specifications
Charging
An internal charging circuit allows charging with the supplied plug-in wall mount charger or any 10 to 15 volt DC supply. Power supplies for international use are available. 0 to 130 degrees F (-18 to 54 degrees C) Heavy gauge aluminum for effective electrical shielding and rugged protection. A stainless steel case is optional. The case is sealed allowing shallow burial. Approximately 7.5 in. x 4.5 in. x 2.5 in. Approximately 3.5 lbs. (1.6 Kg.) without accessories. Adds 2 lbs. (.9 Kg.) above the aluminum case weight. Approximately 6 lbs. (2.7 Kg.) including the storage case. Mini-Seis: The full waveform signature is stored in solid state memory for up to 340 events. Mini-Seis II 1/8M: Approximately 10 to 20 typical blast events. Mini-Seis II 1/4M: Approximately 50 to 100 typical blast events. Mini-Seis II 1/2M: Approximately 150 to 250 typical blast events.
Operating Temperature Case
Size Weight - Aluminum Case Weight - Stainless Steel Weight - Accessories Waveform Data
Summary Data
Summarized data include the event time, date, battery voltage, peak measurements, unit serial number and frequencies. The summarized data are stored in solid state memory for the last 341 events. Mini-Seis: From 2048 samples per second per channel down to 32 samples per second per channel. Mini-Seis II: 1024 or 512 samples per second per channel.
Sample Rate
Recording Units Seismic Recording Ranges
English (U.S.) or metric. Standard (x2) 0.005 IPS to 2.5 IPS (0.125 to 64 MMPS) 0.01 IPS to 5.0 IPS (0.25 to 127 MMPS) 0.02 IPS to 10.0 IPS (0.50 to 254 MMPS) Optional (x1 - accelerometers) 0.01 IPS to 5.0 IPS (0.25 to 127 MMPS) 0.02 IPS to 10.0 IPS (0.50 to 254 MMPS) 0.04 IPS to 20.0 IPS (1.00 to 508 MMPS) Optional (x4) 0.0025 IPS to 1.2 IPS (0.063 to 30.5 MMPS) 0.005 IPS to 2.5 IPS (0.125 to 64 MMPS) 0.01 IPS to 5.0 IPS (0.25 to 127 MMPS) Optional (x8) 0.0013 IPS to 0.6 IPS (0.033 to 15.2 MMPS)
4
Chapter 2. Specifications
0.0025 IPS to 1.2 IPS (0.063 to 30.5 MMPS) 0.005 IPS to 2.5 IPS (0.125 to 64 MMPS) Acoustic Ranges Trigger Levels 0.02 to 2.56 millibars (100 to 142 dB) 0.04 to 5.12 millibars (106 to 148 dB). Seismic 2.5 IPS Range - 0.01 to 0.57 IPS (0.25 to 14.5 MMPS). 5.0 IPS Range - 0.02 to 1.14 IPS (0.5 to 29 MMPS). 10.0 IPS Range - 0.04 to 2.28 IPS (1.0 to 58 MMPS). Seismic trigger sensitivities are proportionally modified by optional gains. Acoustic - 106 to 142 dB or 112 to 148 dB. Manual Trigger Record Duration Allows triggering from the keyboard or by an external input. One unit may be used to trigger additional instruments. Mini-Seis: From 1 to 6 seconds at a sample rate of 2048 samples per second. At lower sample rates, the duration is automatically increased proportional to the amount of decrease in the sample rate. Mini-Seis II: From 1 to 9 seconds at 1024 samples per second. Cycle Time Mini-Seis: At 1024 samples per second, up to 12 seconds of data can be taken with only 50 milliseconds between events. After 12 seconds of data are stored, another event cannot be taken until the previous data have been processed. Processing requires about 3 seconds per second of recording time. Mini-Seis II: Maximum continuous data time is 9 seconds. Records Stored Calibration Test (Seismic) Up to 341 typical coal mine or quarry blast events. A dynamic transducer test is performed automatically after each event or manually on command. The test is stored in the summarized data and may be downloaded as an event. An electronic test of the microphone is performed with the seismic test and is stored in memory along with the seismic test. In a remote installation, an automatic calibration test occurs if no event has been recorded for 84 hours. Data can be downloaded and setup commands can be uploaded directly by computer or remotely by modem. From 1200 to 38.4K.
Calibration Test (Acoustic) 84 Hour Cal Test RS232 Serial Port Baud Rate
5
James R. Hitt Senior Mining Engineer
February 15, 2010 File No. 4284 North Dakota Public Service Commission Reclamation Division State Capital 13th Floor 600 E. Boulevard Ave., Dept. 408 Bismarck ND 58505-0480 Subject: Certification Letter – Primary Roads To the Reviewing Agency: I have reviewed and hereby certify the information and design drawings for primary roads that are contained with the transportation operation plan for the South Heart Lignite Mine, which were prepared by myself or under my direction, for the purpose of filing the original South Heart Lignite Mine Permit. I further certify that the primary road plans meet the requirements of Article 69-05.2 of the North Dakota Administrative Code and were developed using current and prudent engineering practices and procedures and the applicable design requirements established by the North Dakota Public Service Commission.
Yours sincerely NORWEST CORPORATION
James R. Hitt Senior Mining Engineer ND Registration No. PE-2445 Enclosures
136 East South Temple, 12th Floor • Salt Lake City, Utah 84111 USA • Tel 801.539.0044 • USA 800.266.6351 • Fax 801.539.0055 • www.norwestcorp.com
SALT LAKE CITY / CALGARY / DENVER / GOLDEN / VANCOUVER / CHARLESTON W V / PITTSBURGH / BEIJING
James R. Hitt Senior Mining Engineer
September 10, 2010 File No. 4284 North Dakota Public Service Commission Reclamation Division State Capital 13th Floor 600 E. Boulevard Ave., Dept. 408 Bismarck ND 58505-0480 Subject: Certification Letter – Surface Water Management Operations Plans To the Reviewing Agency: I have reviewed and hereby certify the information and design drawings within the surface water management operations plans for the South Heart Lignite Mine, were prepared by myself or under my direction, for the purpose of filing of the original South Heart Lignite Mine Permit. I further certify that the surface water management operation plans meet the requirements of Article 6905.2 of the North Dakota Administrative Code and were developed using current and prudent engineering practices and procedures and the applicable design requirements established by the North Dakota Public Service Commission.
Yours sincerely NORWEST CORPORATION
James R. Hitt Senior Mining Engineer ND Registration No. PE-2445 Enclosures
136 East South Temple, 12th Floor • Salt Lake City, Utah 84111 USA • Tel 801.539.0044 • USA 800.266.6351 • Fax 801.539.0055 • www.norwestcorp.com
SALT LAKE CITY / CALGARY / DENVER / GOLDEN / VANCOUVER / CHARLESTON WV / PITTSBURGH / BEIJING
APPENDIX 3.6.2 SURFACE WATER MANAGEMENT SEDCAD REPORTS SOUTH HEART LIGNITE MINE
Appendix 3.6.2 Surface Water Management SEDCAD Reports
Pond 1 10-Year 24-Hour Storm includes CC#1- CC#3……………………...………….1 Pond 1 100-Year 6-Hour Storm includes CC#1- CC#3 ………………………………..25 SHLM Facilities Area Sump & CC#7 10-24 ………………………...42 SHLM Facilities Area Sump & CC#7 100-6 ………………………...55 Pond 2 10-Year 24-Hour Storm includes CC#4- CC#5………………………………...60 Pond 2 100-Year 6-Hour Storm includes CC#4- CC#5………………………………...74 Small Area Exemption (SAE) Explosives Storage Area………………………………..82 SAE OVB-1……………………………………………………………………….…….88 SAE SOVB-10……………………………………………………………………..……97 SAE SPGM 9&10……………………………….………………………………....…..103 SAE SPGM 13………………………………………………………………………... 109 CC#8 East Explosives Storage Culvert………………………………………………..115 CC#9 West Explosives Storage Culvert……………………………….........................121 CVT 70+51 and DD-2, DD-3 of West Tributary Diversion…………………….……..127 CVT 55+75 and West Tributary Diversion DD-1……………………….………...…..135
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
Pond 1 10-year, 24-hour storm
Great Northern South Heart Post-Mining Flows Flow to South Branch Heart River
CBEGEJ Norwest Corporation 950 S. Cherry Suite 800 Denver, CO 80246 Phone: 303-782-0164 Email: cbegej@norwestcorp.com
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
1
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 10 yr - 24 hr 3.100 inches
Particle Size Distribution:
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 Silt Loam 100.000% 100.000% 96.000% 91.000% 87.000% 82.000% 60.000% 33.000% 0.000%
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
2
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Culvert Culvert Channel Channel Culvert Channel Pond Channel Channel Channel Channel Pond Culvert Stru # #2 #3 #5 #6 #7 #8 #9 #12 #13 #14 #15 #16 #17 (flows into) ==> ==> ==> ==> ==> ==> ==> ==> ==> ==> ==> ==> ==> Stru # #5 #6 #6 #16 #16 #7 End #2 #3 #17 #7 #9 #16 Musk. K (hrs) 0.342 0.101 0.101 0.101 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Musk. X Description 0.272 CC#3 0.265 CC#2 0.265 Haul road ditch below CC#3 0.265 Haul road ditch below CC#2 0.000 CC#1 0.000 Haul road from north 0.000 Pond 1 - Cell 2 0.000 MHR1 north ditch to CC#3 0.000 MHR1 north ditch to CC#2 0.000 MHR2 north ditch to Pond 1 0.000 MHR1 north ditch to CC#1 0.000 Pond 1 - Cell 1 0.000 CC#6
#14 Chan'l #17 Culvert #15 Chan'l #8 Chan'l #7 Culvert #12 Chan'l #2 Culvert #5 Chan'l #13 Chan'l #3 Culvert #6 Chan'l #16 Pond #9 Pond
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
3
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Routing Details:
Stru # #2 #2 #3 #3 #6 #6 Land Flow Condition 8. Large gullies, diversions, and low flowing streams Muskingum K: 8. Large gullies, diversions, and low flowing streams Muskingum K: 8. Large gullies, diversions, and low flowing streams Muskingum K: 0.41 2.87 700.00 1.92 0.41 2.87 700.00 1.92 Slope (%) 0.46 Vert. Dist. (ft) 11.50 Horiz. Dist. (ft) 2,500.00 Velocity (fps) 2.03 Time (hrs) 0.342 0.342 0.101 0.101 0.101 0.101
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
4
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
5
Structure Summary:
Immediate Contributing Area (ac) #14 #17 #15 #8 #7 #12 #2 #5 #13 #3 #6 #16 In Out In Out 8.743 0.000 22.224 150.500 5.600 1.579 31.580 3.113 5.056 93.100 2.039 4.170 Total Contributing Area (ac) 8.743 8.743 22.224 150.500 178.324 1.579 33.159 36.272 5.056 98.156 136.467 327.704 Peak Discharge (cfs) 11.63 11.63 16.04 55.43 61.15 1.66 24.42 24.23 11.00 80.19 102.47 154.30 49.58 50.82 0.00 Total Runoff Volume (ac-ft) 0.87 0.87 2.23 12.80 16.04 0.12 2.58 3.03 0.99 11.37 14.80 32.79 0.00 34.20 0.00 12.6 12.6 15.1 347.7 560.5 0.0 27.8 30.7 13.0 586.3 621.7 1,202.3 547.3 557.4 557.4 Sediment (tons) Peak Sediment Conc. (mg/l) 20,629 20,629 14,818 32,316 103,423 434 17,040 15,436 17,387 87,445 69,489 58,365 0 16,144 0 Peak Settleable Conc. (ml/l) 8.05 8.05 5.71 1.78 18.84 0.17 3.66 2.94 6.79 16.73 13.39 11.16 0.00 0.11 0.00 4.10 4.10 1.91 1.09 4.60 0.08 1.69 1.41 3.76 7.09 5.84 5.18 0.00 0.09 0.00 24VW (ml/l)
#9
9.462
337.166
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
5
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
6
Particle Size Distribution(s) at Each Structure
Structure #14 (MHR2 north ditch to Pond 1):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In/Out 100.000% 100.000% 96.000% 91.000% 87.000% 82.000% 60.000% 33.000% 0.000%
Structure #17 (CC#6):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In/Out 100.000% 100.000% 96.000% 91.000% 87.000% 82.000% 60.000% 33.000% 0.000%
Structure #15 (MHR1 north ditch to CC#1):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 In/Out 100.000% 100.000% 96.061% 91.138% 87.200% 82.277% 60.615%
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
6
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
7
Size (mm) 0.0040 0.0010 In/Out 33.609% 0.000%
Structure #8 (Haul road from north):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In/Out 100.000% 100.000% 100.000% 100.000% 100.000% 100.000% 100.000% 77.711% 0.000%
Structure #7 (CC#1):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In/Out 100.000% 100.000% 98.483% 96.587% 95.071% 93.175% 84.833% 60.756% 0.000%
Structure #12 (MHR1 north ditch to CC#3):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In/Out 100.000% 100.000% 96.000% 91.000% 87.000% 82.000% 60.000% 33.000% 0.000%
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
7
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
8
Structure #2 (CC#3):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In/Out 100.000% 100.000% 100.000% 100.000% 100.000% 100.000% 86.773% 47.725% 0.000%
Structure #5 (Haul road ditch below CC#3):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In/Out 100.000% 100.000% 100.000% 100.000% 100.000% 100.000% 90.471% 49.759% 0.000%
Structure #13 (MHR1 north ditch to CC#2):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In/Out 100.000% 100.000% 96.000% 91.000% 87.000% 82.000% 60.000% 33.000% 0.000%
Structure #3 (CC#2):
Size (mm) 2.0000 1.0000 In/Out 100.000% 100.000%
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
8
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
9
Size (mm) 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In/Out 100.000% 99.791% 99.698% 99.581% 90.379% 49.710% 0.000%
Structure #6 (Haul road ditch below CC#2):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In/Out 100.000% 100.000% 100.000% 99.740% 99.622% 99.475% 90.159% 49.589% 0.000%
Structure #16 (Pond 1 - Cell 1):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In 100.000% 100.000% 99.226% 98.129% 97.293% 96.249% 87.173% 54.518% 0.000% Out 100.000% 100.000% 100.000% 100.000% 100.000% 100.000% 100.000% 100.000% 0.000%
Structure #9:
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 Filename: Pond 1 10-24 9-7-10 w open chan.sc4 In 100.000% 100.000% 100.000% 99.837% 99.765% 99.675% Out 0.000% 0.000% 0.000% 0.000% 0.000% 0.000%
9
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
10
Size (mm) 0.0160 0.0040 0.0010 In 99.278% 98.790% 0.000% Out 0.000% 0.000% 0.000%
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
10
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
11
Structure Detail:
Structure #14 (Erodible Channel) MHR2 north ditch to Pond 1
Triangular Erodible Channel Inputs: Material: Alluvial silts colloidal
Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.3 Manning's n 0.0250 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 11.63 cfs 1.29 ft 7.71 ft 2.35 fps 4.95 sq ft 0.610 ft 0.52 1.59 ft 9.51 ft w/ Freeboard
Structure #17 (Culvert) CC#6
Culvert Inputs:
Length (ft) 30.00 Slope (%) 1.50 Manning's n 0.0240 Max. Headwater (ft) 2.00 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Design Discharge = 11.63 cfs Minimum pipe diameter: 1 - 30 inch pipe(s) required
Structure #15 (Erodible Channel) MHR1 north ditch to CC#1
Triangular Erodible Channel Inputs: Material: Alluvial silts colloidal
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
11
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
12
Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Left Sideslope Ratio 3.0:1
Right Sideslope Ratio 3.0:1
Slope (%) 0.4
Manning's n 0.0250
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 16.04 cfs 1.37 ft 8.24 ft 2.83 fps 5.66 sq ft 0.652 ft 0.60 1.67 ft 10.04 ft w/ Freeboard
Structure #8 (Erodible Channel) Haul road from north
Trapezoidal Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Bottom Width (ft) 4.00 Left Sideslope Ratio 4.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.2 Manning's n 0.0300 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 55.43 cfs 2.01 ft 18.08 ft 2.50 fps 22.21 sq ft 1.191 ft 0.40 2.31 ft 20.18 ft w/ Freeboard
Structure #7 (Culvert) CC#1
Culvert Inputs:
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
12
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
13
Slope (%) 1.00 Manning's n 0.0240 Max. Headwater (ft) 3.75 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Length (ft) 90.00
Culvert Results: Design Discharge = 61.15 cfs Minimum pipe diameter: 1 - 60 inch pipe(s) required
Structure #12 (Erodible Channel) MHR1 north ditch to CC#3
Triangular Erodible Channel Inputs: Material: Alluvial silts colloidal
Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.4 Manning's n 0.0250 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 1.66 cfs 0.59 ft 3.52 ft 1.61 fps 1.03 sq ft 0.278 ft 0.52 0.89 ft 5.32 ft w/ Freeboard
Structure #2 (Culvert) CC#3
Culvert Inputs:
Length (ft) 90.00 Slope (%) 1.00 Manning's n 0.0240 Max. Headwater (ft) 3.00 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Design Discharge = 24.42 cfs Minimum pipe diameter: 1 - 36 inch pipe(s) required
Structure #5 (Erodible Channel) Haul road ditch below CC#3
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
13
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
14
Trapezoidal Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Bottom Width (ft) 4.00 Left Sideslope Ratio 4.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.5 Manning's n 0.0300 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 24.23 cfs 1.12 ft 11.84 ft 2.73 fps 8.87 sq ft 0.730 ft 0.56 1.42 ft 13.94 ft w/ Freeboard
Structure #13 (Erodible Channel) MHR1 north ditch to CC#2
Triangular Erodible Channel Inputs: Material: Alluvial silts colloidal
Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.4 Manning's n 0.0250 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 11.00 cfs 1.19 ft 7.15 ft 2.58 fps 4.27 sq ft 0.566 ft 0.59 1.49 ft 8.95 ft w/ Freeboard
Structure #3 (Culvert) CC#2
Culvert Inputs:
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
14
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
15
Slope (%) 2.00 Manning's n 0.0240 Max. Headwater (ft) 4.00 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Length (ft) 90.00
Culvert Results: Design Discharge = 80.19 cfs Minimum pipe diameter: 1 - 60 inch pipe(s) required
Structure #6 (Erodible Channel) Haul road ditch below CC#2
Trapezoidal Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Bottom Width (ft) 4.00 Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 4.0:1 Slope (%) 0.4 Manning's n 0.0300 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 102.47 cfs 2.26 ft 19.80 ft 3.82 fps 26.85 sq ft 1.314 ft 0.58 2.56 ft 21.90 ft w/ Freeboard
Structure #16 (Pond) Pond 1 - Cell 1
Pond Inputs:
Initial Pool Elev: Initial Pool: *Sediment Storage: Dead Space: 2,499.20 ft 8.63 ac-ft 2.15 ac-ft 0.00 %
*Sediment capacity based on Average Annual R of 50.0 for 3 year(s)
Straight Pipe
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
15
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
16
Barrel Length (ft) 48.00 Barrel Slope (%) 2.00 Manning's n 0.0240 Spillway Elev (ft) 2,499.20 Entrance Loss Coefficient 0.90 Tailwater Depth (ft) 0.00
Barrel Diameter (in) 18.00
Straight Pipe
Barrel Diameter (in) 12.00 Barrel Length (ft) 48.00 Barrel Slope (%) 2.00 Manning's n 0.0240 Spillway Elev (ft) 2,499.40 Entrance Loss Coefficient 0.90 Tailwater Depth (ft) 0.00
Emergency Spillway
Spillway Elev 2,502.00 Crest Length (ft) 24.00 Left Sideslope 4.00:1 Right Sideslope 4.00:1 Bottom Width (ft) 20.00
Pond Results:
Peak Elevation: H'graph Detention Time: Pond Model: Dewater Time: Trap Efficiency: 2,502.84 ft 7.36 hrs CSTRS 2.34 days 0.00 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Elevation 2,496.71 2,497.00 2,497.50 2,498.00 2,498.50 2,499.00 2,499.20 2,499.40 2,499.50 2,500.00 2,500.50 2,501.00 2,501.50 Area (ac) 3.121 3.199 3.336 3.476 3.619 3.765 3.825 3.884 3.914 4.066 4.220 4.378 4.538 Capacity (ac-ft) 0.000 0.919 2.552 4.255 6.029 7.875 8.634 9.405 9.795 11.790 13.861 16.011 18.239 Discharge (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.544 1.054 3.573 6.757 9.776 12.559 17.14* 4.48* 11.70 5.00 3.20 2.45 Spillway #1 Spillway #2 Dewater Time (hrs) Top of Sed. Storage
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
16
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
17
Area (ac) 4.701 4.867 4.981 5.036 5.208 5.382 5.560 5.740 Capacity (ac-ft) 20.549 22.941 24.602 25.416 27.977 30.624 33.360 36.185 Discharge (cfs) 14.011 17.018 49.577 65.541 123.834 199.206 295.116 412.431 Dewater Time (hrs) 3.45 5.00 3.75 Peak Stage Spillway #3
Elevation 2,502.00 2,502.50 2,502.84 2,503.00 2,503.50 2,504.00 2,504.50 2,505.00
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Combined Elevation (ft) Straight Pipe (cfs) Straight Pipe (cfs) Emergency Spillway (cfs) Total Discharge (cfs) 2,496.71 2,497.00 2,497.50 2,498.00 2,498.50 2,499.00 2,499.20 2,499.40 2,499.50 2,500.00 2,500.50 2,501.00 2,501.50 2,502.00 2,502.50 2,503.00 2,503.50 2,504.00 2,504.50 2,505.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 (3)>0.544 (3)>0.587 (3)>2.251 (3)>4.630 (1)>6.667 (6)>9.027 (6)>10.103 (6)>11.075 (6)>11.969 (6)>12.803 (6)>13.589 (6)>14.320 (6)>15.007 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 (2)>0.467 (1)>1.321 (1)>2.127 (6)>3.110 (6)>3.532 (6)>3.908 (6)>4.255 (6)>4.580 (6)>4.860 (6)>5.138 (6)>5.415 (6)>5.677 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.688 48.992 106.170 180.479 275.381 391.747 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.544 1.054 3.573 6.757 9.776 12.559 14.011 17.018 65.541 123.834 199.206 295.116 412.431
Structure #9 (Pond) Pond 1 - Cell 2
Pond Inputs:
Initial Pool Elev: Initial Pool: Filename: Pond 1 10-24 9-7-10 w open chan.sc4 2,497.50 ft 12.84 ac-ft
17
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
18
*Sediment Storage: Dead Space: 1.00 ac-ft 0.00 %
*Sediment capacity based on Average Annual R of 50.0 for 3 year(s)
Emergency Spillway
Spillway Elev 2,501.00 Crest Length (ft) 100.00 Left Sideslope 4.00:1 Right Sideslope 4.00:1 Bottom Width (ft) 20.00
Pond Results:
Peak Elevation: H'graph Detention Time: Pond Model: Dewater Time: Trap Efficiency: 2,500.99 ft 0.00 hrs CSTRS 0.00 days 0.00 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Elevation 2,496.11 2,496.50 2,497.00 2,497.50 2,498.00 2,498.50 2,499.00 2,499.50 2,500.00 2,500.50 2,500.99 2,501.00 2,501.50 2,502.00 2,502.50 2,503.00 2,503.50 2,504.00 2,504.50 2,505.00 Area (ac) 9.081 9.168 9.280 9.392 9.505 9.619 9.734 9.849 9.965 10.081 10.196 10.198 10.316 10.435 10.554 10.674 10.794 10.916 11.037 11.160 Capacity (ac-ft) 0.000 3.562 8.174 12.842 17.566 22.348 27.186 32.081 37.035 42.046 47.006 47.116 52.244 57.432 62.679 67.986 73.353 78.780 84.269 89.818 Discharge (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.341 32.682 75.955 136.784 213.354 305.913 428.015 571.042 0.00 Peak Stage Spillway #1 Dewater Time (hrs) Top of Sed. Storage
Detailed Discharge Table
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
18
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
19
Combined Elevation (ft) Emergency Spillway (cfs) Total Discharge (cfs) 2,496.11 2,496.50 2,497.00 2,497.50 2,498.00 2,498.50 2,499.00 2,499.50 2,500.00 2,500.50 2,501.00 2,501.50 2,502.00 2,502.50 2,503.00 2,503.50 2,504.00 2,504.50 2,505.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.341 32.682 75.955 136.784 213.354 305.913 428.015 571.042 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.341 32.682 75.955 136.784 213.354 305.913 428.015 571.042
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
19
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
20
Subwatershed Hydrology Detail:
Stru # #14 SWS # 1 SWS Area (ac) 8.743 8.743 8.743 1 2 6.464 15.760 22.224 1 2 133.840 16.660 150.500 1 5.600 178.324 1 1.579 1.579 1 2 14.180 17.400 33.159 1 3.113 36.272 1 5.056 5.056 1 2 3 4 5 6.720 18.990 5.380 37.790 24.220 98.156 1 2.039 136.467 1 4.170 327.704 1 9.462 337.166 0.000 0.000 0.000 100.000 M 0.000 0.000 0.000 100.000 F 0.072 0.000 0.000 93.000 M 0.151 0.190 0.098 0.236 0.174 0.291 0.042 0.000 0.361 0.161 0.183 0.262 0.000 0.242 0.255 61.000 73.000 82.000 94.000 80.000 M M M M M 0.000 0.000 0.000 93.000 M 0.209 0.000 0.000 91.000 M 0.147 0.207 0.114 0.000 0.305 0.000 82.000 73.000 M M 0.000 0.000 0.000 73.000 M 0.064 0.000 0.000 91.000 M 1.266 0.228 0.204 0.023 0.312 0.354 81.000 61.000 M M 0.000 0.298 0.000 0.207 0.000 0.265 93.000 73.000 M M Time of Conc (hrs) 0.000 Musk K (hrs) 0.000 Musk X 0.000 Curve Number 78.000 UHS M Peak Discharge (cfs) 11.63 11.63 11.63 14.06 8.50 16.04 54.92 3.34 55.43 11.62 61.15 1.66 1.66 14.88 10.55 24.42 4.46 24.23 11.00 11.00 1.53 11.88 8.40 58.06 22.88 80.19 4.44 102.47 9.91 154.30 22.48 50.82 Runoff Volume (ac-ft) 0.874 0.874 0.874 1.265 0.965 2.229 12.350 0.451 12.801 1.009 16.039 0.121 0.121 1.400 1.064 2.585 0.448 3.033 0.989 0.989 0.184 1.171 0.653 6.200 2.171 11.367 0.399 14.798 1.077 32.788 2.443 34.198
Σ
#17 #15
Σ
Σ
#8
Σ
#7
Σ
#12
Σ
#2
Σ
#5
Σ
#13
Σ
#3
Σ
#6
Σ
#16
Σ
#9
Σ
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
20
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
21
Subwatershed Sedimentology Detail:
Stru # #14 SWS # 1 Soil K L (ft) S (%) C P PS # Sediment (tons) 12.6 12.6 12.6 1 2 0.320 0.240 30.00 378.00 1.00 0.40 1.0000 0.0380 1.0000 1.0000 1 1 14.8 0.4 15.1 1 2 0.370 0.240 300.00 59.00 5.00 8.50 0.2400 0.0380 1.0000 1.0000 1 1 395.0 1.0 347.7 1 0.320 153.00 9.80 1.0000 1.0000 1 197.7 560.5 1 0.240 30.00 1.00 0.0380 1.0000 1 0.0 0.0 1 2 0.370 0.240 275.80 105.00 3.60 4.10 0.2400 0.0380 1.0000 1.0000 1 1 30.0 2.0 27.8 1 0.320 30.00 1.00 1.0000 1.0000 1 5.0 30.7 1 0.370 30.00 1.00 1.0000 1.0000 1 13.0 13.0 1 2 3 4 5 0.240 0.240 0.370 0.370 0.370 216.00 172.00 144.00 412.00 292.00 2.60 1.50 1.00 3.60 2.70 0.2400 0.0380 0.0420 1.0000 0.0420 1.0000 1.0000 1.0000 1.0000 1.0000 1 1 1 1 1 1.2 1.0 0.6 698.1 6.7 586.3 1 0.370 30.00 1.00 1.0000 1.0000 1 4.7 621.7 1 0.370 325.00 0.10 1.0000 1.0000 1 7.7 1,202.3 1 0.320 1.00 1.00 1.0000 1.0000 1 10.1 557.4 Peak Sediment Conc. (mg/l) 0.370 30.00 1.00 1.0000 1.0000 1 20,629 20,629 20,629 15,499 500 14,818 37,350 3,384 32,316 236,583 103,423 434 434 29,144 2,702 17,040 15,138 15,436 17,387 17,387 9,357 1,209 1,282 144,882 4,222 87,445 15,604 69,489 9,935 58,365 5,749 16,144 Peak Settleable Conc (ml/l) 8.05 8.05 8.05 6.05 0.11 5.71 3.20 0.55 1.78 92.33 18.84 0.17 0.17 8.52 0.67 3.66 4.54 2.94 6.79 6.79 1.91 0.31 0.50 43.52 1.20 16.73 6.09 13.39 3.88 11.16 2.24 0.11 4.10 4.10 4.10 3.35 0.06 1.91 1.99 0.26 1.09 51.95 4.60 0.08 0.08 4.56 0.34 1.69 2.43 1.41 3.76 3.76 0.98 0.16 0.26 23.80 0.64 7.09 3.38 5.84 2.04 5.18 1.18 0.09 24VW (ml/l)
Σ
#17 #15
Σ
Σ
#8
Σ
#7
Σ
#12
Σ
#2
Σ
#5
Σ
#13
Σ
#3
Σ
#6
Σ
#16
Σ
#9
Σ
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
21
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
22
Subwatershed Time of Concentration Details:
Stru # #2 SWS # 1 Land Flow Condition 7. Paved area and small upland gullies 5. Nearly bare and untilled, and alluvial valley fans #2 #2 1 2 Time of Concentration: 3. Short grass pasture 7. Paved area and small upland gullies #2 #3 2 1 Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #3 #3 1 2 Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #3 #3 #3 #3 2 3 3 4 Time of Concentration: 3. Short grass pasture Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies 7. Paved area and small upland gullies #3 #3 4 5 Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #3 #5 5 1 Time of Concentration: 8. Large gullies, diversions, and low flowing streams 7. Paved area and small upland gullies #5 #6 1 1 Time of Concentration: 7. Paved area and small upland gullies 8. Large gullies, diversions, and low flowing streams #6 #7 1 1 Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans 8. Large gullies, diversions, and low flowing streams #7 1 Time of Concentration: 1.67 4.82 3.00 30.00 180.00 623.00 1.290 6.580 1.00 0.46 0.29 2.30 30.00 500.00 2.010 2.030 0.46 1.00 6.90 0.29 1,500.00 30.00 2.030 2.010 2.70 2.70 16.20 23.46 600.00 869.00 1.640 3.300 2.78 2.78 2.24 16.68 18.29 20.00 600.00 658.00 891.00 1.660 3.350 3.010 1.05 3.00 287.00 0.810 1.50 1.50 9.00 7.26 600.00 484.00 1.220 2.460 2.60 2.60 15.60 14.79 600.00 569.00 1.610 3.240 1.77 1.77 10.62 8.64 600.00 488.50 1.060 2.670 Slope (%) 2.20 2.20 Vert. Dist. (ft) 8.44 13.20 Horiz. Dist. (ft) 383.90 600.00 Velocity (fps) 2.980 1.480 Time (hrs) 0.035 0.112 0.147 0.157 0.050 0.207 0.103 0.048 0.151 0.136 0.054 0.190 0.098 0.098 0.100 0.054 0.082 0.236 0.101 0.073 0.174 0.205 0.004 0.209 0.004 0.068 0.072 0.038 0.026 0.064
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
22
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
23
Slope (%) 3.46 3.52 2.84 0.85 1.04 Vert. Dist. (ft) 10.00 14.00 50.00 30.00 40.00 Horiz. Dist. (ft) 289.00 398.00 1,759.00 3,529.00 3,847.00 Velocity (fps) 1.860 3.770 3.390 1.850 2.050 Time (hrs) 0.043 0.029 0.144 0.529 0.521 1.266 1.18 10.50 890.00 1.080 0.228 0.228 0.40 0.40 2.40 0.62 600.00 156.00 0.630 1.270 0.264 0.034 0.298
Stru # #8
SWS # 1
Land Flow Condition 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies 7. Paved area and small upland gullies 7. Paved area and small upland gullies 7. Paved area and small upland gullies
#8 #8 #8 #15
1 2 2 2
Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies
#15
2
Time of Concentration:
Subwatershed Muskingum Routing Details:
Stru # #2 #2 #2 #2 #3 #3 #3 #3 #3 #3 #3 #3 #8 SWS # 1 1 2 2 1 1 2 2 4 4 5 5 1 Land Flow Condition 7. Paved area and small upland gullies Muskingum K: 7. Paved area and small upland gullies Muskingum K: 5. Nearly bare and untilled, and alluvial valley fans Muskingum K: 7. Paved area and small upland gullies Muskingum K: 7. Paved area and small upland gullies Muskingum K: 7. Paved area and small upland gullies Muskingum K: 7. Paved area and small upland gullies 7. Paved area and small upland gullies #8 #8 1 2 Muskingum K: 7. Paved area and small upland gullies 4.23 15.00 355.00 4.130 2.24 1.75 22.00 19.00 983.85 1,088.50 3.010 2.650 0.78 8.00 1,028.00 1.770 0.63 13.00 2,070.00 1.590 0.87 2.50 287.20 1.870 0.97 10.00 1,029.00 0.980 1.75 19.00 1,088.00 2.660 Slope (%) 1.75 Vert. Dist. (ft) 19.00 Horiz. Dist. (ft) 1,088.51 Velocity (fps) 2.650 Time (hrs) 0.114 0.114 0.113 0.000 0.291 0.291 0.042 0.042 0.361 0.361 0.161 0.161 0.090 0.114 0.204 0.023
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
23
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
24
Slope (%) Vert. Dist. (ft) Horiz. Dist. (ft) Velocity (fps) Time (hrs) 0.023 1.35 0.63 8.00 5.00 591.00 790.00 2.340 1.600 0.070 0.137 0.207
Stru # #8 #15
SWS # 2 2
Land Flow Condition Muskingum K: 7. Paved area and small upland gullies 7. Paved area and small upland gullies
#15
2
Muskingum K:
Filename: Pond 1 10-24 9-7-10 w open chan.sc4
24
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
Pond 1 100-year, 6-hour storm
Great Northern South Heart Post-Mining Flows Flow to South Branch Heart River
CBEGEJ Norwest Corporation 950 S. Cherry Suite 800 Denver, CO 80246 Phone: 303-782-0164 Email: cbegej@norwestcorp.com
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
25
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 100 yr - 6 hr 3.550 inches
Particle Size Distribution:
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 Silt Loam 100.000% 100.000% 96.000% 91.000% 87.000% 82.000% 60.000% 33.000% 0.000%
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
26
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Culvert Culvert Channel Channel Culvert Channel Pond Channel Channel Channel Channel Pond Culvert Stru # #2 #3 #5 #6 #7 #8 #9 #12 #13 #14 #15 #16 #17 (flows into) ==> ==> ==> ==> ==> ==> ==> ==> ==> ==> ==> ==> ==> Stru # #5 #6 #6 #16 #16 #7 End #2 #3 #17 #7 #9 #16 Musk. K (hrs) 0.342 0.101 0.101 0.101 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Musk. X Description 0.272 CC#3 0.265 CC#2 0.265 Haul road ditch below CC#3 0.265 Haul road ditch below CC#2 0.000 CC#1 0.000 Haul road from north 0.000 Pond 1-Cell 2 0.000 MHR1 north ditch to CC#3 0.000 MHR1 north ditch to CC#2 0.000 MHR2 north ditch to Pond 1 0.000 MHR1 north ditch to CC#1 0.000 Pond 1 - Cell 1 0.000 CC#6
#14 Chan'l #17 Culvert #15 Chan'l #8 Chan'l #7 Culvert #12 Chan'l #2 Culvert #5 Chan'l #13 Chan'l #3 Culvert #6 Chan'l #16 Pond #9 Pond
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
27
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Routing Details:
Stru # #2 #2 #3 #3 #6 #6 Land Flow Condition 8. Large gullies, diversions, and low flowing streams Muskingum K: 8. Large gullies, diversions, and low flowing streams Muskingum K: 8. Large gullies, diversions, and low flowing streams Muskingum K: 0.41 2.87 700.00 1.92 0.41 2.87 700.00 1.92 Slope (%) 0.46 Vert. Dist. (ft) 11.50 Horiz. Dist. (ft) 2,500.00 Velocity (fps) 2.03 Time (hrs) 0.342 0.342 0.101 0.101 0.101 0.101
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
28
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
5
Structure Summary:
Immediate Contributing Area (ac) #14 #17 #15 #8 #7 #12 #2 #5 #13 #3 #6 #16 In Out In Out 8.743 0.000 22.224 150.500 5.600 1.579 31.580 3.113 5.056 93.100 2.039 4.170 Total Contributing Area (ac) 8.743 8.743 22.224 150.500 178.324 1.579 33.159 36.272 5.056 98.156 136.467 327.704 Peak Discharge (cfs) 21.78 21.78 25.89 94.94 105.15 3.28 44.63 43.72 18.30 136.48 175.67 262.57 139.49 142.08 65.50 Total Runoff Volume (ac-ft) 1.11 1.11 2.77 16.20 20.17 0.16 3.31 3.85 1.17 13.85 18.18 40.69 0.00 43.04 0.00 20.5 20.5 22.1 529.9 844.7 0.1 44.1 48.2 19.1 839.9 894.9 1,770.8 992.0 1,006.2 353.5 Sediment (tons) Peak Sediment Conc. (mg/l) 21,242 21,242 14,720 33,130 112,628 449 17,024 15,438 17,119 82,517 64,953 59,400 0 22,200 0 Peak Settleable Conc. (ml/l) 8.29 8.29 5.66 1.46 19.46 0.18 3.66 2.92 6.68 14.95 11.90 10.81 0.00 0.12 0.00 5.24 5.24 2.24 1.05 5.21 0.11 2.09 1.73 4.65 7.89 6.51 5.77 0.00 0.10 0.00 24VW (ml/l)
#9
9.462
337.166
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
29
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
11
Structure Detail:
Structure #14 (Erodible Channel) MHR2 north ditch to Pond 1
Triangular Erodible Channel Inputs: Material: Alluvial silts colloidal
Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.3 Manning's n 0.0250 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 21.78 cfs 1.63 ft 9.76 ft 2.75 fps 7.93 sq ft 0.771 ft 0.54 1.93 ft 11.56 ft w/ Freeboard
Structure #17 (Culvert) CC#6
Culvert Inputs:
Length (ft) 30.00 Slope (%) 1.50 Manning's n 0.0240 Max. Headwater (ft) 2.00 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Design Discharge = 21.78 cfs Minimum pipe diameter: 1 - 45 inch pipe(s) required
Structure #15 (Erodible Channel) MHR1 north ditch to CC#1
Triangular Erodible Channel Inputs: Material: Alluvial silts colloidal
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
30
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
12
Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Left Sideslope Ratio 3.0:1
Right Sideslope Ratio 3.0:1
Slope (%) 0.4
Manning's n 0.0250
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 25.89 cfs 1.64 ft 9.86 ft 3.19 fps 8.11 sq ft 0.780 ft 0.62 1.94 ft 11.66 ft w/ Freeboard
Structure #8 (Erodible Channel) Haul road from north
Trapezoidal Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Bottom Width (ft) 4.00 Left Sideslope Ratio 4.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.2 Manning's n 0.0300 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 94.94 cfs 2.56 ft 21.91 ft 2.86 fps 33.14 sq ft 1.465 ft 0.41 2.86 ft 24.01 ft w/ Freeboard
Structure #7 (Culvert) CC#1
Culvert Inputs:
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
31
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
13
Slope (%) 1.00 Manning's n 0.0240 Max. Headwater (ft) 3.75 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Length (ft) 90.00
Culvert Results: Design Discharge = 105.15 cfs Minimum pipe diameter: 1 - 84 inch pipe(s) required
Structure #12 (Erodible Channel) MHR1 north ditch to CC#3
Triangular Erodible Channel Inputs: Material: Alluvial silts colloidal
Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.4 Manning's n 0.0250 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 3.28 cfs 0.76 ft 4.55 ft 1.91 fps 1.72 sq ft 0.359 ft 0.55 1.06 ft 6.35 ft w/ Freeboard
Structure #2 (Culvert) CC#3
Culvert Inputs:
Length (ft) 90.00 Slope (%) 1.00 Manning's n 0.0240 Max. Headwater (ft) 3.00 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Design Discharge = 44.63 cfs Minimum pipe diameter: 1 - 54 inch pipe(s) required
Structure #5 (Erodible Channel) Haul road ditch below CC#3
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
32
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
14
Trapezoidal Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Bottom Width (ft) 4.00 Left Sideslope Ratio 4.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.5 Manning's n 0.0300 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 43.72 cfs 1.49 ft 14.41 ft 3.19 fps 13.69 sq ft 0.923 ft 0.58 1.79 ft 16.51 ft w/ Freeboard
Structure #13 (Erodible Channel) MHR1 north ditch to CC#2
Triangular Erodible Channel Inputs: Material: Alluvial silts colloidal
Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.4 Manning's n 0.0250 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 18.30 cfs 1.44 ft 8.66 ft 2.93 fps 6.25 sq ft 0.685 ft 0.61 1.74 ft 10.46 ft w/ Freeboard
Structure #3 (Culvert) CC#2
Culvert Inputs:
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
33
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
15
Slope (%) 2.00 Manning's n 0.0240 Max. Headwater (ft) 4.00 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Length (ft) 90.00
Culvert Results: Design Discharge = 136.48 cfs Minimum pipe diameter: 1 - 108 inch pipe(s) required
Structure #6 (Erodible Channel) Haul road ditch below CC#2
Trapezoidal Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Bottom Width (ft) 4.00 Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 4.0:1 Slope (%) 0.4 Manning's n 0.0300 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 175.67 cfs 2.86 ft 24.04 ft 4.38 fps 40.12 sq ft 1.615 ft 0.60 3.16 ft 26.14 ft w/ Freeboard
Structure #16 (Pond) Pond 1 - Cell 1
Pond Inputs:
Initial Pool Elev: Initial Pool: *Sediment Storage: Dead Space: 2,499.20 ft 8.42 ac-ft 2.37 ac-ft 0.00 %
*Sediment capacity based on Average Annual R of 50.0 for 3 year(s)
Straight Pipe
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
34
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
16
Barrel Length (ft) 48.00 Barrel Slope (%) 2.00 Manning's n 0.0240 Spillway Elev (ft) 2,499.20 Entrance Loss Coefficient 0.90 Tailwater Depth (ft) 0.00
Barrel Diameter (in) 18.00
Straight Pipe
Barrel Diameter (in) 12.00 Barrel Length (ft) 48.00 Barrel Slope (%) 2.00 Manning's n 0.0240 Spillway Elev (ft) 2,499.40 Entrance Loss Coefficient 0.90 Tailwater Depth (ft) 0.00
Emergency Spillway
Spillway Elev 2,502.00 Crest Length (ft) 24.00 Left Sideslope 4.00:1 Right Sideslope 4.00:1 Bottom Width (ft) 20.00
Pond Results:
Peak Elevation: H'graph Detention Time: Pond Model: Dewater Time: Trap Efficiency: 2,503.60 ft 5.09 hrs CSTRS 2.22 days 0.00 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Elevation 2,496.78 2,497.00 2,497.50 2,498.00 2,498.50 2,499.00 2,499.20 2,499.40 2,499.50 2,500.00 2,500.50 2,501.00 2,501.50 Area (ac) 3.139 3.199 3.336 3.476 3.619 3.765 3.825 3.884 3.914 4.066 4.220 4.378 4.538 Capacity (ac-ft) 0.000 0.707 2.341 4.044 5.818 7.664 8.423 9.193 9.583 11.578 13.650 15.799 18.028 Discharge (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.544 1.054 3.573 6.757 9.776 12.559 17.14* 6.10 11.70 5.00 3.20 2.45 Spillway #1 Spillway #2 Dewater Time (hrs) Top of Sed. Storage
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
35
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
17
Area (ac) 4.701 4.867 5.036 5.208 5.245 5.382 5.560 5.740 Capacity (ac-ft) 20.337 22.729 25.205 27.765 28.315 30.413 33.148 35.973 Discharge (cfs) 14.011 17.018 65.541 123.834 139.491 199.206 295.116 412.431 Dewater Time (hrs) 2.10 2.20 1.95 1.20 0.35 Peak Stage Spillway #3
Elevation 2,502.00 2,502.50 2,503.00 2,503.50 2,503.60 2,504.00 2,504.50 2,505.00
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Combined Elevation (ft) Straight Pipe (cfs) Straight Pipe (cfs) Emergency Spillway (cfs) Total Discharge (cfs) 2,496.78 2,497.00 2,497.50 2,498.00 2,498.50 2,499.00 2,499.20 2,499.40 2,499.50 2,500.00 2,500.50 2,501.00 2,501.50 2,502.00 2,502.50 2,503.00 2,503.50 2,504.00 2,504.50 2,505.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 (3)>0.544 (3)>0.587 (3)>2.251 (3)>4.630 (1)>6.667 (6)>9.027 (6)>10.103 (6)>11.075 (6)>11.969 (6)>12.803 (6)>13.589 (6)>14.320 (6)>15.007 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 (2)>0.467 (1)>1.321 (1)>2.127 (6)>3.110 (6)>3.532 (6)>3.908 (6)>4.255 (6)>4.580 (6)>4.860 (6)>5.138 (6)>5.415 (6)>5.677 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.688 48.992 106.170 180.479 275.381 391.747 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.544 1.054 3.573 6.757 9.776 12.559 14.011 17.018 65.541 123.834 199.206 295.116 412.431
Structure #9 (Pond) Pond 1-Cell 2
Pond Inputs:
Initial Pool Elev: Initial Pool: Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4 2,501.00 ft 46.77 ac-ft
36
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
18
*Sediment Storage: Dead Space: 1.34 ac-ft 0.00 %
*Sediment capacity based on Average Annual R of 50.0 for 3 year(s)
Emergency Spillway
Spillway Elev 2,501.00 Crest Length (ft) 100.00 Left Sideslope 4.00:1 Right Sideslope 4.00:1 Bottom Width (ft) 20.00
Pond Results:
Peak Elevation: H'graph Detention Time: Pond Model: Dewater Time: Trap Efficiency: 2,502.38 ft 3.32 hrs CSTRS 0.52 days 0.00 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Elevation 2,496.15 2,496.50 2,497.00 2,497.50 2,498.00 2,498.50 2,499.00 2,499.50 2,500.00 2,500.50 2,501.00 2,501.50 2,502.00 2,502.38 2,502.50 2,503.00 2,503.50 2,504.00 2,504.50 2,505.00 Area (ac) 9.090 9.168 9.280 9.392 9.505 9.619 9.734 9.849 9.965 10.081 10.198 10.316 10.435 10.525 10.554 10.674 10.794 10.916 11.037 11.160 Capacity (ac-ft) 0.000 3.218 7.830 12.498 17.223 22.004 26.842 31.738 36.691 41.702 46.772 51.901 57.088 61.068 62.335 67.642 73.009 78.437 83.925 89.474 Discharge (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.341 32.682 65.504 75.955 136.784 213.354 305.913 428.015 571.042 3.80* 6.05 2.60 Peak Stage Spillway #1 Dewater Time (hrs) Top of Sed. Storage
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
37
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
19
Detailed Discharge Table
Combined Elevation (ft) Emergency Spillway (cfs) Total Discharge (cfs) 2,496.15 2,496.50 2,497.00 2,497.50 2,498.00 2,498.50 2,499.00 2,499.50 2,500.00 2,500.50 2,501.00 2,501.50 2,502.00 2,502.50 2,503.00 2,503.50 2,504.00 2,504.50 2,505.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.341 32.682 75.955 136.784 213.354 305.913 428.015 571.042 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.341 32.682 75.955 136.784 213.354 305.913 428.015 571.042
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
38
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
20
Subwatershed Hydrology Detail:
Stru # #14 SWS # 1 SWS Area (ac) 8.743 8.743 8.743 1 2 6.464 15.760 22.224 1 2 133.840 16.660 150.500 1 5.600 178.324 1 1.579 1.579 1 2 14.180 17.400 33.159 1 3.113 36.272 1 5.056 5.056 1 2 3 4 5 6.720 18.990 5.380 37.790 24.220 98.156 1 2.039 136.467 1 4.170 327.704 1 9.462 337.166 0.000 0.000 0.000 100.000 M 0.000 0.000 0.000 100.000 F 0.072 0.000 0.000 93.000 M 0.151 0.190 0.098 0.236 0.174 0.291 0.042 0.000 0.361 0.161 0.183 0.262 0.000 0.242 0.255 61.000 73.000 82.000 94.000 80.000 M M M M M 0.000 0.000 0.000 93.000 M 0.209 0.000 0.000 91.000 M 0.147 0.207 0.114 0.000 0.305 0.000 82.000 73.000 M M 0.000 0.000 0.000 73.000 M 0.064 0.000 0.000 91.000 M 1.266 0.228 0.204 0.023 0.312 0.354 81.000 61.000 M M 0.000 0.298 0.000 0.207 0.000 0.265 93.000 73.000 M M Time of Conc (hrs) 0.000 Musk K (hrs) 0.000 Musk X 0.000 Curve Number 78.000 UHS M Peak Discharge (cfs) 21.78 21.78 21.78 23.40 16.25 25.89 93.49 8.64 94.94 19.59 105.15 3.28 3.28 26.44 20.41 44.63 7.45 43.72 18.30 18.30 3.94 22.99 15.18 95.42 41.30 136.48 7.38 175.67 16.05 262.57 36.41 142.08 Runoff Volume (ac-ft) 1.114 1.114 1.114 1.495 1.273 2.768 15.532 0.664 16.196 1.204 20.169 0.159 0.159 1.751 1.404 3.314 0.536 3.850 1.169 1.169 0.271 1.545 0.815 7.308 2.745 13.854 0.472 18.175 1.231 40.690 2.793 43.036
Σ
#17 #15
Σ
Σ
#8
Σ
#7
Σ
#12
Σ
#2
Σ
#5
Σ
#13
Σ
#3
Σ
#6
Σ
#16
Σ
#9
Σ
Filename: Pond 1 100-6 9-7-10 open chan & not pumped.sc4
39
Printed 09-09-2010
SEDCAD 4.0
Copyright 1998-2002 Pamela J. Schwab Civil Software Design
1
S Heart CC#1 Alternative Culvert Sizing 100-6 Storm 105.15 cfs - (2) 42" Culverts
Culvert Inputs:
Length (ft) 90.00 Slope (%) 100.00 Manning's n 0.0240 Max. Headwater (ft) 4.00 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Minimum pipe diameter: 1 - 42 inch pipe(s) required
Detailed Performance Curves
Design Discharge = 52.58 cfs Maximum Headwater = 4.00 ft (BOLD indicates design pipe size)
Headwater (ft) 0.40 0.80 1.20 1.60 2.00 2.40 2.80 3.20 3.60 4.00 4.40 4.80 5.20 5.60 6.00 Discharge (cfs) ( 36 in) 1.59 4.50 8.26 12.71 17.77 23.36 29.43 35.96 42.27 47.70 52.64 57.14 61.31 65.22 68.92 Discharge (cfs) ( 42 in) 1.86 5.24 9.63 14.83 20.73 27.25 34.34 41.95 50.06 58.63 65.63 72.28 78.36 84.01 89.30 Discharge (cfs) ( 45 in) 1.99 5.62 10.32 15.89 22.21 29.19 36.79 44.95 53.63 62.82 72.47 79.63 86.89 93.58 99.82
SEDCAD Utility Run
40
Printed 09-09-2010
SEDCAD 4.0
Copyright 1998-2002 Pamela J. Schwab Civil Software Design
1
S Heart CC#1 Alternative Culvert Sizing 100-6 Storm 105.15 cfs - (3) 36" Culverts
Culvert Inputs:
Length (ft) 90.00 Slope (%) 1.00 Manning's n 0.0240 Max. Headwater (ft) 3.50 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Minimum pipe diameter: 1 - 36 inch pipe(s) required
Detailed Performance Curves
Design Discharge = 35.05 cfs Maximum Headwater = 3.50 ft (BOLD indicates design pipe size)
Headwater (ft) 0.35 0.70 1.05 1.40 1.75 2.10 2.45 2.80 3.15 3.50 3.85 4.20 4.55 4.90 5.25 Discharge (cfs) ( 30 in) 6.01 7.53 8.87 10.09 11.22 13.82 17.92 22.03 25.12 27.31 29.34 31.23 33.02 34.71 36.33 Discharge (cfs) ( 36 in) 8.23 10.57 12.67 14.56 16.32 17.94 20.62 26.01 31.56 37.01 41.44 44.61 47.58 50.37 53.01 Discharge (cfs) ( 42 in) 10.46 13.78 16.79 19.54 22.07 24.43 26.63 29.03 35.79 42.76 49.86 56.80 63.06 67.38 71.43
SEDCAD Utility Run
41
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
SHLM Facilities Area Sump & CC#7
C BEGEJ Norwest Corporation 950 S. Cherry Suite 800 Denver, CO 80246 Phone: 303-782-0164 Email: cbegej@norwestcorp.com
Filename: Facilities Area Sump 10 24 open channel.sc4
42
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 10 yr - 24 hr 3.100 inches
Particle Size Distribution:
Size (mm) 4.0000 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0150 0.0123 0.0079 0.0047 0.0025 0.0008 DustySiltLoam 100.000% 100.000% 100.000% 96.000% 91.000% 87.000% 82.000% 45.530% 26.520% 14.500% 8.330% 3.510% 0.000% Sandy Loam 100.000% 100.000% 70.000% 67.000% 58.000% 52.000% 38.000% 21.000% 17.000% 13.000% 11.000% 8.000% 0.000% Silt Loam 100.000% 100.000% 100.000% 96.000% 91.000% 87.000% 82.000% 60.000% 58.000% 38.000% 33.000% 0.000% 0.000%
Filename: Facilities Area Sump 10 24 open channel.sc4
43
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Pond Channel Culvert Channel Stru # #1 #2 #3 #4 (flows into) ==> ==> ==> ==> Stru # End #1 #2 #3 Musk. K (hrs) 0.000 0.000 0.000 0.000 Musk. X Description 0.000 Sump 0.000 Outlet of CC#7 to pond 0.000 CC#7 0.000 Ditch along N side of Rd & Fac Area
#4 Chan'l #3 Culvert #2 Chan'l #1 Pond
Filename: Facilities Area Sump 10 24 open channel.sc4
44
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Summary:
Immediate Contributing Area (ac) #4 #3 #2 #1 In Out 4.160 0.150 1.780 0.903 Total Contributing Area (ac) 4.160 4.310 6.090 6.993 Peak Discharge (cfs) 8.29 8.60 9.81 11.95 0.00 Total Runoff Volume (ac-ft) 0.73 0.75 0.88 1.11 0.00 1.3 1.3 1.3 1.4 1.4 Sediment (tons) Peak Sediment Conc. (mg/l) 2,409 2,336 2,239 1,760 0 Peak Settleable Conc. (ml/l) 1.52 1.48 1.41 1.10 0.00 0.83 0.81 0.70 0.56 0.00 24VW (ml/l)
Filename: Facilities Area Sump 10 24 open channel.sc4
45
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
5
Particle Size Distribution(s) at Each Structure
Structure #4 (Ditch along N side of Rd & Fac Area):
Size (mm) 4.0000 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0150 0.0123 0.0079 0.0047 0.0025 0.0008 In/Out 100.000% 100.000% 100.000% 96.020% 91.045% 87.065% 82.081% 45.575% 26.546% 14.514% 8.338% 3.513% 0.000%
Structure #3 (CC#7):
Size (mm) 4.0000 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0150 0.0123 0.0079 0.0047 0.0025 0.0008 In/Out 100.000% 100.000% 100.000% 96.020% 91.044% 87.064% 82.080% 45.575% 26.546% 14.514% 8.338% 3.513% 0.000%
Structure #2 (Outlet of CC#7 to pond):
Filename: Facilities Area Sump 10 24 open channel.sc4
46
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
6
Size (mm) 4.0000 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0150 0.0123 0.0079 0.0047 0.0025 0.0008 In/Out 100.000% 100.000% 100.000% 96.044% 91.099% 87.142% 82.189% 45.773% 26.844% 14.727% 8.549% 3.492% 0.000%
Structure #1:
Size (mm) 4.0000 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0150 0.0123 0.0079 0.0047 0.0025 0.0008 In 100.000% 100.000% 100.000% 96.043% 91.097% 87.140% 82.185% 46.050% 27.451% 15.181% 9.026% 3.424% 0.000% Out 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000%
Filename: Facilities Area Sump 10 24 open channel.sc4
47
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
7
Structure Detail:
Structure #4 (Erodible Channel) Ditch along N side of Rd & Fac Area
Triangular Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.2 Manning's n 0.0300 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 8.29 cfs 1.31 ft 7.85 ft 1.62 fps 5.13 sq ft 0.620 ft 0.35 1.61 ft 9.65 ft w/ Freeboard
Structure #3 (Culvert) CC#7
Culvert Inputs:
Length (ft) 50.00 Slope (%) 2.00 Manning's n 0.0240 Max. Headwater (ft) 1.75 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Design Discharge = 8.60 cfs Minimum pipe diameter: 1 - 24 inch pipe(s) required
Structure #2 (Erodible Channel) Outlet of CC#7 to pond
Triangular Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Filename: Facilities Area Sump 10 24 open channel.sc4
48
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
8
Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Left Sideslope Ratio 3.0:1
Right Sideslope Ratio 3.0:1
Slope (%) 0.2
Manning's n 0.0300
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 9.81 cfs 1.39 ft 8.36 ft 1.69 fps 5.82 sq ft 0.661 ft 0.36 1.69 ft 10.16 ft w/ Freeboard
Structure #1 (Pond) Sump
Pond Inputs:
Initial Pool Elev: Initial Pool: *Sediment Storage: Dead Space: 2,495.50 ft 0.33 ac-ft 0.00 ac-ft 20.00 %
*Sediment capacity based on Average Annual R of 50.0 for 3 year(s)
Emergency Spillway
Spillway Elev 2,499.00 Crest Length (ft) 10.00 Left Sideslope 3.00:1 Right Sideslope 3.00:1 Bottom Width (ft) 20.00
Pond Results:
Peak Elevation: H'graph Detention Time: Pond Model: Dewater Time: Trap Efficiency: 2,497.06 ft 0.00 hrs CSTRS 0.00 days 0.00 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Filename: Facilities Area Sump 10 24 open channel.sc4
49
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
9
Area (ac) 0.648 0.672 0.696 0.720 0.745 0.748 0.770 0.796 0.822 0.849 0.876 0.903 Capacity (ac-ft) 0.000 0.328 0.669 1.023 1.389 1.435 1.768 2.160 2.564 2.982 3.413 3.858 Discharge (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.145 55.544 Spillway #1 0.00 Peak Stage Dewater Time (hrs) Top of Sed. Storage
Elevation 2,495.00 2,495.50 2,496.00 2,496.50 2,497.00 2,497.06 2,497.50 2,498.00 2,498.50 2,499.00 2,499.50 2,500.00
Detailed Discharge Table
Combined Elevation (ft) Emergency Spillway (cfs) Total Discharge (cfs) 2,495.00 2,495.50 2,496.00 2,496.50 2,497.00 2,497.50 2,498.00 2,498.50 2,499.00 2,499.50 2,500.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.145 55.544 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.145 55.544
Filename: Facilities Area Sump 10 24 open channel.sc4
50
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
10
Subwatershed Hydrology Detail:
Stru # #4 SWS # 1 2 SWS Area (ac) 0.490 3.670 4.160 1 0.150 4.310 1 2 0.140 1.640 6.090 1 0.903 6.993 0.000 0.000 0.000 100.000 F 0.003 0.158 0.158 0.000 0.085 0.000 91.000 73.000 M M 0.030 0.000 0.000 91.000 M Time of Conc (hrs) 0.131 0.087 Musk K (hrs) 0.055 0.000 Musk X 0.308 0.000 Curve Number 91.000 91.000 UHS M M Peak Discharge (cfs) 0.74 7.62 8.29 0.31 8.60 0.29 1.07 9.81 2.15 11.95 Runoff Volume (ac-ft) 0.071 0.661 0.732 0.022 0.754 0.019 0.102 0.875 0.233 1.109
Σ
#3
Σ
#2
Σ
#1
Σ
Subwatershed Sedimentology Detail:
Stru # #4 SWS # 1 2 Soil K L (ft) S (%) C P PS # Sediment (tons) 0.0 1.3 1.3 1 0.370 20.00 2.00 0.0200 1.0000 1 0.0 1.3 1 2 0.370 0.340 20.00 200.00 2.00 0.20 0.0200 0.0120 1.0000 1.0000 1 3 0.0 0.0 1.3 1 0.370 276.00 0.10 0.0200 1.0000 3 0.0 1.4 Peak Sediment Conc. (mg/l) 0.370 0.370 10.00 546.00 0.50 3.80 0.0200 0.0200 1.0000 1.0000 1 1 124 2,612 2,409 387 2,336 401 115 2,239 158 1,760 Peak Settleable Conc (ml/l) 0.07 1.65 1.52 0.24 1.48 0.25 0.04 1.41 0.07 1.10 0.04 0.91 0.83 0.16 0.81 0.17 0.02 0.70 0.03 0.56 24VW (ml/l)
Σ
#3
Σ
#2
Σ
#1
Σ
Subwatershed Time of Concentration Details:
Stru # #2 #2 #2 SWS # 1 1 2 Land Flow Condition 5. Nearly bare and untilled, and alluvial valley fans Time of Concentration: 3. Short grass pasture 0.20 0.40 200.00 0.350 Slope (%) 2.00 Vert. Dist. (ft) 0.39 Horiz. Dist. (ft) 19.50 Velocity (fps) 1.410 Time (hrs) 0.003 0.003 0.158 Printed 09-09-2010
Filename: Facilities Area Sump 10 24 open channel.sc4
51
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
11
Slope (%) Vert. Dist. (ft) Horiz. Dist. (ft) Velocity (fps) Time (hrs) 0.158 2.00 1.76 0.39 5.00 19.50 283.91 2.840 2.670 0.001 0.029 0.030 0.20 0.85 425.00 0.900 0.131 0.131 2.83 15.00 530.00 1.680 0.087 0.087
Stru # #2 #3
SWS # 2 1
Land Flow Condition Time of Concentration: 7. Paved area and small upland gullies 7. Paved area and small upland gullies
#3 #4 #4 #4 #4
1 1 1 2 2
Time of Concentration: 7. Paved area and small upland gullies Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans Time of Concentration:
Subwatershed Muskingum Routing Details:
Stru # #2 #2 #4 #4 SWS # 1 1 1 1 Land Flow Condition 3. Short grass pasture Muskingum K: 7. Paved area and small upland gullies Muskingum K: 1.83 10.00 546.00 2.720 Slope (%) 0.20 Vert. Dist. (ft) 0.40 Horiz. Dist. (ft) 200.00 Velocity (fps) 0.350 Time (hrs) 0.158 0.158 0.055 0.055
Filename: Facilities Area Sump 10 24 open channel.sc4
52
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
SHLM Facilities Area Sump & CC#7
C BEGEJ Norwest Corporation 950 S. Cherry Suite 800 Denver, CO 80246 Phone: 303-782-0164 Email: cbegej@norwestcorp.com
Filename: Facilities Area Sump 100 6 open channel.sc4
53
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 100 yr - 6 hr 3.550 inches
Particle Size Distribution:
Size (mm) 4.0000 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0150 0.0123 0.0079 0.0047 0.0025 0.0008 DustySiltLoam 100.000% 100.000% 100.000% 96.000% 91.000% 87.000% 82.000% 45.530% 26.520% 14.500% 8.330% 3.510% 0.000% Sandy Loam 100.000% 100.000% 70.000% 67.000% 58.000% 52.000% 38.000% 21.000% 17.000% 13.000% 11.000% 8.000% 0.000% Silt Loam 100.000% 100.000% 100.000% 96.000% 91.000% 87.000% 82.000% 60.000% 58.000% 38.000% 33.000% 0.000% 0.000%
Filename: Facilities Area Sump 100 6 open channel.sc4
54
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Pond Channel Culvert Channel Stru # #1 #2 #3 #4 (flows into) ==> ==> ==> ==> Stru # End #1 #2 #3 Musk. K (hrs) 0.000 0.000 0.000 0.000 Musk. X Description 0.000 Sump 0.000 Outlet of CC#7 to pond 0.000 CC#7 0.000 Ditch along N side of Rd & Fac Area
#4 Chan'l #3 Culvert #2 Chan'l #1 Pond
Filename: Facilities Area Sump 100 6 open channel.sc4
55
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Summary:
Immediate Contributing Area (ac) #4 #3 #2 #1 In Out 4.160 0.150 1.780 0.903 Total Contributing Area (ac) 4.160 4.310 6.090 6.993 Peak Discharge (cfs) 13.96 14.48 16.71 20.18 0.00 Total Runoff Volume (ac-ft) 0.88 0.91 1.07 1.34 0.00 1.9 1.9 2.0 2.0 2.0 Sediment (tons) Peak Sediment Conc. (mg/l) 2,394 2,321 2,206 1,755 0 Peak Settleable Conc. (ml/l) 1.51 1.47 1.39 1.10 0.00 1.02 0.99 0.85 0.69 0.00 24VW (ml/l)
Filename: Facilities Area Sump 100 6 open channel.sc4
56
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
7
Structure Detail:
Structure #4 (Erodible Channel) Ditch along N side of Rd & Fac Area
Triangular Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.2 Manning's n 0.0300 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 13.96 cfs 1.59 ft 9.54 ft 1.84 fps 7.58 sq ft 0.754 ft 0.36 1.89 ft 11.34 ft w/ Freeboard
Structure #3 (Culvert) CC#7
Culvert Inputs:
Length (ft) 50.00 Slope (%) 2.00 Manning's n 0.0240 Max. Headwater (ft) 1.75 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Design Discharge = 14.48 cfs Minimum pipe diameter: 1 - 36 inch pipe(s) required
Structure #2 (Erodible Channel) Outlet of CC#7 to pond
Triangular Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Filename: Facilities Area Sump 100 6 open channel.sc4
57
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
8
Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Left Sideslope Ratio 3.0:1
Right Sideslope Ratio 3.0:1
Slope (%) 0.2
Manning's n 0.0300
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 16.71 cfs 1.70 ft 10.20 ft 1.92 fps 8.68 sq ft 0.807 ft 0.37 2.00 ft 12.00 ft w/ Freeboard
Structure #1 (Pond) Sump
Pond Inputs:
Initial Pool Elev: Initial Pool: *Sediment Storage: Dead Space: 2,495.50 ft 0.33 ac-ft 0.00 ac-ft 20.00 %
*Sediment capacity based on Average Annual R of 50.0 for 3 year(s)
Emergency Spillway
Spillway Elev 2,499.00 Crest Length (ft) 10.00 Left Sideslope 3.00:1 Right Sideslope 3.00:1 Bottom Width (ft) 20.00
Pond Results:
Peak Elevation: H'graph Detention Time: Pond Model: Dewater Time: Trap Efficiency: 2,497.36 ft 0.00 hrs CSTRS 0.00 days 0.00 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Filename: Facilities Area Sump 100 6 open channel.sc4
58
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
9
Area (ac) 0.648 0.672 0.696 0.720 0.745 0.763 0.770 0.796 0.822 0.849 0.876 0.903 Capacity (ac-ft) 0.000 0.327 0.669 1.023 1.389 1.665 1.768 2.159 2.564 2.982 3.413 3.857 Discharge (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.145 55.544 Spillway #1 0.00 Peak Stage Dewater Time (hrs) Top of Sed. Storage
Elevation 2,495.00 2,495.50 2,496.00 2,496.50 2,497.00 2,497.36 2,497.50 2,498.00 2,498.50 2,499.00 2,499.50 2,500.00
Detailed Discharge Table
Combined Elevation (ft) Emergency Spillway (cfs) Total Discharge (cfs) 2,495.00 2,495.50 2,496.00 2,496.50 2,497.00 2,497.50 2,498.00 2,498.50 2,499.00 2,499.50 2,500.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.145 55.544 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.145 55.544
Filename: Facilities Area Sump 100 6 open channel.sc4
59
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
Pond 2
C BEGEJ Norwest Corporation 950 S. Cherry Suite 800 Denver, CO 80246 Phone: 303-782-0164 Email: cbegej@norwestcorp.com
Filename: Pond 2 S 10-24 rev 2-5-10.sc4
60
Printed 02-10-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 10 yr - 24 hr 3.100 inches
Particle Size Distribution:
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 Silt Loam 100.000% 100.000% 96.000% 91.000% 87.000% 82.000% 60.000% 33.000% 0.000%
Filename: Pond 2 S 10-24 rev 2-5-10.sc4
61
Printed 02-10-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Pond Culvert Channel Culvert Stru # #1 #2 #3 #4 (flows into) ==> ==> ==> ==> Stru # End #1 #4 #1 Musk. K (hrs) 0.000 0.000 0.000 0.000 Musk. X Description 0.000 Emergency Spillway 0.000 Northern Ditch and CC #4 0.000 Southern Ditch 0.000 CC #5
#3 Chan'l #4 Culvert #2 Culvert #1 Pond
Filename: Pond 2 S 10-24 rev 2-5-10.sc4
62
Printed 02-10-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Summary:
Immediate Contributing Area (ac) #3 #4 #2 #1 In Out 472.160 0.000 67.430 7.500 Total Contributing Area (ac) 472.160 472.160 67.430 547.090 Peak Discharge (cfs) 181.90 181.90 42.96 186.96 0.00 Total Runoff Volume (ac-ft) 39.72 39.72 5.23 45.41 0.00 597.5 597.5 8.2 605.8 605.8 Sediment (tons) Peak Sediment Conc. (mg/l) 21,201 21,201 2,338 20,641 0 Peak Settleable Conc. (ml/l) 2.26 2.26 0.42 2.22 0.00 1.17 1.17 0.21 1.05 0.00 24VW (ml/l)
Filename: Pond 2 S 10-24 rev 2-5-10.sc4
63
Printed 02-10-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
5
Particle Size Distribution(s) at Each Structure
Structure #3 (Southern Ditch):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In/Out 100.000% 100.000% 100.000% 100.000% 100.000% 100.000% 99.881% 61.885% 0.000%
Structure #4 (CC #5):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In/Out 100.000% 100.000% 100.000% 100.000% 100.000% 100.000% 99.881% 61.885% 0.000%
Structure #2 (Northern Ditch and CC #4):
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 In/Out 100.000% 100.000% 99.122% 98.025% 97.147% 96.050% 91.221%
Filename: Pond 2 S 10-24 rev 2-5-10.sc4
64
Printed 02-10-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
6
Size (mm) 0.0040 0.0010 In/Out 52.114% 0.000%
Structure #1:
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 In 100.000% 100.000% 100.000% 100.000% 100.000% 100.000% 99.762% 61.751% 0.000% Out 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000%
Filename: Pond 2 S 10-24 rev 2-5-10.sc4
65
Printed 02-10-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
7
Structure Detail:
Structure #3 (Erodible Channel) Southern Ditch
Trapezoidal Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Bottom Width (ft) 12.00 Left Sideslope Ratio 4.0:1 Right Sideslope Ratio 4.0:1 Slope (%) 0.5 Manning's n 0.0300 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 181.90 cfs 2.03 ft 28.27 ft 4.44 fps 40.94 sq ft 1.423 ft 0.65 2.33 ft 30.67 ft w/ Freeboard
Structure #4 (Culvert) CC #5
Culvert Inputs:
Length (ft) 132.00 Slope (%) 1.50 Manning's n 0.0240 Max. Headwater (ft) 5.00 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Design Discharge = 181.90 cfs Minimum pipe diameter: 1 - 96 inch pipe(s) required
Structure #2 (Culvert) Northern Ditch and CC #4
Culvert Inputs:
Filename: Pond 2 S 10-24 rev 2-5-10.sc4
66
Printed 02-10-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
8
Slope (%) 1.00 Manning's n 0.0240 Max. Headwater (ft) 3.50 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Length (ft) 135.00
Culvert Results: Design Discharge = 42.96 cfs Minimum pipe diameter: 1 - 45 inch pipe(s) required
Structure #1 (Pond) Emergency Spillway
Pond Inputs:
Initial Pool Elev: Initial Pool: *Sediment Storage: Dead Space: 2,502.75 ft 2.79 ac-ft 1.09 ac-ft 0.00 %
*Sediment capacity based on Average Annual R of 50.0 for 3 year(s)
Emergency Spillway
Spillway Elev 2,511.80 Crest Length (ft) 30.00 Left Sideslope 3.00:1 Right Sideslope 3.00:1 Bottom Width (ft) 20.00
Pond Results:
Peak Elevation: H'graph Detention Time: Pond Model: Dewater Time: Trap Efficiency: 2,511.24 ft 0.00 hrs CSTRS 0.00 days 0.00 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Elevation 2,502.21 2,502.35 2,502.40 2,502.50 2,502.75 2,503.00 2,503.50 2,504.00 Filename: Pond 2 S 10-24 rev 2-5-10.sc4 Area (ac) 5.167 5.172 5.173 5.177 5.185 5.193 5.210 5.227 Capacity (ac-ft) 0.000 0.723 0.981 1.499 2.794 4.091 6.692 9.301 Discharge (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Dewater Time (hrs) Top of Sed. Storage
67
Printed 02-10-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
9
Area (ac) 5.244 5.260 5.277 5.294 5.311 5.328 5.345 5.362 5.379 5.396 5.413 5.430 5.525 5.621 5.669 5.718 5.777 5.816 5.915 6.014 6.114 6.215 6.317 6.420 Capacity (ac-ft) 11.919 14.545 17.179 19.822 22.474 25.133 27.802 30.478 33.163 35.857 38.559 41.270 44.009 46.795 48.180 49.630 51.355 52.514 55.447 58.429 61.461 64.543 67.677 70.861 Discharge (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.554 22.942 64.824 123.820 195.344 286.475 396.619 Spillway #1 0.00 Peak Stage Dewater Time (hrs)
Elevation 2,504.50 2,505.00 2,505.50 2,506.00 2,506.50 2,507.00 2,507.50 2,508.00 2,508.50 2,509.00 2,509.50 2,510.00 2,510.50 2,511.00 2,511.24 2,511.50 2,511.80 2,512.00 2,512.50 2,513.00 2,513.50 2,514.00 2,514.50 2,515.00
Detailed Discharge Table
Combined Elevation (ft) Emergency Spillway (cfs) Total Discharge (cfs) 2,502.21 2,502.35 2,502.40 2,502.50 2,502.75 2,503.00 2,503.50 2,504.00 2,504.50 2,505.00 2,505.50 2,506.00 Filename: Pond 2 S 10-24 rev 2-5-10.sc4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Printed 02-10-2010
68
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
10
Combined Elevation (ft) Emergency Spillway (cfs) Total Discharge (cfs) 2,506.50 2,507.00 2,507.50 2,508.00 2,508.50 2,509.00 2,509.50 2,510.00 2,510.50 2,511.00 2,511.50 2,511.80 2,512.00 2,512.50 2,513.00 2,513.50 2,514.00 2,514.50 2,515.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.554 22.942 64.824 123.820 195.344 286.475 396.619 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.554 22.942 64.824 123.820 195.344 286.475 396.619
Filename: Pond 2 S 10-24 rev 2-5-10.sc4
69
Printed 02-10-2010
SEDCAD 4.0
Copyright 1998-2002 Pamela J. Schwab Civil Software Design
1
S Heart CC-5 Alternative Culvert Sizing 10-6 Storm 181.9 cfs - (2) 60" Culverts
Culvert Inputs:
Length (ft) 132.00 Slope (%) 1.50 Manning's n 0.0240 Max. Headwater (ft) 4.50 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Minimum pipe diameter: 1 - 60 inch pipe(s) required
Detailed Performance Curves
Design Discharge = 90.81 cfs Maximum Headwater = 4.50 ft (BOLD indicates design pipe size)
Headwater (ft) 0.45 0.90 1.35 1.80 2.25 2.70 3.15 3.60 4.05 4.50 4.95 5.40 5.85 6.30 6.75 Discharge (cfs) ( 54 in) 2.85 8.05 14.78 22.76 31.80 41.80 52.68 64.36 76.80 89.94 98.79 100.99 127.84 138.24 145.05 Discharge (cfs) ( 60 in) 3.16 8.94 16.42 25.28 35.34 46.45 58.53 71.51 85.33 99.94 115.30 131.37 135.30 141.68 173.37 Discharge (cfs) ( 66 in) 3.48 9.83 18.06 27.81 38.87 51.09 64.38 78.66 93.86 109.93 126.83 144.51 162.94 177.02 179.73
SEDCAD Utility Run
70
Printed 02-10-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
11
Subwatershed Hydrology Detail:
Stru # #3 SWS # 1 2 3 4 5 6 7 SWS Area (ac) 82.870 78.460 91.300 96.160 71.390 38.070 13.910 472.160 472.160 1 2 46.480 20.950 67.430 1 7.500 547.090 0.311 0.000 0.000 73.000 M 0.279 0.124 0.124 0.000 0.301 0.000 77.000 74.000 M M Time of Conc (hrs) 0.450 0.265 0.160 0.337 0.711 0.402 0.168 Musk K (hrs) 2.247 2.222 1.908 1.748 0.715 0.000 0.000 Musk X 0.230 0.222 0.227 0.142 0.176 0.000 0.000 Curve Number 74.000 82.000 81.000 82.000 77.000 74.000 74.000 UHS M M M M M M M Peak Discharge (cfs) 40.47 73.38 91.53 83.53 33.18 19.56 9.64 181.90 181.90 32.95 23.17 42.96 3.98 186.96 Runoff Volume (ac-ft) 5.351 7.633 8.599 9.351 5.405 2.465 0.916 39.719 39.719 3.536 1.695 5.232 0.459 45.411
Σ
#4 #2
Σ
Σ
#1
Σ
Subwatershed Sedimentology Detail:
Stru # #3 SWS # 1 2 3 4 5 6 7 Soil K L (ft) S (%) C P PS # Sediment (tons) 10.0 393.0 173.1 203.4 40.3 5.7 1.2 597.5 597.5 1 2 0.370 0.370 610.00 343.00 1.50 2.90 0.0420 0.0130 1.0000 1.0000 1 1 8.0 1.8 8.2 1 0.320 224.00 0.60 0.0120 1.0000 1 0.1 605.8 Peak Sediment Conc. (mg/l) 0.370 0.370 0.370 0.370 0.370 0.370 0.370 188.50 160.00 415.00 409.00 353.00 387.00 78.00 6.10 2.10 6.00 4.90 5.70 5.20 6.40 0.0120 0.9500 0.0700 0.1000 0.0420 0.0130 0.0130 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 1 1 1 1 1 1 2,296 62,351 25,260 26,540 9,230 3,164 1,894 21,201 21,201 3,115 1,604 2,338 215 20,641 Peak Settleable Conc (ml/l) 0.37 16.19 7.33 6.30 1.09 0.57 0.52 2.26 2.26 0.74 0.63 0.42 0.04 2.22 0.22 9.64 4.26 3.77 0.65 0.31 0.26 1.17 1.17 0.40 0.31 0.21 0.02 1.05 24VW (ml/l)
Σ
#4 #2
Σ
Σ
#1
Σ
Filename: Pond 2 S 10-24 rev 2-5-10.sc4
71
Printed 02-10-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
12
Subwatershed Time of Concentration Details:
Stru # #1 #1 #2 SWS # 1 1 1 Land Flow Condition 3. Short grass pasture Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #2 #2 #2 #3 1 2 2 1 Time of Concentration: 7. Paved area and small upland gullies Time of Concentration: 3. Short grass pasture 6. Grassed waterway #3 #3 1 2 Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #3 #3 2 3 Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #3 #3 3 4 Time of Concentration: 3. Short grass pasture 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #3 #3 4 5 Time of Concentration: 3. Short grass pasture 7. Paved area and small upland gullies 7. Paved area and small upland gullies #3 #3 5 6 Time of Concentration: 3. Short grass pasture 7. Paved area and small upland gullies 7. Paved area and small upland gullies #3 #3 6 7 Time of Concentration: 3. Short grass pasture 7. Paved area and small upland gullies #3 7 Time of Concentration: 3.56 1.78 17.00 13.79 478.00 775.00 1.500 2.680 5.17 2.61 0.38 20.00 15.00 5.00 387.00 575.00 1,316.00 1.810 3.250 1.240 0.70 2.55 0.23 3.50 37.50 3.00 497.00 1,471.00 1,308.00 0.670 3.210 0.960 3.98 1.67 0.26 10.00 15.00 1.00 251.00 898.04 378.07 1.590 1.290 1.030 3.29 1.02 20.00 5.00 607.00 490.00 1.810 2.030 16.60 2.08 30.00 55.00 180.70 2,645.00 4.070 2.900 6.10 1.88 23.00 55.00 377.00 2,929.90 1.970 2.050 1.64 19.00 1,155.68 2.580 2.38 1.88 8.00 41.00 335.82 2,177.00 1.540 2.760 Slope (%) 0.59 Vert. Dist. (ft) 4.00 Horiz. Dist. (ft) 683.06 Velocity (fps) 0.610 Time (hrs) 0.311 0.311 0.060 0.219 0.279 0.124 0.124 0.053 0.397 0.450 0.012 0.253 0.265 0.093 0.067 0.160 0.043 0.193 0.101 0.337 0.206 0.127 0.378 0.711 0.059 0.049 0.294 0.402 0.088 0.080 0.168
Filename: Pond 2 S 10-24 rev 2-5-10.sc4
72
Printed 02-10-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
13
Subwatershed Muskingum Routing Details:
Stru # #2 #2 #3 SWS # 1 1 1 Land Flow Condition 7. Paved area and small upland gullies Muskingum K: 7. Paved area and small upland gullies 7. Paved area and small upland gullies 7. Paved area and small upland gullies 7. Paved area and small upland gullies 7. Paved area and small upland gullies 7. Paved area and small upland gullies #3 #3 1 2 Muskingum K: 7. Paved area and small upland gullies 7. Paved area and small upland gullies 7. Paved area and small upland gullies 7. Paved area and small upland gullies 7. Paved area and small upland gullies #3 #3 2 3 Muskingum K: 7. Paved area and small upland gullies 7. Paved area and small upland gullies 7. Paved area and small upland gullies 7. Paved area and small upland gullies #3 #3 3 4 Muskingum K: 7. Paved area and small upland gullies 6. Grassed waterway #3 #3 #3 4 5 5 Muskingum K: 7. Paved area and small upland gullies Muskingum K: 0.21 5.00 2,370.79 0.920 0.11 0.21 2.00 5.00 1,855.28 2,370.79 0.660 0.680 7.41 0.40 0.11 0.21 52.00 7.00 2.00 5.00 702.00 1,731.00 1,855.00 2,370.00 5.470 1.270 0.660 0.920 0.26 7.41 0.40 0.11 0.21 3.00 52.00 7.00 2.00 5.00 1,156.06 702.00 1,731.00 1,855.00 2,370.00 1.020 5.470 1.270 0.660 0.920 3.10 0.26 7.41 0.40 0.11 0.21 10.00 3.00 52.00 7.00 2.00 5.00 323.00 1,156.00 702.00 1,731.00 1,855.00 2,370.00 3.540 1.020 5.470 1.270 0.660 0.920 Slope (%) 1.64 Vert. Dist. (ft) 19.00 Horiz. Dist. (ft) 1,155.68 Velocity (fps) 2.580 Time (hrs) 0.124 0.124 0.025 0.314 0.035 0.378 0.780 0.715 2.247 0.314 0.035 0.378 0.780 0.715 2.222 0.035 0.378 0.780 0.715 1.908 0.780 0.968 1.748 0.715 0.715
Filename: Pond 2 S 10-24 rev 2-5-10.sc4
73
Printed 02-10-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
Pond #2 South
C BEGEJ Norwest Corporation 950 S. Cherry Suite 800 Denver, CO 80246 Phone: 303-782-0164 Email: cbegej@norwestcorp.com
Filename: Pond 2 S 100-6 rev 2-5-10.sc4
74
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 100 yr - 6 hr 3.550 inches
Particle Size Distribution:
Size (mm) 2.0000 1.0000 0.5000 0.2500 0.1250 0.0630 0.0160 0.0040 0.0010 Silt Loam 100.000% 100.000% 96.000% 91.000% 87.000% 82.000% 60.000% 33.000% 0.000%
Filename: Pond 2 S 100-6 rev 2-5-10.sc4
75
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Summary:
Immediate Contributing Area (ac) #3 #4 #2 #1 In Out 472.160 0.000 67.430 7.500 Total Contributing Area (ac) 472.160 472.160 67.430 547.090 Peak Discharge (cfs) 313.33 313.33 76.74 322.92 34.42 Total Runoff Volume (ac-ft) 50.46 50.46 6.77 57.83 9.24 910.6 910.6 13.0 923.7 0.4 Sediment (tons) Peak Sediment Conc. (mg/l) 20,886 20,886 2,305 20,289 63 Peak Settleable Conc. (ml/l) 2.06 2.06 0.40 2.02 0.00 1.30 1.30 0.25 1.16 0.00 24VW (ml/l)
Filename: Pond 2 S 100-6 rev 2-5-10.sc4
76
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
7
Structure Detail:
Structure #3 (Erodible Channel) Southern Ditch
Trapezoidal Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Bottom Width (ft) 12.00 Left Sideslope Ratio 4.0:1 Right Sideslope Ratio 4.0:1 Slope (%) 0.5 Manning's n 0.0300 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 313.33 cfs 2.67 ft 33.39 ft 5.16 fps 60.69 sq ft 1.782 ft 0.67 2.97 ft 35.79 ft w/ Freeboard
Structure #4 (Culvert) CC #5
Culvert Inputs:
Length (ft) 132.00 Slope (%) 1.50 Manning's n 0.0240 Max. Headwater (ft) 10.20 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Design Discharge = 313.33 cfs Minimum pipe diameter: 1 - 72 inch pipe(s) required
Structure #2 (Culvert) Northern Ditch and CC #4
Culvert Inputs:
Filename: Pond 2 S 100-6 rev 2-5-10.sc4
77
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
8
Slope (%) 1.00 Manning's n 0.0240 Max. Headwater (ft) 9.60 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Length (ft) 135.00
Culvert Results: Design Discharge = 76.74 cfs Minimum pipe diameter: 1 - 42 inch pipe(s) required
Structure #1 (Pond) Emergency Spillway
Pond Inputs:
Initial Pool Elev: Initial Pool: *Sediment Storage: Dead Space: 2,502.75 ft 2.65 ac-ft 1.23 ac-ft 0.00 %
*Sediment capacity based on Average Annual R of 50.0 for 3 year(s)
Emergency Spillway
Spillway Elev 2,511.80 Crest Length (ft) 30.00 Left Sideslope 3.00:1 Right Sideslope 3.00:1 Bottom Width (ft) 20.00
Pond Results:
Peak Elevation: H'graph Detention Time: Pond Model: Dewater Time: Trap Efficiency: 2,512.64 ft 4.03 hrs CSTRS 0.79 days 99.96 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table
Elevation 2,502.24 2,502.35 2,502.40 2,502.50 2,502.75 2,503.00 2,503.50 2,504.00 Filename: Pond 2 S 100-6 rev 2-5-10.sc4 Area (ac) 5.168 5.172 5.173 5.177 5.185 5.193 5.210 5.227 Capacity (ac-ft) 0.000 0.574 0.832 1.350 2.645 3.942 6.543 9.153 Discharge (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Dewater Time (hrs) Top of Sed. Storage
78
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
9
Area (ac) 5.244 5.260 5.277 5.294 5.311 5.328 5.345 5.362 5.379 5.396 5.413 5.430 5.525 5.621 5.718 5.777 5.816 5.915 5.942 6.014 6.114 6.215 6.317 6.420 Capacity (ac-ft) 11.770 14.396 17.031 19.673 22.325 24.984 27.653 30.329 33.015 35.708 38.410 41.121 43.860 46.647 49.482 51.206 52.365 55.298 56.115 58.280 61.312 64.395 67.528 70.712 Discharge (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.554 22.942 34.417 64.824 123.820 195.344 286.475 396.619 15.35 2.80 0.85 Peak Stage Spillway #1 Dewater Time (hrs)
Elevation 2,504.50 2,505.00 2,505.50 2,506.00 2,506.50 2,507.00 2,507.50 2,508.00 2,508.50 2,509.00 2,509.50 2,510.00 2,510.50 2,511.00 2,511.50 2,511.80 2,512.00 2,512.50 2,512.64 2,513.00 2,513.50 2,514.00 2,514.50 2,515.00
Detailed Discharge Table
Combined Elevation (ft) Emergency Spillway (cfs) Total Discharge (cfs) 2,502.24 2,502.35 2,502.40 2,502.50 2,502.75 2,503.00 2,503.50 2,504.00 2,504.50 2,505.00 2,505.50 2,506.00 Filename: Pond 2 S 100-6 rev 2-5-10.sc4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Printed 09-09-2010
79
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
10
Combined Elevation (ft) Emergency Spillway (cfs) Total Discharge (cfs) 2,506.50 2,507.00 2,507.50 2,508.00 2,508.50 2,509.00 2,509.50 2,510.00 2,510.50 2,511.00 2,511.50 2,511.80 2,512.00 2,512.50 2,513.00 2,513.50 2,514.00 2,514.50 2,515.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.554 22.942 64.824 123.820 195.344 286.475 396.619 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.554 22.942 64.824 123.820 195.344 286.475 396.619
Filename: Pond 2 S 100-6 rev 2-5-10.sc4
80
Printed 09-09-2010
SEDCAD 4.0
Copyright 1998-2002 Pamela J. Schwab Civil Software Design
1
S Heart CC#5 Alternative Culvert Sizing 100-6 Storm 313.33 cfs - (2) 60" Culverts
Culvert Inputs:
Length (ft) 132.00 Slope (%) 1.50 Manning's n 0.0240 Max. Headwater (ft) 6.50 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Minimum pipe diameter: 1 - 60 inch pipe(s) required
Detailed Performance Curves
Design Discharge = 156.67 cfs Maximum Headwater = 6.50 ft (BOLD indicates design pipe size)
Headwater (ft) 0.65 1.30 1.95 2.60 3.25 3.90 4.55 5.20 5.85 6.50 7.15 7.80 8.45 9.10 9.75 Discharge (cfs) ( 54 in) 4.94 13.97 25.66 39.50 55.21 72.57 91.45 99.53 127.82 141.29 150.83 159.82 168.31 176.39 184.14 Discharge (cfs) ( 60 in) 5.49 15.52 28.51 43.89 61.34 80.63 101.61 124.14 136.58 166.35 184.07 196.67 207.91 218.58 228.75 Discharge (cfs) ( 66 in) 6.04 17.07 31.36 48.28 67.47 88.70 111.77 136.56 162.95 180.73 188.14 231.63 249.79 263.52 276.56
SEDCAD Utility Run
81
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
Explosives Storage Area
Bermed Small Area Exemption
C BEGEJ Norwest Corporation 950 S. Cherry Suite 800 Denver, CO 80246 Phone: 303-782-0164 Email: cbegej@norwestcorp.com
Filename: Explosives Storage 100-24.sc4
82
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 100 yr - 24 hr 4.500 inches
Filename: Explosives Storage 100-24.sc4
83
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Channel Stru # #1 (flows into) ==> Stru # End Musk. K (hrs) 0.000 Musk. X Description 0.000 berm
#1 Chan'l
Filename: Explosives Storage 100-24.sc4
84
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Summary:
Immediate Contributing Area (ac) #1 5.420 Total Contributing Area (ac) 5.420 Peak Discharge (cfs) 17.82 Total Runoff Volume (ac-ft) 1.67
Filename: Explosives Storage 100-24.sc4
85
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
5
Structure Detail:
Structure #1 (Erodible Channel) berm
Trapezoidal Erodible Channel Inputs: Material: Alluvial silts colloidal
Bottom Width (ft) 12.00 Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 5.0 Manning's n 0.0250 Freeboard Depth (ft) 0.50 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 17.82 cfs 0.26 ft 13.59 ft 5.26 fps 3.39 sq ft 0.248 ft 1.86 0.76 ft 16.59 ft w/ Freeboard
Filename: Explosives Storage 100-24.sc4
86
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
6
Subwatershed Hydrology Detail:
Stru # #1 SWS # 1 SWS Area (ac) 5.420 5.420 Time of Conc (hrs) 0.100 Musk K (hrs) 0.000 Musk X 0.000 Curve Number 93.000 UHS M Peak Discharge (cfs) 17.82 17.82 Runoff Volume (ac-ft) 1.673 1.673
Σ
Subwatershed Time of Concentration Details:
Stru # #1 SWS # 1 Land Flow Condition 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #1 1 Time of Concentration: Slope (%) 33.00 2.14 Vert. Dist. (ft) 28.05 22.00 Horiz. Dist. (ft) 85.00 1,026.00 Velocity (fps) 5.740 2.940 Time (hrs) 0.004 0.096 0.100
Filename: Explosives Storage 100-24.sc4
87
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
OVB-1
Bermed Small Area Exemption 2014-2015
C BEGEJ Norwest Corporation 950 S. Cherry Suite 800 Denver, CO 80246 Phone: 303-782-0164 Email: cbegej@norwestcorp.com
Filename: OVB-1 100-24.sc4
88
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 100 yr - 24 hr 4.500 inches
Filename: OVB-1 100-24.sc4
89
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Channel Channel Channel Culvert Channel Stru # #1 #2 #3 #4 #5 (flows into) ==> ==> ==> ==> ==> Stru # End #1 #4 #5 #1 Musk. K (hrs) 0.000 0.000 0.000 0.000 0.000 Musk. X Description 0.000 Null 0.000 N Side of OBD Pile 0.000 SW 0.000 Culvert below ramp 0.000 SWS above ramp & SE
#3 Chan'l #4 Culvert #5 Chan'l #2 Chan'l #1 Chan'l
Filename: OVB-1 100-24.sc4
90
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Summary:
Immediate Contributing Area (ac) #3 #4 #5 #2 #1 4.350 0.000 4.310 17.890 0.000 Total Contributing Area (ac) 4.350 4.350 8.660 17.890 26.550 Peak Discharge (cfs) 9.47 9.47 20.01 29.05 45.82 Total Runoff Volume (ac-ft) 1.11 1.11 2.25 4.53 6.78
Filename: OVB-1 100-24.sc4
91
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
5
Structure Detail:
Structure #3 (Erodible Channel) SW
Trapezoidal Erodible Channel Inputs: Material: Alluvial silts colloidal
Bottom Width (ft) 12.00 Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.2 Manning's n 0.0250 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 9.47 cfs 0.47 ft 14.83 ft 1.50 fps 6.32 sq ft 0.422 ft 0.40 0.77 ft 16.63 ft w/ Freeboard
Structure #4 (Culvert) Culvert below ramp
Culvert Inputs:
Length (ft) 30.00 Slope (%) 0.20 Manning's n 0.0240 Max. Headwater (ft) 2.00 Tailwater (ft) 1.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Design Discharge = 9.47 cfs Minimum pipe diameter: 1 - 24 inch pipe(s) required
Structure #5 (Erodible Channel) SWS above ramp & SE
Trapezoidal Erodible Channel Inputs: Material: Alluvial silts colloidal
Filename: OVB-1 100-24.sc4
92
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
6
Right Sideslope Ratio 3.0:1 Slope (%) 5.7 Manning's n 0.0250 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Bottom Width (ft) 14.00
Left Sideslope Ratio 3.0:1
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 20.01 cfs 0.25 ft 15.50 ft 5.44 fps 3.68 sq ft 0.236 ft 1.97 0.55 ft 17.30 ft w/ Freeboard
Structure #2 (Erodible Channel) N Side of OBD Pile
Trapezoidal Erodible Channel Inputs: Material: Alluvial silts colloidal
Bottom Width (ft) 12.00 Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.2 Manning's n 0.0250 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 29.05 cfs 0.90 ft 17.40 ft 2.20 fps 13.23 sq ft 0.748 ft 0.44 1.20 ft 19.20 ft w/ Freeboard
Structure #1 (Erodible Channel) Null
Trapezoidal Erodible Channel Inputs: Material: Alluvial silts colloidal
Filename: OVB-1 100-24.sc4
93
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
7
Right Sideslope Ratio 3.0:1 Slope (%) 0.2 Manning's n 0.0250 Freeboard Depth (ft) 0.30 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Bottom Width (ft) 12.00
Left Sideslope Ratio 3.0:1
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 45.82 cfs 1.16 ft 18.98 ft 2.54 fps 18.03 sq ft 0.931 ft 0.46 1.46 ft 20.78 ft w/ Freeboard
Filename: OVB-1 100-24.sc4
94
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
8
Subwatershed Hydrology Detail:
Stru # #3 SWS # 1 SWS Area (ac) 4.350 4.350 4.350 1 2 0.660 3.650 8.660 1 17.890 17.890 26.550 0.689 0.000 0.000 94.000 M 0.011 0.249 0.241 0.000 0.245 0.000 94.000 94.000 M M Time of Conc (hrs) 0.337 Musk K (hrs) 0.000 Musk X 0.000 Curve Number 94.000 UHS M Peak Discharge (cfs) 9.47 9.47 9.47 2.20 8.40 20.01 29.05 29.05 45.82 Runoff Volume (ac-ft) 1.107 1.107 1.107 0.209 0.932 2.248 4.530 4.530 6.778
Σ
#4 #5
Σ Σ
#2
Σ
#1
Σ
Subwatershed Time of Concentration Details:
Stru # #2 SWS # 1 Land Flow Condition 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #2 #3 1 1 Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #3 #5 #5 #5 1 1 1 2 Time of Concentration: 7. Paved area and small upland gullies Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies 7. Paved area and small upland gullies 7. Paved area and small upland gullies #5 2 Time of Concentration: 43.63 0.20 5.85 0.20 89.00 0.99 10.00 0.51 204.00 498.00 171.00 256.00 6.600 0.900 4.860 0.900 22.70 89.00 392.00 9.590 50.00 0.20 89.00 2.14 178.00 1,074.00 7.070 0.900 Slope (%) 50.00 0.20 Vert. Dist. (ft) 89.00 4.43 Horiz. Dist. (ft) 178.00 2,215.80 Velocity (fps) 7.070 0.900 Time (hrs) 0.006 0.683 0.689 0.006 0.331 0.337 0.011 0.011 0.008 0.153 0.009 0.079 0.249
Subwatershed Muskingum Routing Details:
Filename: OVB-1 100-24.sc4
95
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
9
Slope (%) 0.20 5.85 0.20 Vert. Dist. (ft) 0.99 10.00 0.51 Horiz. Dist. (ft) 498.00 171.00 256.00 Velocity (fps) 0.900 4.860 0.900 Time (hrs) 0.153 0.009 0.079 0.241
Stru # #5
SWS # 1
Land Flow Condition 7. Paved area and small upland gullies 7. Paved area and small upland gullies 7. Paved area and small upland gullies
#5
1
Muskingum K:
Filename: OVB-1 100-24.sc4
96
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
SOVB 10
Bermed Small Area Exemption 2019-2022
C BEGEJ Norwest Corporation 950 S. Cherry Suite 800 Denver, CO 80246 Phone: 303-782-0164 Email: cbegej@norwestcorp.com
Filename: SOVB_10 10-24.sc4
97
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 100 yr - 24 hr 4.500 inches
Filename: SOVB_10 10-24.sc4
98
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Channel Stru # #1 (flows into) ==> Stru # End Musk. K (hrs) 0.000 Musk. X Description 0.000 berm
#1 Chan'l
Filename: SOVB_10 10-24.sc4
99
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Summary:
Immediate Contributing Area (ac) #1 5.420 Total Contributing Area (ac) 5.420 Peak Discharge (cfs) 17.82 Total Runoff Volume (ac-ft) 1.67
Filename: SOVB_10 10-24.sc4
100
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
5
Structure Detail:
Structure #1 (Erodible Channel) berm
Trapezoidal Erodible Channel Inputs: Material: Alluvial silts colloidal
Bottom Width (ft) 12.00 Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 5.0 Manning's n 0.0250 Freeboard Depth (ft) 0.50 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 17.82 cfs 0.26 ft 13.59 ft 5.26 fps 3.39 sq ft 0.248 ft 1.86 0.76 ft 16.59 ft w/ Freeboard
Filename: SOVB_10 10-24.sc4
101
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
6
Subwatershed Hydrology Detail:
Stru # #1 SWS # 1 SWS Area (ac) 5.420 5.420 Time of Conc (hrs) 0.100 Musk K (hrs) 0.000 Musk X 0.000 Curve Number 93.000 UHS M Peak Discharge (cfs) 17.82 17.82 Runoff Volume (ac-ft) 1.673 1.673
Σ
Subwatershed Time of Concentration Details:
Stru # #1 SWS # 1 Land Flow Condition 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #1 1 Time of Concentration: Slope (%) 33.00 2.14 Vert. Dist. (ft) 28.05 22.00 Horiz. Dist. (ft) 85.00 1,026.00 Velocity (fps) 5.740 2.940 Time (hrs) 0.004 0.096 0.100
Filename: SOVB_10 10-24.sc4
102
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
SPGM 9 &10
Bermed Small Area Exemption 2014-2016
C BEGEJ Norwest Corporation 950 S. Cherry Suite 800 Denver, CO 80246 Phone: 303-782-0164 Email: cbegej@norwestcorp.com
Filename: SPGM910 100-24.sc4
103
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 100 yr - 24 hr 4.500 inches
Filename: SPGM910 100-24.sc4
104
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Channel Stru # #1 (flows into) ==> Stru # End Musk. K (hrs) 0.000 Musk. X Description 0.000 berm
#1 Chan'l
Filename: SPGM910 100-24.sc4
105
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Summary:
Immediate Contributing Area (ac) #1 6.329 Total Contributing Area (ac) 6.329 Peak Discharge (cfs) 21.05 Total Runoff Volume (ac-ft) 2.01
Filename: SPGM910 100-24.sc4
106
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
5
Structure Detail:
Structure #1 (Erodible Channel) berm
Trapezoidal Erodible Channel Inputs: Material: Alluvial silts colloidal
Bottom Width (ft) 12.00 Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 3.8 Manning's n 0.0250 Freeboard Depth (ft) 0.50 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 21.05 cfs 0.32 ft 13.90 ft 5.13 fps 4.11 sq ft 0.293 ft 1.66 0.82 ft 16.90 ft w/ Freeboard
Filename: SPGM910 100-24.sc4
107
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
6
Subwatershed Hydrology Detail:
Stru # #1 SWS # 1 SWS Area (ac) 6.329 6.329 Time of Conc (hrs) 0.122 Musk K (hrs) 0.000 Musk X 0.000 Curve Number 94.000 UHS M Peak Discharge (cfs) 21.05 21.05 Runoff Volume (ac-ft) 2.011 2.011
Σ
Subwatershed Time of Concentration Details:
Stru # #1 SWS # 1 Land Flow Condition 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #1 1 Time of Concentration: Slope (%) 50.00 3.80 Vert. Dist. (ft) 32.00 64.60 Horiz. Dist. (ft) 64.00 1,700.00 Velocity (fps) 7.070 3.920 Time (hrs) 0.002 0.120 0.122
Filename: SPGM910 100-24.sc4
108
Printed 09-09-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
SPGM 13
Bermed Small Area Exemption 2018-2020
C BEGEJ Norwest Corporation 950 S. Cherry Suite 800 Denver, CO 80246 Phone: 303-782-0164 Email: cbegej@norwestcorp.com
Filename: SPG_13 100-24.sc4
109
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 100 yr - 24 hr 4.500 inches
Filename: SPG_13 100-24.sc4
110
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Channel Stru # #1 (flows into) ==> Stru # End Musk. K (hrs) 0.000 Musk. X Description 0.000 berm
#1 Chan'l
Filename: SPG_13 100-24.sc4
111
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Summary:
Immediate Contributing Area (ac) #1 2.570 Total Contributing Area (ac) 2.570 Peak Discharge (cfs) 8.22 Total Runoff Volume (ac-ft) 0.75
Filename: SPG_13 100-24.sc4
112
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
5
Structure Detail:
Structure #1 (Erodible Channel) berm
Trapezoidal Erodible Channel Inputs: Material: Alluvial silts colloidal
Bottom Width (ft) 12.00 Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 5.0 Manning's n 0.0250 Freeboard Depth (ft) 0.50 Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.0
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 8.22 cfs 0.17 ft 13.00 ft 3.93 fps 2.09 sq ft 0.160 ft 1.73 0.67 ft 16.00 ft w/ Freeboard
Filename: SPG_13 100-24.sc4
113
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
6
Subwatershed Hydrology Detail:
Stru # #1 SWS # 1 SWS Area (ac) 2.570 2.570 Time of Conc (hrs) 0.072 Musk K (hrs) 0.000 Musk X 0.000 Curve Number 91.000 UHS M Peak Discharge (cfs) 8.22 8.22 Runoff Volume (ac-ft) 0.748 0.748
Σ
Subwatershed Time of Concentration Details:
Stru # #1 SWS # 1 Land Flow Condition 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #1 1 Time of Concentration: Slope (%) 33.00 1.59 Vert. Dist. (ft) 27.72 10.00 Horiz. Dist. (ft) 84.00 627.00 Velocity (fps) 5.740 2.540 Time (hrs) 0.004 0.068 0.072
Filename: SPG_13 100-24.sc4
114
Printed 06-01-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
CC#8
Explosives Storage Access Road East Culvert 10-year 24-hour Storm
C BEGEJ Norwest Corporation 950 S. Cherry Suite 800 Denver, CO 80246 Phone: 303-782-0164 Email: cbegej@norwestcorp.com
Filename: E Explo Stor Cvt #8 10-24.sc4
115
Printed 02-16-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 10 yr - 24 hr 3.100 inches
Filename: E Explo Stor Cvt #8 10-24.sc4
116
Printed 02-16-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Culvert Stru # #1 (flows into) ==> Stru # End Musk. K (hrs) 0.000 Musk. X 0.000 Description
#1 Culvert
Filename: E Explo Stor Cvt #8 10-24.sc4
117
Printed 02-16-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Summary:
Immediate Contributing Area (ac) #1 40.590 Total Contributing Area (ac) 40.590 Peak Discharge (cfs) 56.33 Total Runoff Volume (ac-ft) 5.88
Filename: E Explo Stor Cvt #8 10-24.sc4
118
Printed 02-16-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
5
Structure Detail:
Structure #1 (Culvert)
Culvert Inputs:
Length (ft) 25.00 Slope (%) 2.00 Manning's n 0.0240 Max. Headwater (ft) 3.70 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Design Discharge = 56.33 cfs Minimum pipe diameter: 1 - 48 inch pipe(s) required
Filename: E Explo Stor Cvt #8 10-24.sc4
119
Printed 02-16-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
6
Subwatershed Hydrology Detail:
Stru # #1 SWS # 1 SWS Area (ac) 40.590 40.590 Time of Conc (hrs) 0.194 Musk K (hrs) 0.247 Musk X 0.339 Curve Number 91.000 UHS M Peak Discharge (cfs) 59.11 56.33 Runoff Volume (ac-ft) 5.875 5.875
Σ
Subwatershed Time of Concentration Details:
Stru # #1 SWS # 1 Land Flow Condition 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #1 1 Time of Concentration: Slope (%) 4.61 2.52 Vert. Dist. (ft) 20.00 40.00 Horiz. Dist. (ft) 434.00 1,590.00 Velocity (fps) 2.140 3.190 Time (hrs) 0.056 0.138 0.194
Subwatershed Muskingum Routing Details:
Stru # #1 SWS # 1 Land Flow Condition 7. Paved area and small upland gullies 7. Paved area and small upland gullies #1 1 Muskingum K: Slope (%) 11.11 2.22 Vert. Dist. (ft) 52.00 55.00 Horiz. Dist. (ft) 468.00 2,472.00 Velocity (fps) 6.700 3.000 Time (hrs) 0.019 0.228 0.247
Filename: E Explo Stor Cvt #8 10-24.sc4
120
Printed 02-16-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
CC#9
Explosives Storage Access Road West Culvert 10-year 24-hour Storm
C BEGEJ Norwest Corporation 950 S. Cherry Suite 800 Denver, CO 80246 Phone: 303-782-0164 Email: cbegej@norwestcorp.com
Filename: W Explo Stor Cvt #9 10-24.sc4
121
Printed 02-16-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 10 yr - 24 hr 3.100 inches
Filename: W Explo Stor Cvt 10-24.sc4
122
Printed 02-12-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Culvert Stru # #1 (flows into) ==> Stru # End Musk. K (hrs) 0.000 Musk. X 0.000 Description
#1 Culvert
Filename: W Explo Stor Cvt 10-24.sc4
123
Printed 02-12-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Summary:
Immediate Contributing Area (ac) #1 113.443 Total Contributing Area (ac) 113.443 Peak Discharge (cfs) 148.49 Total Runoff Volume (ac-ft) 15.69
Filename: W Explo Stor Cvt 10-24.sc4
124
Printed 02-12-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
5
Structure Detail:
Structure #1 (Culvert)
Culvert Inputs:
Length (ft) 25.00 Slope (%) 2.00 Manning's n 0.0240 Max. Headwater (ft) 5.50 Tailwater (ft) 0.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Design Discharge = 148.49 cfs Minimum pipe diameter: 1 - 66 inch pipe(s) required
Filename: W Explo Stor Cvt 10-24.sc4
125
Printed 02-12-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
6
Subwatershed Hydrology Detail:
Stru # #1 SWS # 1 2 SWS Area (ac) 10.933 102.510 113.443 Time of Conc (hrs) 0.060 0.267 Musk K (hrs) 0.247 0.000 Musk X 0.339 0.000 Curve Number 74.000 91.000 UHS M M Peak Discharge (cfs) 12.09 138.71 148.49 Runoff Volume (ac-ft) 0.885 14.804 15.689
Σ
Subwatershed Time of Concentration Details:
Stru # #1 SWS # 1 Land Flow Condition 6. Grassed waterway 7. Paved area and small upland gullies #1 #1 1 2 Time of Concentration: 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies #1 2 Time of Concentration: 11.11 2.22 52.00 55.00 468.00 2,472.00 3.330 3.000 Slope (%) 8.89 10.19 Vert. Dist. (ft) 57.00 50.00 Horiz. Dist. (ft) 641.00 490.60 Velocity (fps) 4.470 6.420 Time (hrs) 0.039 0.021 0.060 0.039 0.228 0.267
Subwatershed Muskingum Routing Details:
Stru # #1 SWS # 1 Land Flow Condition 7. Paved area and small upland gullies 7. Paved area and small upland gullies #1 1 Muskingum K: Slope (%) 11.11 2.22 Vert. Dist. (ft) 52.00 55.00 Horiz. Dist. (ft) 468.00 2,472.00 Velocity (fps) 6.700 3.000 Time (hrs) 0.019 0.228 0.247
Filename: W Explo Stor Cvt 10-24.sc4
126
Printed 02-12-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
Culvert 70+51 DD-2 and DD-3
C Begej
Filename: 2010 Culvert CVT70+51 and DD-2&3.sc4
127
Printed 06-14-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 100 yr - 6 hr 4.500 inches
Filename: 2010 Culvert CVT70+51 and DD-2&3.sc4
128
Printed 06-14-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Channel Channel Culvert Stru # #1 #2 #3 (flows into) ==> ==> ==> Stru # #2 #3 End Musk. K (hrs) 0.188 0.000 0.000 Musk. X Description 0.317 SW1 &DD3 0.000 SW2 & DD2 0.000 Culvert CVT70+51
#1 Chan'l #2 Chan'l #3 Culvert
Structure Routing Details:
Stru # #1 #1 Land Flow Condition 8. Large gullies, diversions, and low flowing streams Muskingum K: Slope (%) 0.97 Vert. Dist. (ft) 19.44 Horiz. Dist. (ft) 2,005.00 Velocity (fps) 2.95 Time (hrs) 0.188 0.188
Filename: 2010 Culvert CVT70+51 and DD-2&3.sc4
129
Printed 06-14-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Summary:
Immediate Contributing Area (ac) #1 #2 #3 796.440 158.540 0.000 Total Contributing Area (ac) 796.440 954.980 954.980 Peak Discharge (cfs) 406.93 449.05 449.05 Total Runoff Volume (ac-ft) 125.54 146.28 146.28
Filename: 2010 Culvert CVT70+51 and DD-2&3.sc4
130
Printed 06-14-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
5
Structure Detail:
Structure #1 (Erodible Channel) SW1 &DD3
Trapezoidal Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Bottom Width (ft) 12.00 Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.3 Manning's n 0.0300 Freeboard Depth (ft) Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 406.93 cfs 3.56 ft 33.39 ft 5.03 fps 80.88 sq ft 2.342 ft 0.57 w/ Freeboard
Structure #2 (Riprap Channel) SW2 & DD2
Trapezoidal Riprap Channel Inputs: Material: Riprap
Bottom Width (ft) 12.00 Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.9 Freeboard Depth (ft) Freeboard % of Depth Freeboard Mult. x (VxD)
Riprap Channel Results: PADER Method - Mild Slope Design
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Filename: 2010 Culvert CVT70+51 and DD-2&3.sc4 449.05 cfs 3.18 ft 31.10 ft 6.55 fps 68.60 sq ft w/ Freeboard
131
Printed 06-14-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
6
w/o Freeboard Hydraulic Radius: Froude Number: Manning's n: Dmin: D50: Dmax: 2.135 ft 0.78 0.0360 3.00 in 6.00 in 9.00 in w/ Freeboard
Structure #3 (Culvert) Culvert CVT70+51
Culvert Inputs:
Length (ft) 132.00 Slope (%) 0.30 Manning's n 0.0240 Max. Headwater (ft) 11.50 Tailwater (ft) 2.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Design Discharge = 449.05 cfs Minimum pipe diameter: 1 - 96 inch pipe(s) required
Filename: 2010 Culvert CVT70+51 and DD-2&3.sc4
132
Printed 06-14-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
7
Subwatershed Hydrology Detail:
Stru # #1 SWS # 1 2 SWS Area (ac) 782.040 14.400 796.440 1 2 144.240 14.300 954.980 954.980 1.306 0.373 0.188 0.000 0.317 0.000 74.000 74.000 M M Time of Conc (hrs) 2.905 0.354 Musk K (hrs) 0.311 0.000 Musk X 0.251 0.000 Curve Number 79.000 79.000 UHS M M Peak Discharge (cfs) 406.54 28.03 406.93 109.43 22.44 449.05 449.05 Runoff Volume (ac-ft) 123.256 2.281 125.537 18.871 1.873 146.281 146.281
Σ
#2
Σ
#3
Σ
Subwatershed Time of Concentration Details:
Stru # #1 SWS # 1 Land Flow Condition 3. Short grass pasture 6. Grassed waterway 8. Large gullies, diversions, and low flowing streams #1 #1 1 2 Time of Concentration: 3. Short grass pasture 8. Large gullies, diversions, and low flowing streams #1 #2 2 1 Time of Concentration: 3. Short grass pasture 6. Grassed waterway 8. Large gullies, diversions, and low flowing streams 8. Large gullies, diversions, and low flowing streams #2 #2 1 2 Time of Concentration: 3. Short grass pasture 8. Large gullies, diversions, and low flowing streams #2 2 Time of Concentration: 1.98 0.33 4.00 6.61 202.00 2,005.00 1.120 1.720 9.01 2.78 0.28 0.20 78.19 82.10 10.00 2.39 868.00 2,951.00 3,598.41 1,195.00 2.400 2.500 1.580 1.340 2.61 0.33 12.60 5.11 483.30 1,550.00 1.290 1.720 Slope (%) 2.34 0.58 0.33 Vert. Dist. (ft) 75.10 44.90 6.17 Horiz. Dist. (ft) 3,205.70 7,690.99 1,872.00 Velocity (fps) 1.220 1.140 1.720 Time (hrs) 0.729 1.874 0.302 2.905 0.104 0.250 0.354 0.100 0.327 0.632 0.247 1.306 0.050 0.323 0.373
Subwatershed Muskingum Routing Details:
Stru # #1 SWS # 1 Land Flow Condition 8. Large gullies, diversions, and low flowing streams Slope (%) 0.33 Vert. Dist. (ft) 6.36 Horiz. Dist. (ft) 1,930.00 Velocity (fps) 1.720 Time (hrs) 0.311
Filename: 2010 Culvert CVT70+51 and DD-2&3.sc4
133
Printed 06-14-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
8
Slope (%) Vert. Dist. (ft) Horiz. Dist. (ft) Velocity (fps) Time (hrs) 0.311 0.97 19.44 2,005.00 2.950 0.188 0.188
Stru # #1 #2 #2
SWS # 1 1 1
Land Flow Condition Muskingum K: 8. Large gullies, diversions, and low flowing streams Muskingum K:
Filename: 2010 Culvert CVT70+51 and DD-2&3.sc4
134
Printed 06-14-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
1
Culvert 55+75 and West Tributary Diversion DD-1
C Begej
Filename: 2010 CC55-70_DD-1 100-6 rev.sc4
135
Printed 06-15-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
2
General Information
Storm Information:
Storm Type: Design Storm: Rainfall Depth: NRCS Type II 100 yr - 6 hr 4.500 inches
Filename: 2010 CC55-70_DD-1 100-6 rev.sc4
136
Printed 06-15-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
3
Structure Networking:
Type Null Null Culvert Channel Channel Stru # #1 #2 #3 #4 #5 (flows into) ==> ==> ==> ==> ==> Stru # #2 #3 #4 #5 End Musk. K (hrs) 0.370 0.139 0.336 0.780 0.000 Musk. X Description 0.285 Western Block W & E 0.254 Central Pit Area 0.220 Area above culvert 0.279 DD-1B 0.000 DD-1A
#1 Null #2 Null #3 Culvert #4 Chan'l #5 Chan'l
Structure Routing Details:
Stru # #1 #1 #2 #2 #3 #3 #4 #4 Land Flow Condition 8. Large gullies, diversions, and low flowing streams Muskingum K: 8. Large gullies, diversions, and low flowing streams Muskingum K: 8. Large gullies, diversions, and low flowing streams Muskingum K: 8. Large gullies, diversions, and low flowing streams Muskingum K: 0.51 30.65 6,011.00 2.14 0.20 3.25 1,625.00 1.34 0.34 3.00 876.00 1.75 Slope (%) 0.57 Vert. Dist. (ft) 17.00 Horiz. Dist. (ft) 3,000.00 Velocity (fps) 2.25 Time (hrs) 0.370 0.370 0.139 0.139 0.336 0.336 0.780 0.780
Filename: 2010 CC55-70_DD-1 100-6 rev.sc4
137
Printed 06-15-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
4
Structure Summary:
Immediate Contributing Area (ac) #1 #2 #3 #4 #5 1,041.020 229.600 56.500 0.000 28.200 Total Contributing Area (ac) 1,041.020 1,270.620 1,327.120 1,327.120 1,355.320 Peak Discharge (cfs) 649.89 712.91 721.22 697.99 672.12 Total Runoff Volume (ac-ft) 165.28 196.57 203.97 203.97 207.82
Filename: 2010 CC55-70_DD-1 100-6 rev.sc4
138
Printed 06-15-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
5
Structure Detail:
Structure #1 (Null) Western Block W & E Structure #2 (Null) Central Pit Area Structure #3 (Culvert) Area above culvert
Culvert Inputs:
Length (ft) 132.00 Slope (%) 0.30 Manning's n 0.0240 Max. Headwater (ft) 11.50 Tailwater (ft) 2.00 Entrance Loss Coef. (Ke) 0.90
Culvert Results: Design Discharge = 721.22 cfs Minimum pipe diameter: 1 - 120 inch pipe(s) required
Structure #4 (Erodible Channel) DD-1B
Trapezoidal Erodible Channel Inputs: Material: Graded silts to cobbles when colloidal
Bottom Width (ft) 12.00 Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.2 Manning's n 0.0300 Freeboard Depth (ft) Freeboard % of Depth Freeboard Mult. x (VxD) Limiting Velocity (fps) 5.5
Erodible Channel Results:
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: 697.99 cfs 5.22 ft 43.33 ft 4.83 fps 144.46 sq ft 3.208 ft 0.47 w/ Freeboard
Filename: 2010 CC55-70_DD-1 100-6 rev.sc4
139
Printed 06-15-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
6
Structure #5 (Riprap Channel) DD-1A
Trapezoidal Riprap Channel Inputs: Material: Riprap
Bottom Width (ft) 12.00 Left Sideslope Ratio 3.0:1 Right Sideslope Ratio 3.0:1 Slope (%) 0.5 Freeboard Depth (ft) Freeboard % of Depth Freeboard Mult. x (VxD)
Riprap Channel Results: PADER Method - Mild Slope Design
w/o Freeboard Design Discharge: Depth: Top Width: Velocity: X-Section Area: Hydraulic Radius: Froude Number: Manning's n: Dmin: D50: Dmax: 672.12 cfs 4.23 ft 37.37 ft 6.44 fps 104.39 sq ft 2.694 ft 0.68 0.0320 2.00 in 3.00 in 4.50 in w/ Freeboard
Filename: 2010 CC55-70_DD-1 100-6 rev.sc4
140
Printed 06-15-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
7
Subwatershed Hydrology Detail:
Stru # #1 SWS # 1 2 SWS Area (ac) 325.000 716.020 1,041.020 1 229.600 1,270.620 1 56.500 1,327.120 1,327.120 1 28.200 1,355.320 0.211 0.000 0.000 75.000 M 0.842 0.000 0.000 74.000 M 0.515 0.000 0.000 75.000 M Time of Conc (hrs) 0.421 4.034 Musk K (hrs) 0.727 0.000 Musk X 0.287 0.000 Curve Number 79.550 79.000 UHS M M Peak Discharge (cfs) 602.88 288.85 649.89 323.52 712.91 57.30 721.22 697.99 55.53 672.12 Runoff Volume (ac-ft) 52.436 112.843 165.280 31.290 196.570 7.398 203.968 203.968 3.850 207.818
Σ
#2
Σ
#3
Σ
#4 #5
Σ Σ
Subwatershed Time of Concentration Details:
Stru # #1 SWS # 1 Land Flow Condition 3. Short grass pasture 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies 8. Large gullies, diversions, and low flowing streams #1 #1 1 2 Time of Concentration: 3. Short grass pasture 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies 8. Large gullies, diversions, and low flowing streams #1 #2 2 1 Time of Concentration: 3. Short grass pasture 5. Nearly bare and untilled, and alluvial valley fans 7. Paved area and small upland gullies 8. Large gullies, diversions, and low flowing streams Filename: 2010 CC55-70_DD-1 100-6 rev.sc4 6.20 8.14 1.81 0.88 40.00 25.00 40.00 15.00 645.65 307.20 2,210.00 1,711.00 1.990 2.850 2.700 2.800 2.53 3.11 2.13 0.13 20.00 50.00 40.00 18.00 792.00 1,609.55 1,876.00 13,461.00 1.270 1.760 2.930 1.090 Slope (%) 3.98 5.79 1.91 1.36 Vert. Dist. (ft) 10.00 35.00 35.00 22.00 Horiz. Dist. (ft) 251.00 604.00 1,831.00 1,612.00 Velocity (fps) 1.590 2.400 2.780 3.500 Time (hrs) 0.043 0.069 0.182 0.127 0.421 0.173 0.254 0.177 3.430 4.034 0.090 0.029 0.227 0.169
141
Printed 06-15-2010
SEDCAD 4 for Windows
Copyright 1998 -2007 Pamela J. Schwab Civil Software Design, LLC
8
Slope (%) Vert. Dist. (ft) 18.00 22.00 Horiz. Dist. (ft) 704.60 2,380.00 Velocity (fps) 1.270 0.960 Time (hrs) 0.515 2.55 0.92 0.154 0.688 0.842
Stru # #2 #3
SWS # 1 1
Land Flow Condition Time of Concentration: 3. Short grass pasture 5. Nearly bare and untilled, and alluvial valley fans
#3
1
Time of Concentration:
Subwatershed Muskingum Routing Details:
Stru # #1 #1 SWS # 1 1 Land Flow Condition 8. Large gullies, diversions, and low flowing streams Muskingum K: Slope (%) 0.58 Vert. Dist. (ft) 35.00 Horiz. Dist. (ft) 6,000.00 Velocity (fps) 2.290 Time (hrs) 0.727 0.727
Filename: 2010 CC55-70_DD-1 100-6 rev.sc4
142
Printed 06-15-2010