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Home My WebLink About20171396.tiffMay 15, 2017 Mr. Peter Hays Environmental Protection Specialist II State of Colorado Division of Reclamation, Mining, & Safety 1313 Sherman Street — Room 215 Denver, CO 80203 RECEIVED MAY 17 2017 COMMISSIIONERS RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response Dear Mr. Hays, Northern Colorado Constructors, Inc. has received the Division's adequacy review comments letter dated April 5, 2017. Below are the comments and the corresponding responses that have been provided to address the comments. 1.6 Public Notice 1. As required by Rule 1.6.2(d) and 1.6.5(2), please submit proof of publication in a newspaper of general circulation in the locality of the proposed mining operation. The Division received proof of publication in the Fort Lupton Press via email from the Applicant on March 8, 2017. No response is required from the Applicant. 2. As required by Rule 1.6.2(e), please submit proof of the notice to all owners of record of surface and mineral rights of the affected land and the owners of record of all land surface within 200 feet of the boundary of the affected land including all easement holders located on the affected land and within 200 feet of the boundary of the affected land. Proof of notice may be return receipts of a Certified Mailing or by proof of personal service. The Division received copies of the Certified Mail Receipts and Return Receipts via email from the Applicant on April 3, 2017. Response: We have sent additional copies of certified mail receipts and return receipts via e-mail on May 1, 2017 regarding owners of record of surface and mineral rights of the affected land and the owners of record of all land surface within 200 feet of the boundary of the affected land including all easement holders located on the affected land and within 200 feet of the boundary of the affected land. a. The Division did not receive proof of notice to the Owner of Record of the surface and mineral rights of the affected land, Pioneer Land Company, L.L.C., pursuant to Rule 1.6.4(e)(i). Please submit proof of notice to Pioneer Land Company, L.L.C. Rib i is V Il RAN ieui 5/aa/m-I 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-8c7-a99a cc = PLC mcn / TP) 2017-1396 �C_R/C.H 3' 1m/cKj 6/1.131I-7 RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -2- Response: Certified mail receipts and return receipts were sent via e-mail on May 1, 2017 providing proof of notice to Pioneer Land Company, LLC. b. The Division did not receive proof of notice to the following Owner of Record of land surface within 200 feet of the boundary of the affected land pursuant to Rule 1.6.4(e)(ii): i. George W. Sagner ii. Patricia A. Sagner Response: Certified mail receipts and return receipts were sent via e-mail on May 1, 2017 providing proof of notice to George W. Sagner and Patricia A. Sagner. c. The Division did not receive proof of notice to the following Owner of Record of easements within 200 feet of the boundary of the affected land pursuant to Rule 1.6.4(e)(ii): i. KP Kauffman Company, Inc. ii. Central Weld County Water District iii. Noble Energy, Inc. iv. Weld County v. Kerr McGee Oil and Onshore, LP vi. Xcel Energy vii. Century Link viii. United Power ix. Pioneer Land Company, Inc. Please submit proof of notice in the form of return receipts of a Certified Mailing or by proof of personal service. Response: Certified mail receipts and return receipts were sent via e-mail on May 1, 2017 providing proof of notice to the entities listed above. 3. The Division received comments from the History Colorado, Division of Water Resources and Army Corps of Engineers. The letters are attached for review. Please address the comments noted in the letters and make any changes to the application as needed. Response: We have provided responses to each letter that are attached as separate documents. Please refer to the attached responses for History Colorado, Division of Water Resources, and the Army Corps of Engineers. 4. The Division received letters of objection from Veronica Cantrell (2), William M. Lewis, Bradley T Windell Trust and Heidi G Hynes Windell Trust, and Nicole Cantrell and Marcelo Ferreira. Copies of the letters were mailed to the Applicant previously and are attached. Please address the comments noted in the letters and make any changes to the application as needed. Response: We have provided responses to each letter that are attached as separate documents. Please refer to the attached responses for Veronica Cantrell, William M. Lewis, Bradley T Windell Trust and Heidi G Hynes Windell Trust, and Nicole Cantrell and Marcelo Ferreira. V 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -3- 6.4 Specific Exhibit Requirements - Regular 112 Operations The following items must be addressed by the Applicant in order to satisfy the requirements of C.R.S. 34-32.5-101 et seq. and the Mineral Rules and Regulations of the Mined Land Reclamation Board: 6.4.1 Exhibit A - Legal Description 5. The main entrance to the mine site shall be located based on a USGS Topographic map showing latitude and longitude or Universal Transverse Mercator (UTM). The Operator will need to specify coordinates of latitude and longitude in degrees, minutes and seconds or in decimal degrees to an accuracy of at least five (5) decimal places (e.g., latitude 37.12345 N, longitude 104.45678 W). Please revise Exhibit A to provide the main entrance location in latitude and longitude or Universal Transverse Mercator. Response: Exhibit A has been revised to include the latitude and longitude for the main entrance location. 6.4.3 Exhibit C - Pre -mining and Mining Plan Maps of Affected Lands 6. Please update Exhibit C to indicate the Meadow Island Levee Ditch No. 1 pursuant to Rule 6.4.3(b). Response: Exhibit C has been revised labelling the location of the Meadow Island Levee Ditch No. 1. 7. Please update Exhibit C to indicate the type of present vegetation covering the affected lands pursuant to Rule 6.4.3(e). Response: Exhibit C has been updated to indicate the present vegetation covering the affected lands in the notes on the map. Most of the area is rotational crop farm land and the areas that are not farmed are rangeland grass west of the farmed ground. Rangeland grass also occurs on the east side of the farmed ground with cottonwood trees and willows near the South Platte River. Specific species that exist in the rangeland grass areas and forested areas are as follows: Scientific Name Common Name Ambrosia artemisiifolia Apocynum cannabinum Asclepias speciosa Bassia scoparia Bromus inermis Bromus tectorum Chenopodium fremontii Cirsium arvense Cirsium undulatum Conium maculatum Convolvulus arvensis Conyza canadensis Descurainia incana Echinochloa crus-galli Scientific Name Annual Ragweed Indian -Hemp Showy Milkweed Mexican fireweed Smooth brome Cheatgrass Fremont's Goosefoot Canada thistle Wavy -Leaf Thistle Poison -Hemlock Field Bindweed Canadian Horseweed Mountain Tansy -Mustard Large Barnyard Grass Common Name Elaeagnus angustifolia Eleocharis palustris Russian -Olive Common Spike -Rush V �� 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -4- Euphorbia esula Glycyrrhiza lepidota Grindelia squarrosa Helianthus annuus Hordeum jubatum Lactuca serriola Muhlenbergia asperifolia Pascopyrum smithii Persicaria lapathifolia Persicaria maculosa Phalaris arundinacea Populus deltoides Populus tremuloides Portulaca oleracea Rumex crispus Salix amygdaloides Salix exigua Schoenoplectus pungens Spartina pectinata Triticum aestivum Typha latifolia Verbena bracteata Xanthium strumarium Leafy Spurge American Licorice Curly -Cup Gumweed Common Sunflower Fox -Tail Barley Prickly Lettuce Alkali Muhly Western -Wheat Grass Dock -Leaf Smartweed Spotted Ladysthumb Reed Canary Grass Eastern Cottonwood Quaking Aspen Little-Hogweed Curly Dock Peachleaf Willow Narrow -Leaf Willow Three -Square Freshwater Cord Grass Common Wheat Broad -Leaf Cat -Tail Carpet Vervain Rough Cockleburr 8. Please update Exhibit C to show the owner's name, type of structures, and location of all significant, valuable, and permanent man-made structures contained on the area of affected land and within two hundred (200) feet of the affected land pursuant to Rule 6.4.3(g). Response: Exhibit C has been updated to provide the owner's name, type, and location of all significant, valuable, and permanent man-made structures contained on the area of affected land and within 200 feet of the affected land. 6.4.4 Exhibit D - Mining Plan 9. The Applicant states a concrete and asphalt batch plant area will be located within the mining area. Please provide the Division with proof of the appropriate Weld County zoning or special use permit allowing the asphalt/concrete plant, the required Air Pollutant Emission Notice (APEN) permit and Hazardous Material and Spill Control permit from the Colorado Department of Public Health and Environment to operate the asphalt/concrete plant at the site or commit to submitting a technical revision to the permit pursuant to Rule 1.9 prior to operating an asphalt/concrete plant. Response: The applicant has decided not to include a concrete and asphalt batch plant area for this permit application. The Exhibit D and Exhibit C have been revised to remove the concrete and asphalt batch plant. 10. The Applicant states a minimum 150 foot setback from an existing oil/gas facility will be maintained until an executed use agreement is obtained from the oil/gas company. Please commit to a minimum 200 foot offset from the existing oil/gas facilities until a structure agreement is obtained with the owner of the facilities and update the Exhibit C and Exhibit F maps accordingly. IIII 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -5- Response: The applicant will commit to a minimum 200 foot offset from the existing oil/gas facilities until the surface use agreement is finalized with Kerr-McGee Anadarko (owner of the facilities). The surface use agreement will include the structure agreement. Exhibit C and Exhibit F have been revised showing the 200 foot offset from the existing tank battery as that is what Weld County requires. NCC proposes to mine Phase 1 (North Cell) first from north to south so the oil/gas facility areas will not be affected for several years before the mining progresses far enough to reach these facility locations. NCC is pursuing an agreement with Kerr-McGee Anadarko and anticipates finalizing the agreement in the coming weeks. 11. The Applicant states gold will be an incidental product produced by the mining activities. Please explain how the Applicant intends to recover gold as part of the mining activities. On Item 5.3 on Page 1 of the Application Form, the Applicant indicated "N/A" as the anticipated end us of incidental commodity to be mined. Please explain this discrepancy and update the Mining Plan and/or Application Form as needed. Response: The application has been revised. 12. The Applicant states water from the dewatering ponds will be pumped into either the slough on the west side of the site which discharges into the South Platte River, or directly into the river. Based on review of the Exhibit C - Mining Plan Map, it does not appear the slough is connected to the South Platte River. Please describe how discharged water pumped into the slough will reach the South Platte River. Additionally, please indicate the proposed dewatering discharge points for the slough and the South Platte River on the Exhibit C - Mining Plan Map. Response: The applicant will pump water from the dewatering ditches/ponds to the South Platte River only and will not utilize the slough. The proposed discharge points have been updated and shown on the Exhibit C - Mining Plan Map. 13. The Applicant states water exiting the wash plant will be carried by a trench to a sedimentation pond. Please describe all water diversions and impoundments for the proposed mining operation, pursuant to Rule 6.4.4(c), provide design details for the sedimentation pond and update the Exhibit C - Mining Plan Map to indicate the location of the sedimentation pond. Response: The water exiting the wash plant will be carried to a sedimentation pond and flocculent will be used to create floc to settle the wash fines in the sedimentation pond. The sedimentation pond will be cleaned out at varying times to spread the fines to dry out so they may be used in road base products for binder material. Design details are included for how the flocculent will be used to settle the materials from the wash plant in the sedimentation pond. The location of the sedimentation pond is updated on the Exhibit C - Mining Plan Map. 14. The Applicant states topsoil and overburden stockpiles will be located on the west side of the south cell area. Please update the Exhibit C — Mining Plan Map to indicate the location of the topsoil and overburden stockpiles. Response: The locations of the topsoil and overburden stockpiles are updated on the Exhibit C - Mining Plan Map. V l 305 Denver Avenue - Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -6- 15. Please commit to seeding the topsoil and overburden stockpiles within 180 days of placement with the approved Reclamation Plan seed mixture to stabilize and protect the stockpiles from erosion pursuant to Rule 3.1.9. Response: The applicant will commit to seeding the topsoil and overburden stockpiles within 180 days of placement with the approved Reclamation Plan seed mixture to stabilize the stockpiles and protect them from erosion. The recommended seed mix is attached from the Platte Valley Soil Conservation District (NRCS). 16. Please provide a description of the mining and earthmoving methods to be employed in the proposed mining operation pursuant to Rule 6.4.4(a) and (b). Response: The applicant will utilize dozers, loaders, scrapers, excavators, as described on page 2 of Exhibit D in the mining methods, to move materials from the mining area to the processing area. Other methods that were not previously described include haul trucks and conveyors to move materials from the mining area to the processing area. A revised Exhibit D is attached. 17. The Typical Mining and Reclaimed Section inserts on the Mining and Reclamation Plan Maps indicate a final 3H:1V slope. Please indicate if the final slope will be mined at the final 3H:1V slope or if the Applicant intends to use the cut and fill method of constructing the final slope. If the Applicant intends to use the cut and fill methods, please provide a description of the earthmoving methods to be employed for the slope reclamation. Response: At this time the applicant will mine at the final 3H:1V slope for reclamation. If the applicant decides to change and utilize overburden for the final slope a technical revision will be provided to the DRMS for approval. 6.4.5 Exhibit E - Reclamation Plan 18. The Applicant did not provide adequate information to satisfy the requirements of Rule 6.4.5(2). Please provide the following information: a. The Applicant states the mine will be reclaimed as a slurry wall lined water storage reservoir with two cells. Please provide a description of why developed water storage was chosen, the amount of acreage of the lined reservoir after final reclamation and a general discussion of methods of reclamation as related to the mechanics of earthmoving to construct the slurry lined reservoir. Response: Developed water storage was chosen because the owner of the property would like to store water at this location to provide an amenity to his property and to provide beneficial use of his water rights. The amount of acreage of the lined reservoir after final reclamation is 98.06 acres. b. Please provide a comparison of the proposed post -mining land use to other land uses in the vicinity and to adopted state and local land use plans and programs. Response: The proposed post mining land use is similar to other properties that are south of this area that are being reclaimed such as the Weld County Koenig Pit, the Everist Pit, the Heit Pit, NCCI Pit #1, and the Lupton Meadows Pit M-2016-76. These are all a 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit— File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -7- permitted 112 c operations. Water storage will be compatible with the other land uses in the vicinity, which includes farmland, industrial land, and rural residential. c. Please provide a description of how the Reclamation Plan will be implemented to meet each applicable requirement of Section 3.1. Response: The updated Exhibit E has been provided as an attachment providing the description of the implementation of the reclamation plan. d. Please provide plans for topsoil segregation, preservation, and replacement; for stabilization, compaction and for revegetation. The revegetation plan shall contain a list of the preferred species of grass, legumes, forbs, shrubs or trees to be planted, the method and rates of seeding and planting, the estimated availability of viable seeds in sufficient quantities of the species proposed to be used, and the proposed time of seeding and planting. Response: The updated Exhibit E has been provided as an attachment providing the description of the implementation of the reclamation plan. Exhibit C has also been updated to show the locations of topsoil stockpiling. Exhibit F has also been updated to show the locations where top soiling and seeding will occur. e. Please provide a plan or schedule indicating how and when reclamation will be implemented. Such plan or schedule shall not be tied to any specific date but shall be tied to implementation or completion of different stages of the mining operation as described in Subparagraph 6.4.4(1)(e). The plan or schedule shall include: i. An estimate of the periods of time which will be required for the various stages or phases of reclamation; ii. A description of the size and location of each area to be reclaimed during each phase; and iii. An outline of the sequence in which each stage or phase of reclamation will be carried out. Response: The updated Exhibit E has been provided as an attachment providing the description of the implementation of the reclamation plan. f. Please provide a description of each of the following: i. Final grading - specify maximum anticipated slope gradient or expected ranges thereof. ii. Seeding - specify types, mixtures, quantities, and expected times of seeding and planting. iii. Fertilization - if applicable, specify types, mixtures, quantities and time of application. iv. Revegetation - specify types of trees, shrubs, etc., quantities, size and location. v. Top soiling - specify anticipated minimum depth or range of depths for those areas where topsoil will be replaced. Response: The updated Exhibit E has been provided as an attachment providing the description of the implementation of the reclamation plan. 19. Pursuant to Rule 3.1.10(6), methods of weed control shall be employed for all prohibited noxious weed species, and whenever invasion of a reclaimed area by other weed species seriously threatens the continued development of the desired vegetation. 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -8- Please provide a Noxious Weed Management Plan with the following information: a. A list of potential noxious weed species (target species). b. The control methods and treatment window for each target species. c. A monitoring plan and follow-up plan for the site (i.e. when the "local weed control expert" will inspect the property during the year and how follow-up treatments will be implemented following the inspection.) The Division recommends the Applicant contact the appropriate local weed control authority to assist with the weed control plan. Response: NCC has a weed management plan and it is attached. NCC has worked with Weld County to establish their management plan based on information from Weld County's Public Works Department Weed Management Division. 20. The proposed Reclamation Plan map indicates a 50' pipeline easement (Rec. No. 1571317) bisecting the South Reservoir after final reclamation. Please confirm the location of the easement will remain in its current location after reclamation or if the easement will be relocated as part of the mining and reclamation activities at the proposed site. If the easement is to be relocated, please provide the Division with a copy of the signed agreement with the easement owner for the relocation and indicate the revised easement location on the Exhibit F - Reclamation Plan Map. Response: NCC and the property owner are working with Kerr-McGee Anadarko to vacate this easement. As soon as the easement is vacated we will provide you with the documentation. For now NCC commits to staying 200 feet from this easement with any mining. Since this easement is in Phase 2 of the mining so there will not be any problem with keeping the 200 feet setback. 21. The proposed Reclamation Plan map indicates a 20' irrigation lateral easement (Rec. No. 2630905) in the South Reservoir after final reclamation. Please confirm the location of the easement will remain in its current location after reclamation or if the easement will be relocated or eliminated as part of the mining and reclamation activities at the proposed site. If the easement is to be relocated or eliminated, please provide the Division with a copy of the signed agreement with the easement owner for the relocation or elimination and indicate the revised easement location or elimination on the Exhibit F - Reclamation Plan Map. NCC and the property owner are working together to vacate this easement. This easement is the property owner's and they will be providing the proper documentation for the vacation of the easement. For now NCC will commit to a 200 foot setback from this location until the easement is vacated. This easement is also located in Phase 2 of the mining so there will not be any problem with keeping the 200 feet setback. 22. The proposed mine site is within the 100 -year flood plain of the South Platte River. In the event of a significant flood event (100 -year flood) it is likely the proposed pit will be captured by the South Platte River. Wherever mining will occur within 400 feet of the river channel, a flood analysis and flood control plan must be evaluated and submitted for Division review and acceptance. The flood analysis should quantify the velocity and volume of flows expected on site from a 100 -year flood event, as well as the elevation of the 100 -year base flood event and its relation to the elevation of q III V 1 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit— File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -9- any proposed spillways and reservoir embankments. The flood control plan should address mitigation measures including pit side armoring, river side armoring, inflow and outflow channels, or other appropriate measures. The Applicant shall provide the flood elevations to be expected under a "worst case" flooding scenario and specific mitigation measures that will be implemented to minimize the potential for any offsite impacts. Riverside and lateral berms are proposed in the Bennett Pit application, which may be prone to erosion during a flood event. The potential for "berms" around gravel pits to be damaged during flooding is discussed in detail in the 1987 Urban Drainage and Flood Control District (UDFCD) Publication "Technical Review Guidelines for Gravel Mining Activities within or Adjacent to 100 -year Floodplains." Strips of native ground or constructed fill between the stream and the gravel pit, and generally aligned with the flow direction of the river are referred to in the UDFCD document as riverside berms. Strips of native ground or constructed fill between the adjacent pits and generally perpendicular to the river are referred to as lateral berms. Engineered inflow and outflow structures are intended to mitigate possible slope failure during flood events for these berms. The Bennett Pit is outside of the political boundaries of the UDFCD, but the technical floodplain factors that led to the formation of the UDFCD guidance still apply and will be used to review the adequacy of the flood mitigation structures proposed for the site. Please provide a flood analysis and flood control plan satisfying the requirements of the UDFCD for the expected 100 year flood event during the life of the operation and after final reclamation for the Bennett Pit. Response: The floodplain analysis is attached with the volume and velocity of the 100 - year flows. The analysis also includes the design information for the proposed riverside/pit side spillways. Exhibit F has been updated to include the spillway locations. 23. The Applicant states a copy of the slurry wall design will be submitted to the Division when it is complete. Please commit to providing the completed slurry wall design as a Technical Revision, pursuant to Rule 1.9 with the appropriate fee, for Division review and acceptance prior to installing the slurry wall. Response: The slurry wall construction drawings and specifications are included in the attachments. Exhibit L has been revised to show the updated bonding calculations with the addition of the slurry wall design. 6.4.7 Exhibit G - Water Information 24. The Applicant states NCCI will not expose groundwater until approval of the Substitute Water Supply Plan (SWSP) for the Bennett Pit is obtained from the State Engineer. Please commit to providing the Division a copy of the approved SWSP when available. Response: The SWSP plan for the Bennett Pit will be provided to the Division once it is approved by the SEO. NCC commits to providing a copy of the approved plan to the Division. V �" 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -10- 25. The Applicant states clean water will be discharged to the slough on the west side of the site. If water is discharged into an unlined slough, it may be prone to erosion if the discharge rates exceed the carrying capacity of the slough. The Operator must submit documentation to the Division for review for the proposed maximum discharge rate into the slough and specifications as to how much water the slough can carry without experiencing erosion. Response: The applicant will pump water from the dewatering ditches/ponds to the South Platte River only and will not utilize the slough. The proposed discharge points have been updated and shown on the Exhibit C - Mining Plan Map. 26. Please commit to obtaining a Gravel Pit Well Permit from the Colorado Division of Water Resources for the Bennett Pit prior to exposing groundwater and to providing the Division a copy of the approved well permit when available. Response: The SWSP plan for the Bennett Pit will be provided to the Division once it is approved by the SEO, along with this a Gravel Well Permit will be applied for at the same time the SWSP is submitted. Prior to exposing groundwater NCC must receive approval of the Gravel Well Permit and SWSP. NCC commits to providing the Division a copy of the approved well permit from the SEO. 27. The Applicant states an application for a National Pollutant Discharge Elimination System (NPDES) Permit will be submitted to the Water Quality Control Division at the Colorado Department of Public Health & Environment for the Bennett Pit. Please commit to providing the Division a copy of the approved NPDES when available. Response: The NPDES permit application will be submitted to CDPHE. NCC commits to providing the Division a copy of the approved NPDES permit from the CDPHE. 28. The Applicant states Figure G-1 shows the permitted wells within 600 feet of the site. Please state if the Applicant is pursuing agreements with the existing well owners within 600 feet of the site. Please provide signed copies of the agreements, if available or provide evidence the appropriate notice was provided to the well owners. Response: The applicant is pursuing agreements with the existing well owners. The existing well owners listed in Figure G-1 are different names than the land owners because the State well records have not been updated. The well owners are the current land owners. The applicant is required to locate all wells within 600 feet in order to apply for a Gravel Mine Well Permit through the SEO. The applicant will follow the procedures required to obtain a Gravel Mine Well Permit if approval of the DRMS permit is obtained and provide a copy of the Gravel Mine Well Permit to the DRMS once the well permit is obtained. 29. The Applicant states NCCI will monitor the groundwater levels surrounding the site. Please submit a map indicating the location of monitoring wells. Response: The monitor well location map is provided in the attachments. 30. Please submit the drilling and well completion data for the monitoring wells to the Division. III 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -11- Response: The monitor well completion data is included in the attachments. 31. Please commit to provide the Division with monthly monitoring well data as part of the annual report for the site. Response: NCC commits to providing the monthly monitoring well data as part of the annual report for the site to the Division. 32. Please provide proof of monitoring well installation permits from the Office of State Engineer to the Division. Response: The monitoring well installation permits for the SEO are attached. 33. The Applicant states if monitoring well readings indicate that a significant change in groundwater levels outside the mine occurs, a perimeter drain pipe will be designed and installed to mitigate the changes in groundwater levels. The Applicant must explain all mitigation measures to be implemented and trigger points which would put mitigation measures into effect. Typically, a trigger point of a 2 feet change from historic ground water levels is acceptable. Response: The applicant has provided a groundwater model to explain the anticipated effects of the slurry wall on the groundwater elevations surrounding the gravel pit. Seasonal groundwater monitoring to date has shown fluctuations of 2 to 3 feet. We believe that the trigger point should be in this same range. 34. Please submit a groundwater impact analysis predicting the potential shadowing and mounding effects of the proposed slurry walls at the proposed Bennett Pit. Response: The applicant has provided a groundwater model to explain the anticipated effects of the slurry wall on the groundwater elevations surrounding the gravel pit. The results and explanation of the model are included in the attachments. 6.4.8 Exhibit H - Wildlife Information 35. As recommended in the Ecological Resource Consultants, Inc. report titled "Screening Report for Federal and State Listed Threatened and Endangered Species" for the Bennett Property dated September 23, 2016, please commit to performing and providing the results of the western burrowing owl survey conducted between March 15 and October 31 to verify the presence or absence of the owl species at the site. Response: The applicant has provided a letter from Ecological Resource Consultants providing the explanation of why the burrowing owl survey will not be needed. Please see the attached letter. 6.4.10 Exhibit J - Vegetation Information 36. The Applicant states NCCI is applying for and will comply with an Army Corps of Engineers Nationwide Permit for the disturbance to any jurisdictional wetlands resulting from the construction of an access road to the site. Please commit to providing the Division a copy of the approved Army Corps of Engineers 404 or other permits when available. Response: The applicant has provided a letter from Ecological Resource Consultants providing an explanation of the status of the permit submitted to the Army Corps of V 11t 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -12- Engineers. NCC commits to providing the Division with a copy of the approved Army Corps permits when they become available. 6.4.12 Exhibit L - Reclamation Costs 37. The Division reviewed and will accept the reclamation cost estimate provided by the Applicant. The Division will set the required financial warranty at $1,005,627.00 for Phase 1 upon approval of the permit application. The total required financial warranty amount for the site will be set at $1,988,744.00 upon approval. An additional financial warranty in the amount of $993,116.00 for Phase 2 will be required to be provided to the Division prior to disturbing the second phase. Response: The reclamation costs have been updated to reflect 20% for the cost of the slurry wall since the slurry wall construction drawings and specifications are included with this submittal of the responses. Please refer to the updated Exhibit L attached. 6.4.18 Exhibit R - Proof of Filing with County Clerk and Recorder 38. Please provided an affidavit or receipt indicating the date on which the revised application information required to address this adequacy letter was placed with the Weld County Clerk and Recorder for public review, pursuant to Subparagraph 1.6.2(1)(c). Response: A copy of the cover page of this response letter with a date stamp from the Weld County Clerk to the Board is provided as an attachment. 6.4.19 Exhibit S - Permanent Man-made Structures Where the mining operation will adversely affect the stability of any significant, valuable and permanent man-made structure located within two hundred (200) feet of the affected land, the Applicant may either: a. provide a notarized agreement between the Applicant and the person(s) having an interest in the structure, that the Applicant is to provide compensation for any damage to the structure; or b. where such an agreement cannot be reached, the Applicant shall provide an appropriate engineering evaluation that demonstrates that such structure shall not be damaged by activities occurring at the mining operation; or. c. where such structure is a utility, the Applicant may supply a notarized letter, on utility letterhead, from the owner(s) of the utility that the mining and reclamation activities, as proposed, will have "no negative effect" on their utility. 39. Please provide the Division with copies of the notarized structure agreements with all owners of the structures on and within 200 feet of the affected area of the proposed mine site. The Applicant emailed the Division a copy a completed structure agreement with Central Weld County Water District. The Division received copies of the Certified Mail Receipts and Return Receipts via email from the Applicant on February 17, 2017 as proof of the Applicant mailing the structure agreements. The Division did not receive proof of the Applicant mailing structure agreements for the following structure owners within 200 feet of the boundary of the affected land: 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -13- a. George W. Sagner b. Patricia A. Sagner c. Pioneer Land Company, LLC Please submit proof of mailing the structure agreements in the form of return receipts of a Certified Mailing or by proof of personal service. Response: To date two structure owner and utility owner agreements have been received. Those agreements were sent via e-mail to the Division on March 7, 2017 from Central Weld County Water District and May 1, 2017 from Pioneer Land Company, LLC. No other agreements have been received yet, however NCC is continuing to pursue these agreements from other adjacent property owners, utility owners, and structure owners. Certified mail receipts and return receipts were sent via e-mail on May 1, 2017 providing proof of mailing to George W. Sagner and Patricia A. Sagner, and Pioneer Land Company, LLC. 6.5 Geotechnical Stability Exhibit 40. The Applicant submitted a Slope Stability Report prepared by J&T Consulting, Inc. dated November 2016 with the permit application package. The Applicant must demonstrate they attempted to obtain notarized structure agreements with all owners of the structures on and within 200 feet of the affected area of the proposed mine site pursuant to Rule 6.4.19 prior to the Division consideration and acceptance of the slope stability analysis report. Response: To date two structure owner and utility owner agreements have been received. Those agreements were sent via e-mail to the Division on March 7, 2017 from Central Weld County Water District and May 1, 2017 from Pioneer Land Company, LLC. No other agreements have been received yet, however NCC is continuing to pursue these agreements from other adjacent property owners, utility owners, and structure owners. 41. The Applicant used a horizontal earthquake loading coefficient of 0.070 in the stability analysis. Please provide justification for the use of the coefficient in the models. Response: This loading coefficient is based on the Peak Acceleration (%g) with 2% Probability of Exceedance in 50 Years USGS Map, Oct. 2002rev. This is a conservative value based on other references (included as attachments) that recommend using half of the peak acceleration as the loading coefficient. The loading coefficient used was 70% of the peak acceleration. 42. The Applicant applied two 20,000 psf loads above the top of slope and inside the slurry wall in the stability analysis. The loads appear to be for truck traffic loading. Please provide justification for the value and locations for the loads. Typically, truck traffic is not anticipated inside of the slurry wall due to the risk of damaging the slurry wall. Response: This loading is not expected on the inside of the slurry wall and after discussing with NCC we have removed it from the analysis. 43. Case 2 of the stability analysis states the proposed mining setback from the oil and gas battery is 132 feet. The proposed mine and reclamation plans state the proposed setback from the oil and gas facilities 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -14- as 150 feet. Please explain this discrepancy and revise the application and/or stability analysis as required. Response: This was mistakenly shown as 132 feet. It has been revised to 150 feet. The revised slope stability analysis is provided in the attachments. 44. The Division duplicated the Applicant slope stability analysis using Clover Technologies Galena Slope Stability Analysis System, Version 6.10. A table of the Applicant's and the Division's analysis results are below: Slope analysis results under the DRMS required 1.3 factor of safety for stable conditions and 1.0 factor of safety for earthquake conditions are indicated in bold red font. Applicant's XSTABL Results DRMS Galena Results Case 1 Rapid Drawdown 2.408 1.32 Case 1 Rapid Drawdown EQ 1.570 1.00 Case 1 Full 7.262 4.06 Case 1 Full EQ 2.841 2.54 Case 2 Rapid Drawdown 2.944 1.78 Case 2 Rapid Drawdown EQ 1.776 1.23 Case 2 Full 8.069 4.18 Case 2 2.909 2.09 Case 3 Rapid Drawdown 4.578 1.67 Case 3 Rapid Drawdown EQ 2.356 3.05 Case 3 Full 12.622 2.07 Case 3 Full EQ 5.679 1.30 Case 4 Rapid Drawdown 2.653 1.25 Case 4 Rapid Drawdown EQ 1.689 0.97 Case 4 Full 3.472 2.60 Case 4 Full EQ 9.276 1.71 Case 5 Rapid Drawdown 2.044 1.14 Case 5 Rapid Drawdown EQ 1.407 0.89 Case 5 Full 6.173 2.35 Case 5 Full EQ 2.680 1.55 Based on the results of the Division's analysis, the Applicant must revise the proposed mining and reclamation plans to increase the offset from the pipeline easement for critical cross sections 4 (south side of South Cell adjacent to WCR 22.5) and 5 (east side of South Cell adjacent to the South Platte River) or obtain a signed structure agreement with the easement owner. Copies of the Division's Galena stability analysis results are attached. Response: We have reviewed the Division's analysis and we have reviewed the XSTABL inputs from our analysis and cannot determine from the software inputs any items that were mistakenly changed outside of the parameters that were used. We believe something is corrupt in our software so we have provided a revised analysis using the 4 a 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit— File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -15- Clover Technologies Galena Slope Stability Analysis System, Version 7.00. Below is a table of the cases and the output factors of safety from the Galena Slope Stability Analysis System Version 7.00 as compared to the DRMS Galena results. Case 5 was updated to increase the setback by 10 feet making the setback 60 feet. The revised slope stability report is attached. Applicant's Galena 7.00 Results DRMS Galena Results Case 1 Rapid Drawdown 1.43 1.32 Case 1 Rapid Drawdown EQ 1.05 1.00 Case 1 Full 2.71 4.06 Case 1 Full EQ 1.68 2.54 Case 2 Rapid Drawdown 2.12 1.78 Case 2 Rapid Drawdown EQ 1.42 1.23 Case 2 Full 3.86 4.18 Case 2 Full EQ 2.07 2.09 Case 3 Rapid Drawdown 1.51 1.67 Case 3 Rapid Drawdown EQ 1.11 3.05 Case 3 Full 2.71 2.07 Case 3 Full EQ 1.70 1.30 Case 4 Rapid Drawdown 1.35 1.25 Case 4 Rapid Drawdown EQ 1.01 0.97 Case 4 Full 2.54 2.60 Case 4 Full EQ 1.62 1.71 Case 5 Rapid Drawdown 1.34 1.14 Case 5 Rapid Drawdown EQ 1.00 0.89 Case 5 Full 2.58 2.35 Case 5 Full EQ 1.63 1.55 Thank you for your consideration of our responses to the comments. Please feel free to contact me with any questions or if you need additional information. Sincerely, J.C. York, P.E. J&T Consulting, Inc. Attachments: 1. Revised Application V I 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085 112c Permit Application, Adequacy Review Comments Response 5/15/17 -16- 2. Revised Exhibit A 3. Status Letter from ERC on Army Corps Permit 4. Informational Letter from ERC on Burrowing Owl Survey 5. Revised Exhibit C 6. Revised Exhibit D 7. Revised Exhibit E 8. Revised Exhibit F 9. Weed Management Plan 10. Seed Mix Recommendations 11. Revised Exhibit G 12. Groundwater Model 13. Revised Exhibit L and Reclamation Bond Calculations 14. Slurry Wall Construction Drawings and Specifications 15. Revised Slope Stability Report 16. Floodplain Study and Spillway Design 17. Response Letter to History Colorado 18. Cultural Resources Study 19. Response Letters to Objector Comments 20. Monitor Well Permit Applications and Completion Reports 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 STATE OF COLORADO DIVISION OF RECLAMATION, MINING AND SAFETY Department of Natural Resources 1313 Sherman St., Room 215 Denver, Colorado 80203 Phone: (303) 866-3567 FAX: (303) 832-8106 CONSTRUCTION MATERIALS REGULAR (112) OPERATION RECLAMATION PERMIT APPLICATION FORM COLORADO DIVISION OF RECLAMATION MINING - &- SAFETY CHECK ONE: n There is a File Number Already Assigned to this Operation Permit # M - (Please reference the file number currently assigned to this operation) ✓ New Application (Rule 1.4.5) El Amendment Application (Rule 1.10) ElConversion Application (Rule 1.11) Permit # M - (provide for Amendments and Conversions of existing permits) The application for a Construction Materials Regular 112 Operation Reclamation Permit contains three major parts: (1) the application form; (2) Exhibits A -S, Addendum I, any sections of Exhibit 6.5 (Geotechnical Stability Exhibit; and (3) the application fee. When you submit your application, be sure to include one (1) complete signed and notarized ORIGINAL and one (1) copy of the completed application form, two (2) copies of Exhibits A -S, Addendum 1, appropriate sections of 6.5 (Geotechnical Stability Exhibit, and a check for the application fee described under Section (4) below. Exhibits should NOT be bound or in a 3 -ring binder; maps should be folded to 8 1/2" X II" or 8 1/2" X 14" size. To expedite processing, please provide the information in the format and order described in this form. GENERAL OPERATION INFORMATION Type or print clearly, in the space provided, ALL information requested below. 1. Applicant/operator or company name (name to be used on permit): Northern Colorado Constructors, Inc. 1.1 Type of organization (corporation, partnership, etc.): Corporation 2. Operation name (pit, mine or site name): 3. Permitted acreage (new or existing site): 3.1 Change in acreage (+) 3.2 Total acreage in Permit area Bennett Pit 4. Fees: 4.1 New Application 4.2 New Quarry Application 4.4 Amendment Fee 4.5 Conversion to 112 operation (set by statute) 5. Primary commoditie(s) to be mined: Sand 5.1 Incidental commoditie(s) to be mined: 1. Gravel Incidental Gold 163.32 permitted acres 163.32 acres 163.32 acres $2,696.00 application fee $3,342.00 quarry application $2,229.00 amendment fee $2,696.00 conversion fee lbs/Tons/yr 2. / lbs/Tons/yr 3. / lbs/Tons/yr 4. / lbs/Tons/yr 5. / lbs/Tons/yr 5.2 Anticipated end use of primary commoditie(s) to be mined: Construction Aggregates 5.3 Anticipated end use of incidental commoditie(s) to be mined: N/A EXHIBIT A Legal Description The permit boundary is located in the SE quarter of Section 1 and North 1/2 of Section 12, Township 2 North, Range 67 West of the Sixth P.M. in Weld County, Colorado as described below. The TRUE POINT OF BEGINNING being the NW corner of Section 12, Township 2 North, Range 67 West of the 6th P.M.; Thence along the north line of Section 12, S 88° 55' 48.64" E for a distance of 2623.10 feet to the SW corner of the SW 1/4 of the SE '/4, Section 1, Township 2 North, Range 67 West of the 6th P.M.; Thence along the west line of the SW % of the SE '/4, Section 1, N 00° 13' 17.41" E for a distance of 1330.46 feet to the NW corner of the SW' of the SE %, Section 1; Thence along the north line of the SW '/4 of the SE %, Section 1, S 89° 00' 32.02" E for a distance of 1311.89 feet to the NE corner of the SW 1/4 of the SE %, Section 1; Thence along the east line of the SW % of the SE %4, Section 1, S 00° 14' 02.00" W for a distance of 1332.22 feet to the NE corner of the NW % of the NE %4, Section 12, Township 2 North, Range 67 West of the Sixth P.M.; Thence along the east line of the NW % of the NE %4, and the east line of the SW % of the NE %4, Section 12, S 00° 05' 20.86" E for a distance of 2616.53 feet to the SE corner of the SW' of the NE %, Section 12; Thence along the south line of the SW % of the NE 1/4, and the south line of the SE % of the NW 1/4, Section 12, N 89° 13' 33.57" W for a distance of 1798.13 feet to a point on the south line of the SE' of the NW' , Section 12; Thence, N 07° 54' 52.00" W for a distance of 561.90 feet to the beginning of a curve; Said curve turning to the right through an angle of 01° 09' 00.20", having a radius of 11,459.30 feet, and whose long chord bears N 07° 20' 22.00" W for a distance of 230.01 feet to a point of intersection with a non -tangential line; Thence, N 06° 48' 52.00" W for a distance of 1739.33 feet to a point on a line; Thence N 88° 56' 03.65" W a distance of 1827.00 feet to a point on the west line of the NW %4, Section 12; Thence, N 00° 09' 16.80" W for a distance of 119.96 feet to the TRUE POINT OF BEGINNING. Said permit boundary includes 163.32 acres +/-. The main entrance to the property is at the following coordinates: Latitude (N) 40 degrees, 9 minutes, 34.78 seconds Longitude (W) 104 degrees, 50 minutes, 54.39 seconds Iit ,SOT Consulting, Inc. Northern Colorado Constructors Bennett Pit DRMS 112 Permit Application Ecological Resource Consultants, Inc. 5672 Juhls Drive ^' Boulder, CO "' 80301 '" (303) 679-4820 Technical Memorandum Date: May 11, 2017 To: J&T Consulting, Inc. From: ERC-Dave Blauch, Senior Ecologist Re: Bennett Pit -Response to DRMS — Army Corps of Engineers Compliance. Colorado Division of Reclamation Mining and Safety (DRMS) comment 6.4.10 Exhibit J (Vegetation Information) requests the Applicant to commit to providing a copy of the approved Army Corps of Engineers 404 permits when available. Ecological Resource Consultants, Inc. (ERC) on behalf of the Applicant (J&T Consulting, Inc.) submitted to the US Army Corps of Engineers Denver Regulatory Office (USACE) a Pre -Construction Notification (PCN), dated February 22, 2017, for Nationwide Permit (NWP) 14 authorization of impact to potentially jurisdictional waters of the US associated with the Bennett Pit project. The PCN also included a formal aquatic resource delineation and requested an approved jurisdictional determination. The PCN was received and initiated processing with the USACE on March 7, 2017 and assigned file number NWO-2017-00361-DEN. A subsequent site visit was completed between ERC and Stephen Decker from the USACE on April 13, 2017 to review the proposed project activities and impacts. The site visit confirmed all findings of the PCN. • The USACE is currently processing the PCN and a formal authorization will be completed. The authorization letter will be made available upon our receipt. Ecological Resource Consultants, Inc. 5672 Juhls Drive ^' Boulder, CO ^' 80301'" (303) 679-4820 Technical Memorandum Date: May 11, 2017 To: J&T Consulting, Inc. From: ERC-Dave Blauch, Senior Ecologist Re: Bennett Pit -Burrowing Owl Response to DRMS Recommendation Ecological Resource Consultants, Inc. (ERC) provides the following response to comments (6.4.8 Exhibit H - Wildlife Information) received from the Colorado Division of Reclamation Mining and Safety (DRMS) as part of review of the Bennett Pit Permit. Specifically, this response provides clarification as to potential impact to western borrowing owl (Athene cunicularia hypugaea) (Owl) habitat on the site as referenced in the Screening Report for Federal and State Listed Threatened and Endangered Species dated September 23, 2016 (ERC 2016). The ERC 2016 screening report identified the potential for Owl habitat to occur within the site due to the presence of an active black -tailed prairie dog colony and concluded that any future land use changes that disturb the prairie dog colony between March 15 and October 31 should ensure that Owls are not adversely affected. DRMS comments received requested to "... please commit to performing and providing the results of the western burrowing owl survey conducted between March 15 and October 31 to verify the presence or absence of the owl species at the site". In response to the DRMS recommendation, ERC provides the following clarification: 1. Please note that no Owl individuals or habitat were specifically identified within the site as part of ERC 2016. Owls are typically found in abandoned prairie dog colonies which do not occur within the site. During the ERC 2016 field evaluation, only an active prairie dog colony was observed near the site which was presented as "potential habitat", in event the colony eventually was abandon. Therefore, if the colony remains active then it would not be considered habitat. 2. Owls are only present in this region seasonally between March 15 and October 31 and occupation can change from season to season in a specific location. Therefore, it would only be relevant to conduct an Owl survey during the season of disturbance between March 15 and October 31. 3. ERC does not recommend that an Owl survey arbitrarily be completed for this project. It would be more relevant to implement the following procedure to ensure Owls are not impacted as part of the project. A ERC Bennett Property-DRMS Response a. No Owl survey is required if disturbance to the prairie dog colony occurs between November 1 and March 14. b. In the event that disturbances are proposed in the vicinity of the prairie dog colony between March 15 and October 31, then first the exact limits of disturbance should be compared to the current prairie dog colony extent and condition. • If disturbance will occur during this time frame to remnant, abandon borrows, then a formal Owl survey should be conducted in accordance with CPW Recommended Survey Protocol. • If disturbance during this time frame does not occur to remnant, abandon borrows then no survey is required. FILE CONTAINS OVERSIZED MAP PLEASE SEE ORIGINAL FILE EXHIBIT D Mining Plan Mining Limits The permit boundary will encompass a total of approximately 163.32 acres. An aggregate processing plant area will be located within the mining area as shown on the Mining Plan Map. These areas will contain stockpiles as necessary to support the plant operations. The permit boundary will encompass approximately 163.32 acres with approximately 102.6 acres being mined. The remaining area will consist of setbacks, road and utility right-of-ways, equipment storage, and plant site access. Various setbacks from adjacent roads, adjacent structures, and oil and gas infrastructure will be maintained as mining occurs. All setbacks specified in the surface use agreements with the oil/gas companies will be followed. Attached are draft surface use agreements with the pertinent oil/gas companies. The final executed agreements are expected to be obtained in the near future and will be forwarded to the Division when they are available. A minimum 200 foot setback from any existing oil/gas facility will be maintained until that time. See Exhibit C, Mining Plan Map, and the Slope Stability Report for the mining limit configuration and information on setbacks and their locations. Products Sand and gravel will be the primary product produced from the mining activities, and gold will be the incidental product produced from the mining activities. The principal intended use for the sand and gravel will be as construction aggregates. Subsurface drilling and testing has verified that the site contains a significant commercial deposit of sand and gravel. The depth of the soil and overburden ranges from 2 to 10 feet. The depth of the aggregate material ranges from 2 to 52 feet. Mining Methods The deposit will be dry mined and a slurry wall will be constructed around the perimeter of the mining area prior to exposing groundwater. Design specifications for the slurry wall and quality control procedures used during construction will ensure that the reclaimed reservoir meets State Engineer's Office (SEO) performance standards. To enable dry mining there will be a dewatering ditch and pond in each cell as it is mined. The depth of the ditch and pond will vary as the mining progresses deeper into the alluvium in order to maintain the groundwater level below the active mining bottom surface, and therefore minimize the exposed groundwater surface area. Dewatering flows from the ponds will be pumped to the South Platte River. Water from these ponds will also be pumped to the processing pond so it can be used for washing the mined material. The process water pond will be installed near the processing plant and water will be pumped from that location to the processing/wash plant. Water exiting the wash Jsf Consulting, Inc. hid I Northern Colorado Constructors Bennett Pit DRMS 112 Permit Application plant will be carried to a sedimentation pond. After sedimentation, the clean water will be re -used and discharged back to the processing plant for a closed loop system. The equipment and facilities may include, but are not limited to the following: Processing Equipment Screens, crusher, conveyors, stackers, and other miscellaneous processing equipment. Earth Moving Equipment Dozers, loaders, scrapers, haul trucks, conveyors, excavators, and compactors will be used for mining and earth moving operations. Miscellaneous Equipment Dewatering pumps, electrical trailer, generator trailer, small portable generators and watering trucks will be used as needed. As mining progresses, topsoil and overburden will be stripped to expose the aggregate product below. All soil and overburden material will be used on -site for reclamation or sold; so long-term stockpiling of these materials is not anticipated. Overburden stockpiles will be located within the proposed mining area. Mining of the aggregate will progress down to the underlying bedrock. Since reclamation will occur concurrently with mining, it is not anticipated that overburden will be stockpiled long-term prior to use in the reclamation slopes and in production of road base. The mining face will have a 3H:1V slope from the top of the mining slope to the bottom of the future reclaimed reservoir. The processed aggregate material will be temporarily stockpiled near the processing plant. The materials will moved from the mining area to the processing plant via conveyor, loaders, and haul trucks. All local, State, and Federal rules and regulations will be followed for the storage and handling of any fuel for the facilities. Topsoil Handling Plan As stated previously the topsoil will be stripped to expose the aggregate product underlying the topsoil. The average depth of the topsoil is approximately twelve inches over the mining areas. The topsoil will be stripped using scrapers and stockpiled in a topsoil stockpile on the west side of the south cell area, adjacent to the access road. The total volume of topsoil in the mining area that will be stripped is approximately 165,000 cubic yards. The majority of this volume will be sold, with a sufficient quantity retained in the stockpile to reclaim the phases as mining is completed. Approximately 25%, or 42,000 cubic yards, will be stockpiled at any given time during the mining activities. The topsoil stockpile is anticipated to be approximately 20 to 25 feet tall. Mine Phasing NCCI anticipates mining and reclaiming the site in 2 phases, taking approximately 10 to 15 years. Phase 1 will include mining the north cell area of 34.95 acres, constructing the access road, implementing the plant site areas, and an area along the west side of the south cell for a topsoil / overburden storage stockpile. Phase 2 will include mining the south cell area of 67.65 acres. Annual production is expected to be between 500,000 to 750,000 tons depending on J&T Consulting, Inc. Northern Colorado Constructors Bennett Pit DRMS 112 Permit Application market demands. The topsoil/overburden stockpile will remain on the site during the duration of the mining activities. The topsoil/overburden stockpile will be placed parallel to the floodplain in order to limit the effects on it. El; J&T Consulting, Inc. Northern Colorado Constructors Bennett Pit DRMS 112 Permit Application EXHIBIT E Reclamation Plan Reclamation Limits The mine will be reclaimed as a slurry wall lined water storage reservoir with two cells. The configuration of the final reclaimed reservoir will be as shown in Exhibit F, Reclamation Plan Map. Methods and Criteria of Reclamation Activities At this time a slurry wall design has not been completed. A copy of the slurry wall design will be submitted to the Division when it is complete. This liner will satisfy the requirements of the "State Engineer's Guidelines for Lining Criteria for Gravel Pits." Reclamation Timing A phased and cumulative bonding approach is proposed to ensure that NCCI has posted sufficient bond to reclaim the site at any point during the mining activities. Each reservoir cell will be reclaimed upon the completion of the mining of the cell. See Exhibit L, Reclamation Cost, for details of the phased reclamation costs. A lined water storage reservoir will be the final reclaimed use for the Bennett Pit site. Portions of mining areas in Phases 1 and 2 will be reclaimed as "native" areas, which will be re -seeded with native vegetation. The majority of the mining areas will be reclaimed as a water storage reservoir. The remaining area within the proposed permit boundary will consist of reservoir shoreline, unimproved access roads around the reservoir, and reclaimed or otherwise undisturbed land. Final Land Use Reclamation Plan Area (acres) Reservoir Water Surface 98.06 Access Roads 1.86 Reclaimed Vegetated Land and Undisturbed Land 63.40 TOTAL 163.32 Water Storage Reservoir In general, the mining limits will be mined down to the shale/claystone/sandstone bedrock. The relatively impermeable bedrock will make the bottom of the reservoir. The reservoir will be separated from the surrounding alluvial aquifer by the slurry wall liner system as detailed in the cross-section shown on the Reclamation Plan Map. The slurry wall liner will be keyed into the bedrock material and extend upward through the entire height of the alluvium. Design specifications and quality control procedures used during the construction of the slurry wall liner will ensure that the reservoir meets the State Engineer's Office (SEO) performance standards for permeability. The slurry wall liner will be constructed prior to mining Phase 1. JaT Consulting, Inc. Northern Colorado Constructors Bennett Pit DRMS 112 Permit Application All reservoir slopes will be reclaimed to at least 3H:1 V final grade Since reclamation will be concurrent with mining, most soil, overburden, and material excavated during mining will be used almost immediately. Scrapers, haul trucks, and dozers and compactors will be used to place the reclaimed slope material along the reservoir perimeters to achieve the final grade. Upon placing the backfill material, 95 percent compaction will be achieved to insure adequate integrity and permeability of the slope. Final reclamation by capping with topsoil and re -vegetating above the expected reservoir water level will follow backfilling operations closely to minimize the amount of disturbance at any one time. During reclamation activities, inlet and outlet facilities for the reservoir will be designed and installed once the operational criteria of the proposed reservoir have been identified by the property owner. Reclamation Measures/Materials Handling Backfilling will be done to provide stabilized shorelines around the reservoir and to minimize erosion. The backfill material will consist of gravel, overburden, and topsoil. There will not be known toxic or hazardous materials in the backfill material. Additionally, it is not likely that acid forming or toxic materials will be encountered during mining. The mining will not leave high walls on the property. In addition, there will be no auger holes, excavations, or shafts left on the property. Overburden and topsoil that is removed during the mining will be used to reclaim the mining slopes and areas that are disturbed during the mining such as haul/access roads and any ponds for dewatering or processing outside the slurry wall. Overburden will be placed in these areas to bring the grade to the final reclaimed elevation. The overburden may also be spread on the 3H:1 V mining slope to use the excess overburden to exhaustion. This will be accomplished by using a dozer to spread the overburden material to a depth of one foot or less across the entire mining slope thus maintaining a 3H:1V slope. The slope will be compacted as described in the previous paragraphs for the Water Storage Reservoir. Topsoil will then be placed to finalize the grading such that seeding can occur. The topsoil will be placed at all disturbed areas and on the mining slope to an elevation matching the expected reservoir water level. Top soiling Approximately the top twelve inches of soil on the property is classified as topsoil. This layer includes the root zone of grasses and crops, which will be stripped and stockpiled separately. By using concurrent reclamation techniques, the topsoil is not expected to remain in stockpiles for more than one to five years. If the stockpile remains more than one growing season, it will be seeded with a fast growing vegetative cover to prevent erosion. All topsoil will be retained on -site to reclaim the reservoir shoreline, and other areas disturbed by mining activities. Where required, topsoil will be replaced to a depth of twelve inches. JsT Consulting, Inc. Northern Colorado Constructors Bennett Pit DRMS 112 Permit Application Reveqetation As mining operations are completed, areas for reclamation will be graded and shaped for revegetation. Runoff or excess water from adjacent areas will not be allowed to flow over slopes being graded and seeded. If needed, berms or channels will be constructed to divert excess water and convey it in a safe and non -erosive manner. For disturbed areas, the reclamation plan includes re -vegetating with appropriate seed mixes to minimize erosion and re-establish natural terrain. The seed mixture below was selected to be long lasting and regenerating, as recommended by the Brighton Natural Resource Conservation Field Office (see attached recommendation). The ground will be fine graded prior to seeding and mulch will be applied according to recommendations from the NRCS. Reservoir side slopes below the anticipated reservoir water level will not be seeded. The proposed seed mix is shown in the following table. Final Reclamation Seed Mix Application Rate (#PLS/acre) % in mix Woodward Sand Bluestem 1.35 17 Goshen Prairie Sandreed 0.64 20 Arriba Western Wheatgrass 1.58 20 Cheyenne Yellow Indiangrass 0.77 15 Blackwell Switchgrass 0.34 15 Vaughn Sideoats Grama 0.46 10 3 native forbs - narrowleaf penstemon, scarlet globemallow, purple prairie clover 0.02 0.02 0.03 1 1 1 Totals 5.21 #PLS/ac 100 *Application rate is for drilling the seed. If seed is to be broadcast, the application rate will be doubled. The seed mix for final reclamation as described above does not require fertilizer as recommended by the local NRCS office in Brighton, Colorado. The seeded areas will be covered with dead crop litter from sorghum or milo crop forage, or with straw mulch at a rate of 4,000 pounds per acre. If a significant invasion of noxious weeds occurs after seeding, the weeds will be mowed before they can go to seed. The areas will be mowed periodically for additional control as needed. Mechanical control will be used as a first priority. Chemical methods will only be used if no other alternative produces acceptable results. For temporary stockpiles, the reclamation plan includes re -vegetating with appropriate seed mixes to minimize erosion and establish more rapidly to stabilize the stockpiles. The grass mixture below was selected as recommended by the Brighton NRCS field office. The proposed seed mix as follows: • Recommended species and when to plant them: o By July 1St Oats o By July 15th Forage sorghum, Sudangrass, Millet l J&T Consulting, Inc. ha Northern Colorado Constructors Bennett Pit DRMS 112 Permit Application o From August 15th to September 15th Winter wheat, Winter rye, Triticale Note: With the first two, just seed them sooner rather than later, if possible. The last ones, plant between those dates. These are all annual grass species so they won't live year round or continue to grow back unless you let them seed out or buy sterile varieties. The seed mix for temporary stockpiles as described above does not require fertilizer as recommended by the local NRCS office in Brighton, Colorado. Water - General Requirement To minimize the effect on the prevailing hydrologic balance, Northern Colorado Constructors, Inc. will: a. Comply with all applicable Colorado water laws. b. Comply with all applicable Federal and State water quality laws and regulations. c. Comply with all Federal and State requirements for dredge and fill. d. Re -grade and backfill all sediment and siltation structures after mining is completed. e. Monitor groundwater levels adjacent to the site and mitigate any damage to adjacent wells that dewatering activities or the slurry wall liner may have. Groundwater - Specific Requirements The operation will not affect groundwater quality on or off the site. The operation will comply with State groundwater quality standards. The mining and reclamation may affect the groundwater table surrounding the mine site. The proposed mitigation efforts to minimize these impacts are a perimeter drain if needed to convey groundwater around the lined reservoir after the pit side liner is installed. Northern Colorado Constructors proposes that they monitor groundwater levels through both onsite monitoring wells that they have installed, or have access to adjacent well owners wells before, during, and after the mining and reclamation is complete so that impacts to the groundwater table, from this mining operation, can be identified and addressed. It is the intent of Northern Colorado Constructors, Inc. to operate responsibly and to mitigate any damage to wells that is directly attributable to the mining and reclamation of this site. Reclamation - Approximate Time Table The rate of production for the mine is expected to be 500,000 to 750,000 tons per year. The total time frame to mine all phases is approximately 10 - 15 years. The following table shows the approximate time frame to finish each phase of mining: lill�� J&T Consulting, Inc. 64 Northern Colorado Constructors Bennett Pit DRMS 112 Permit Application Mine Phase and Acreage Time Frame to Complete and Reclaim Phase Phase 1- 3.61 acres 4 to 6 years Phase 2 - 8.65 acres 6 years and 4 months to 9 years and 6 months The assumed annual production rate is 500,000 to 750,000 tons per year for processed material leaving the mine each year. The size and area of reclamation varies for each phase but generally consists of the outside mining slope being reclaimed at a 3H:1V slope with the addition of overburden, topsoil, and revegetation. For more information on sequencing and size of the reclamation activities refer to Exhibit L financial warranty calculations J&T Consulting, Inc. Northern Colorado Constructors Bennett Pit DRMS 112 Permit Application FILE CONTAINS OVERSIZED MAP PLEASE SEE ORIGINAL FILE Weed Management Plan for Bennett Pit 1. Current use: a. Rotational Farming — Currently oats planted b. In permitting process for mining operation for sand and gravel 2. Future use: a. Residence area with reservoir water storage, reclaimed native vegetation for wildlife and people who own the property. 3. Noxious weeds present: a. Scotch thistle b. Musk thistle c. Leafy spurge d. Hoary cress/whitetop e. Canada thistle f. Perennial Pepper Weed g. Poison Hemlock h. Diffuse knapweed 4. Methods used to treat the noxious weeds on exterior of mining areas and areas next to access roadways: a. Scotch thistle, Musk thistle: i. Multiple mowings no later than bud stage. Do not allow to flower or ii. Spot treat with chemical: Opensight at 3.3 oz/acre w/non-ionic surfactant b. Leafy spurge: i. Fall treat the spurge with 10 oz/acre of Plateau chemical w/methylated seed oil surfactant in September (probably) c. Hoary cress/whitetop and Perennial Pepperweed: i. Chemically treat either in the spring at flower stage or the fall rosette. 2 chemical choices: ii. Plateau at 8 oz/acre w/methylated seed oil surfactant or iii. Opensight at 3.3 oz/acre w/non-ionic surfactant d. Canada thistle: i. Chemically treat with Opensight at 3.3 oz/acre up to the bud stage or at the fall rosette. ii. If plant is in the early flower stage can mow. Either mow one time and chemically treat re -growth or mow multiple times and treat in the fall e. Poison Hemlock: i. Chemically treat with Opensight at 3.3 oz/acre up to the bud stage or at the fall rosette. f. Diffuse Knapweed i. Multiple mowings no later than bud stage. Do not allow to flower or ii. Spot treat with chemical: Opensight at 3.3 oz/acre w/non-ionic surfactant 5. Methods used to treat the noxious weeds on interior of mining areas: a. Scotch thistle, Musk thistle: i. Multiple mowings no later than bud stage. Do not allow to flower or ii. Disc areas no later than bud stage. Do not allow to flower. Or iii. Spray with Opensight at 3.3 oz/acre w/non-ionic surfactant in the early growth stages. b. Leafy spurge: i. If plant is in the early flower stage can mow. Mow several times and treat in the fall ii. If plant is in the early flower stage can disc. Disc multiple times and treat in the fall iii. Fall treat the spurge with 10 oz/acre of Plateau chemical w/methylated seed oil surfactant in September (probably) c. Hoary cress/whitetop and Perennial Pepperweed: i. Chemically treat either in the spring at flower stage or the fall rosette. 2 chemical choices: ii. Plateau at 8 oz/acre w/methylated seed oil surfactant or iii. Opensight at 3.3 oz/acre w/non-ionic surfactant d. Canada thistle: i. If plant is in the early flower stage can mow. Mow several times and treat in the fall ii. If plant is in the early flower stage can disc. Disc multiple times and treat in the fall iii. Or if plant is at the early flower stage, treat with OPensight at 3.3 oz/acre w/non-ionic surfactant. e. Poison Hemlock: i. Multiple mowings no later than early flower stage. Or ii. Disc areas no later than bud stage. Or iii. Spray with Opensight at 3.3 oz/acre w/non-ionic surfactant in the early growth stages. f. Diffuse Knapweed i. Multiple mowings no later than bud stage. Do not allow to flower or ii. Disc areas no later than bud stage. Do not allow to flower. Or iii. Spray with Opensight at 3.3 oz/acre w/non-ionic surfactant in the early growth stages. 6. Years to follow a. Use this plan for 2017, 2018 and 2019. Then create a new plan as needed. b. Evaluate the plan for effectiveness and continued feasibility. Make adjustments as appropriate — that still achieve effective weed control. c. Monitor for additional noxious weed threats and control as needed. 7. Reseeding — See Seed Mix Reccommendation from Brighton NRCS — Platte Valley Soil Conserviation District Field Office Rangeland -Pasture Recommendations Canada thistle Identification and Management Canada thistle (Cirsium arvense) is a non-native deep-rooted perennial that spreads by seeds and aggressive, creeping horizontal roots (rhizomes). Canada thistle can grow 2 to 5 feet in height. The leaves are oblong, spiny, bright green in color, and are only slightly hairy on the undersurface. Flowers occur in small clusters that form on the ends of branches. They are about 1 cm in diameter, tubular shaped, and vary from white to purple in color with a strong vanilla scent (female flowers). Canada thistle emerges from its root system from late April through May. It begins to flower in late spring to early summer with increase in day length. Canada thistle only produces about 1,000 to 1,500 seeds per plant. Typically, it reproduces vegetatively through a creeping root system, and can quickly form dense stands. Every piece of root, from 1/2 to 1 inch in length, is capable of forming new plants. The key to controlling Canada thistle is to eliminate seed production and also to reduce the plant's nutrient reserves in its root system through persistent, long-term management. Canada thistle is one of the most feared noxious weeds in the U.S. as it can infest many land types, from roadsides, ditch banks, riparian zones, pastures, irrigated cropland, to the most productive dryland cropland. Forage production is severely reduced because cattle will not graze near infestations. Combining control methods for Canada thistle is imperative. The weed needs to be continually stressed, forcing it to exhaust root nutrient stores and eventually die. Of all control methods, prevention is most important. Maintain healthy pastures and rangeland and continually monitor your property for new infestations. On the backside of this sheet are Canada thistle management recommendations. If you have any questions, please contact the Weld County Public Works Dept., Weed Division at (970) 304-6496 ext. 3770. Please visit our website at www.weldweeds.org Recommended management methods: Cultural - Establishment of selected, aggressive grasses can be an effective cultural control of Canada thistle. Contact your local CSU Extension office or Natural Resources Conservation Service office for seed mix recommendations. Good grazing management will stimulate grass growth and keep pastures healthy. Healthy pastures may be more resistant to Canada thistle invasion. Bare spots caused by overgrazing are prime habitat for weed infestations. Mechanical - Due to the extensive root system, hand -pulling this plant is not a viable option. Mowing can be effective if repeated at about one -month intervals throughout the growing season. Combining mowing with herbicides will further enhance control of this weed. Apply herbicides in spring and/or fall, and then mow during the summer months. Biological - Canada thistle is typically unpalatable to livestock. Although, cattle have been known to eat the plant when it is in the early growth stages. A gall fly, Urophora cardui, is effective on large infestations and when combined with other control methods. Insects can be obtained at no charge from the Colorado Department of Agriculture. Please call 970-464-7916 or go to www.palisadeinsectray.com for more information. Herbicides - The following are recommendations for herbicides that can be applied to range and pasturelands. Always read, understand, and follow label directions. The herbicide label is the LAW! Herbicide Rate Application TiminWComments Milestone 5-7 oz./acre or 2.5 ml/gal water Spring- number Add 1 up of gal trees. to early surfactant water. Check bud stage label @ and fall for more 0.32 oz/gal rosette information. water stage. Safe near a or non-ionic qt/ 100 Curtail 2-3qts./acre or 2.0-2.5 oz/gal water stage. 1 Spring- Add qt/100 at non-ionic gal 6-10" surfactant water. growth stage to pre -bud @ 0.32 oz/gal and water in fall rosette or Telar XP 2 oz/acre Apply emerged. Add or 1 from non-ionic qt/100 rosette gal surfactant water. to flower stage @ 0.32oz/gal when all water plants have Clarity Amine + 2,4-D 1 qt./acre or 1 oz/gal product for water each for product each 1 Spring- when Add qt/ 100 early outside non-ionic gal water. bud temperatures surfactant stage and @ fall will 0.32 rosette exceed oz/gal stage. 85 degrees. water DO or NOT apply Rangeland -Pasture Recommendations Diffuse knapweed Identification and Management Diffuse knapweed (Centaurea diffusa) is a non-native biennial forb that reproduces solely by seed. A biennial is a plant that completes its lifecycle within two years. During the first year of growth, diffuse knapweed appears as a rosette in spring or fall. During the second year in mid to late spring - the stem bolts, flowers, sets seed, and the plant dies. Once the plant dries up, it breaks off at ground level and becomes a tumbleweed allowing seeds to be dispersed over long distances. A prolific seed producer, diffuse knapweed can produce up to 18,000 seeds per plant. Therefore, the key to managing this plant is to prevent seed production. Diffuse knapweed can grow 1 to 3 feet tall, and is diffusely branched above ground. This gives the plant a ball -shaped appearance and tumble- weed mobility when broken off. Leaves are small, and are reduced in size near the flowering heads. Flowers are mostly white, sometimes purple, urn - shaped, and are located on each branch tip. Bracts that enclose the flowerheads are divided like teeth of a comb, and are tipped with a definite slender spine. Upon drying, the bracts become rough, rendering them injurious to the touch. You can expect to see flowers from July through August. Seed set usually occurs by mid -August. Diffuse knapweed tends to invade disturbed, overgrazed areas. It may also be found on rangeland, roadsides, riparian areas, and trails. It is a tough competitor on dry sites and rapidly invades and dominates disturbed areas. Once established, diffuse knapweed outcompetes and reduces the quantity of desirable native species such as perennial grasses. As a result, biodiversity and land values are reduced, and soil erosion is increased. On the backside of this sheet are diffuse knapweed management recommendations. If you have any questions, please contact the Weld County Public Works Dept., Weed Division at (970) 304-6496, ext. 3770. Please visit our website www.weldweeds.org. Recommended management methods: Cultural - Establishment of selected, aggressive grasses can be an effective cultural control of diffuse knapweed. Contact your local CSU Extension office or Natural Resources Conservation Service office for seed mix recommendations. Mechanical - Mowing the above -ground portion of the plant, before seed set may be an effective way to reduce seed production. Mowings should be followed by a fall herbicide treatment. Pulling can be effective on smaller infestations, but must be done repeatedly. Biological - Biological control agents, such as the seed head weevil (Larinus minutus) and the gall -forming fly (LJrophora affinis), are two of several species that are effective at controlling large infestations. When used together, these insects provide fair to good control. Expect to wait at least 3 to 5 years for the agents to establish significant populations and achieve optimum management results. Biocontrol agents can be obtained at no charge from the Colorado Department of Agriculture's Insectary. Please call 970-464-7916 or go to www.palisadeinsectary.com for more information. Diffuse knapweed is more likely to be grazed by sheep. The plants must be green and succulent and the only forage available in order for sheep to graze it. Herbicides - The following are recommendations for herbicides that can be applied to range and pasturelands. Always read, understand, and follow label directions. The herbicide label is the LAW! Herbicide Rate Application Timing/Comments 2,4-D Amine 1 or 1 qt./acre oz/gal water Spring/fall apply Add 1 qt/100 when non-ionic gal rosette outside water. surfactant before temperatures flowering @ 0.32 stalk exceed water lengthens. 85 or degrees. DO NOT — will oz/gal Curtail 2 qts./acre or 2.0 oz/gal water Spring Add 1 qt/ 100 rosette non-ionic gal to water. surfactant pre -bud stage @ and/or 0.32 oz/gal fall rosette. water or Clarity 1 or 0.75 qt./acre oz/gal water treatment shrubs Spring rosette or of when — rosettes. outside before DO flowering temperatures NOT apply stalk lengthens near will or exceed and/or under trees 85 late degrees. and/or fall Milestone 5 to 7 oz/ acre Apply plants 32 transitional rotate non-ionic oz/acre. to to plants in the a surfactant It broadleaf fall. areas is in permissible If between the the spring crop @ plants upland within 0.32oz/gal to rosette are treat in and 1 stage the seasonally year water lowland bud of or and/or application. 1 stage dry sites. qt/ to 100 add wetlands dormant DO gal 2,4-D Add water. NOT and a at The seedhead gall fly, Urophora quadrifasciata, is one of many biocontrol agents available for release to control diffuse knapweed. Additional Diffuse Knapweed Non -Chemical Control Information Diffuse knapweed response to treatments may be impacted by environmental conditions and the type of treatment utilized. Grazing control: Diffuse knapweed seed production can be reduced when grazed during the bolting stage for 10 days, wait 14 days then graze for an additional 10 days. Although grazing diffuse knapweed can reduce seed production, grazing can also cause diffuse knapweed to become a short-lived perennial. When grazing is stopped, populations often return to their former levels. Pulling or Digging: Pulling or digging requires a commitment of at least 12 years to ensure that removal of new seedlings and re -growth is done before they reestablish. Years one to three of a pulling or digging program will involve intensive removal. During year's four to six, there should be a decrease in diffuse knapweed numbers and the work will be noticeably easier. Pulling or digging of diffuse knapweed is best done in the spring during the rosette or early bud stage, before the flowers appear. Hopefully, the soils will be moist to allow for easier removal. The roots can extend a few feet into the soil. It is important to pull or dig up the entire taproot. Otherwise, the diffuse knapweed may re -grow. Keep in mind that some workers may suffer from allergic reactions while touching diffuse knapweed and inhaling pollen. Mowing: Diffuse knapweed is persistent. Mowing leaves part of the plant untouched. This part of the plant will still produce flowers. The plant will just be shorter than the mower height and will act more like a perennial plant than a biennial plant. In some cases, diffuse knapweed densities may increase after a single mowing. Burning or Flaming: Normal fires are typically not long enough or hot enough to destroy diffuse knapweed seeds. A monitored controlled burn can potentially help control diffuse knapweed if the fire has adequate intensity. It is not easy to find good fuel circumstances to carry a continuous fire that will cause significant injury to the diffuse knapweed without hurting the beneficial vegetation occurring in the infestation. Diffuse knapweed is not very flammable and most areas do not contain enough fuel necessary for the fire. This results in low temperature fires with patchy and irregular burns. Even if the surface area of the plant is killed, diffuse knapweed can often re -grow from its root reserves. A propane -fueled weed burner can be utilized to quickly burn the foliage of young diffuse knapweed rosettes. The flame sears the plant, raises the temperature of the cells, this causes the cells to rupture. The diffuse knapweed plant will then dehydrate and expire within a few hours. Flaming is done on green plants; not on dead foliage. Plants can be seared at any time before flowering. Flaming can be useful in clearing small areas. Rangeland -Pasture Recommendations Hoary Cress Identification and Management Hoary Cress (Cardaria draba) is a non-native perennial that spreads by seeds and aggressive, creeping, roots that vigorously produce new plants. Depending on conditions, hoary cress grows to a height of 1/2 to 2 feet tall. The first leaves emerge from a crown and are dull gray -green, oblong and often have a slightly wavy margin. Subsequent leaves are alternate, have short fine hairs and an irregularly toothed margin. Only the lower leaves have stems, others are stalk -less and clasp the plant stem with two ear -like lobes. Flowers are fragrant, numerous, small, white with 4 petals and grow in compact clusters. Hoary cress is a member of the Mustard family. In the fall seeds germinate and rosettes become established. It frequently flowers in April and May and again in the fall during optimum conditions. Seed production begins about one month later. Hoary cress produces up to 4800 seeds per plant. Seed viability is up to 3 years. However, the primary means of spread is the vertical and horizontal root system. Root fragments are capable of forming new plants. In one year a single plant, without competition, can spread vegetatively to cover an area 12 feet in diameter and can produce 450 shoots. Hoary cress is also known as whitetop Rosette Hoary cress can be found in disturbed open sites, roadsides, ditches, riparian areas, grain and vegetable fields. It does especially well in irrigated crops such as alfalfa and sugar beets. Hoary cress grows well in most soil conditions, including alkaline soils. However, it does not tolerate shade. Hoary cress displaces native vegetation for wildlife and livestock forage. It also contains glucosinolates that are toxic to cattle. Prevention is the most cost reducing and time effective weed management strategy. Infrequent cultivation can actually facilitate the spread by dispersing root fragments. Consistent monitoring of your fields is an essential first step. On the backside of this sheet are hoary cress management recommendations. If you have any questions, please contact the Weld County Public Works Dept., Weed Division at (970) 304-6496 ext. 3770. Please visit our website at www.weldweeds.org Recommended management methods: Cultural - Establishment of selected, aggressive grasses can be an effective cultural control of hoary cress. Contact your local CSU Extension office or Natural Resources Conservation Service office for seed mix recommendations. Good grazing management will stimulate grass growth and keep pastures healthy. Healthy pastures may be more resistant to hoary cress invasion. Bare spots caused by overgrazing are prime habitat for weed infestations. Mechanical - Due to the extensive root system, hand -pulling this plant is not a viable option. Repeated tillage (every 10 to 14 days) can destroy colonies in 2 to 4 years. Combining mowing with herbicides will further enhance control of this weed. Apply herbicides in spring and/or fall, and then mow during the summer months. Mowing alone is not an effective control option. Biological No known biological control agents available at this time. Herbicides - The following are recommendations for herbicides that can be applied to range and pasturelands. Always read, understand, and follow label directions. The herbicide label is the LAW! Herbicide Application Rate Timing/Comments Escort XP 1 or 1.3 to 2 oz/acre grams to 3 gallons of water Apply non or -acidifying 1 qt/100 from bud gal to non-ionic water. early bloom or stage MSO or at surfactant fall rosette. @ 0.32oz/gal Add a water Telar XP 0.5 or % of to 1 a oz/acre gram to 3 gallons water Apply acidifying qt/100 at prebloom non-ionic water. to bloom or at or MSO surfactant fall rosette @ stage. 0.32oz/gal Add water a non - or 1 gal Plateau 8 oz./acre or 0.25 oz/gal water Spring Add water apply methylated or 1 qt/100 to rosette seed gal stage oil water. or surfactant at flowering or at (MSO) @ 0.32 fall rosette. oz/gal a Rangeland -Pasture Recommendations Leafy spurge Identification and Management Leafy spurge (Euphorbia esula) is a non-native deep-rooted perennial that spreads by seeds and extensive, creeping roots. The roots can extend as deep as 30 feet into the soil and are extremely wide -spreading. The roots are brown and contain numerous pink buds that generally produce new shoots or roots. Leafy spurge can grow from 1 to 3 feet in height. The stems are smooth, pale green, and thickly clustered. Leaves are alternate, narrow, linear, and 1 to 4 inches long. The flowers are very small and yellowish -green. They are enclosed by very visible yellowish -green, heart -shaped bracts. The entire plant contains white, milky sap that exudes readily upon stem or leaf breakage. This sap can be damaging to eyes and sensitive skin. Leafy spurge is one of the earliest plants to emerge in the spring. Flower clusters develop 1 to 2 weeks after stem emergence which is from mid -April to late May. One large leafy spurge plant can produce up 130,000 seeds. Three - sided seed capsules explode when ripe and project the seeds up to 15 feet away from the parent plant. Leafy spurge has adapted to a wide variety of habitats in the state and is very competitive with other plant species. Where it becomes established in rangeland, pasture, and riparian sites, it crowds out all other vegetation. The competitive, rapidly growing, and extensive root system makes leafy spurge very difficult to manage. Develop a management plan that uses several control methods that are compatible with your site. The most effective method of control for leafy spurge is to prevent its establishment through proper land management. Maintain healthy pastures and rangeland and continually monitor your property for new infestations. New infestations are much more easily controlled than established infestations. On the backside of this sheet are leafy spurge management recommendations. If you have any questions, please contact the Weld County Public Works Dept., Weed Division at (970) 304-6496 ext. 3770. Please visit our website www.weldweeds.org. Recommended management methods: Cultural - Seeding and maintaining aggressive grasses will help in competing with leafy spurge and slow its spread. Contact your local CSU Extension office or Natural Resources Conservation Service office for seed mix recommendations. Proper grazing management will stimulate grass growth and keep pastures healthy. Healthy pastures may be more resistant to leafy spurge invasion. Bare spots caused by overgrazing are prime habitat for weed infestations. Mechanical - Due to the extensive root system, hand -pulling this plant is not a viable option. Mowing will reduce seed production if repeated every 2 to 4 weeks during the growing season, but will provide little long-term control. Biological - Both sheep and goats have been found to be effective grazers of leafy spurge. Grazing sheep can commence after spring regrowth reaches 2 to 6 inches tall, but before the flowering bract stage. Goats can graze spurge at any time. Do not overgraze. If leafy spurge has set seed, quarantine animals in a corral for 7 days before releasing them into a non -infested pasture. There are a variety of insects available for release on leafy spurge infestations. The flea beetles, Apthona nigriscutis, A. lacertosa, and A. cyparissiae, have been found to be effective on large infestations and when used in combination with grazing and/or herbicides. Herbicides - The following are recommendations for herbicides that can be applied to range and pasturelands. Always read, understand, and follow herbicide label directions. The herbicide label is the LAW! Herbicide Rate Application Timing/Comments Clarity Amine + 2,4-D 1 qt./acre or 1 oz/gal product for water each for product each Spring- regrowth. when Add 1 qt/ 100 outside non-ionic following gal Must water. temperatures surfactant appearance treat 2x/year for will @ 0.32 of exceed true 1-4 oz/gal flowers years. 85 degrees. water and/or DO or NOT fall apply Plateau 12 oz./acre or 0.4 oz/gal water Fall Add water only a methylated or treatment 1 qt/ 100 seed gal prior water. to oil surfactant hard freeze. (MSO) @ 0.32 oz/gal 2,4-D Amine 2-3 qts/acre or 2-3 oz/gal water Early will will water spring be necessary. exceed or 1 qt/ and 85 100 degrees. fall. DO gal Prevents water. NOT Add seed apply when non-ionic formation outside surfactant only. temperatures @ Retreatment 0.32oz/gal Tordon *this Restricted Pesticide* is 22K a Use 1 qt./acre or 1.0 oz/gal water Spring- regrowth. DO permeability surfactant NOT following apply Must @ or 0.32oz/gal repeat near where appearance or annually under water water of trees level or for true is 1 3-4 or qt/ flowers high. where 100 years. Add gal and/or soils a water. non-ionic fall have rapid a t Sheep gr -_r n g leafy spurge. The llama'proteets the sheep from predators. Rangeland -Pasture Recommendations Musk thistle Identification and Management Musk thistle (Carduus nu tans) is a non-native biennial forb that reproduces solely by seed. A biennial is a plant that completes its lifecycle within two years. During the first year of growth, musk thistle appears as a rosette in spring or fall. During the second year in mid to late spring - the stem bolts, flowers, sets seed, and the plant dies. A prolific seed producer, musk thistle can produce up to 20,000 seeds per plant. Therefore, the key to managing this plant is to prevent seed production. Musk thistle can grow up to 6 feet tall. The leaves are spiny, waxy, and dark green in color with a light green midrib. The flowers are purple, large in size (1.5 to 3 inches in diameter), nodding, and terminal. The flowers are surrounded by numerous, lance -shaped, spine -tipped bracts. You can expect to see flowers from late May and June. Seed set usually occurs in June or July. t th Wrhite xn c -.piny, edges Musk thistle tends to invade disturbed, overgrazed areas. Once a pasture is infested, the livestock carrying capacity for that area is significantly decreased. Musk thistle may also occur on rangeland, roadsides, ditches, riparian areas, and trails. On the backside of this sheet are musk thistle management recommendations. If you have any questions or would like more information, please contact the Weld County Public Works Dept., Weed Division at (970) 304-6496 ext. 3770. Please visit our website www.weldweeds.org Recommended management methods: Cultural - Establishment of selected, aggressive grasses can be an effective cultural control of musk thistle. Contact your local CSU Extension office or Natural Resources Conservation Service office for seed mix recommendations. Mechanical - Mowing or chopping is most effective when musk thistle plants are at bud stage. Grubbing or digging the plants below the root crown level is effective as well. Do this while the plant is in the rosette stage. Biological - Livestock tend to avoid grazing on musk thistle, although horses and cattle have been known to eat the flowerheads. Biological control insects, such as the seed head weevil (Rhinocyllus conicus) and the crown weevil (Trichosirocalus horridus) are effective on large infestations. When used together, these insects provide fair to good control. Expect to wait at least 3 to 5 years for the insects to establish significant populations and achieve optimum management results. Insects can be obtained at no charge from the Colorado Department of Agriculture. Please call 970-464-7916 or go to www.palisadeinsectary.com for more information. Herbicides - The following are recommendations for herbicides that can be applied to range and pasturelands. Always read, understand, and follow the herbicide label directions. The herbicide label is the LAW! Herbicide Rate Application Timing/Comments Milestone 3 to 5 oz/acre Apply early broadleaf surfactant bolting to plants stage 0.32oz/gal in within the or spring to 1 year the water and fall of or early rosette. application. 1 qt/ 100 summer DO gal NOT Add water. at a rosette rotate non-ionic to or a crop @ 2,4-D Amine 1 qt./acre or 1 oz/gal water Spring/fall apply Add 1 qt/ rosette when outside gal water. surfactant before temperatures @ flowering will 0.32 oz/gal stalk exceed lengthens. water 85 or degrees. DO NOT — non-ionic 100 Curtail 1.5 — 2 qts./acre or 1.5-2.0 oz/gal water Spring Add 1 qt/ rosette to non-ionic 100 gal water. surfactant pre -bud stage @ and/or 0.32 oz/gal fall rosette. water or Clarity 1 or 1 qt./acre oz/gal water treatment shrubs Spring rosette or of when — before rosettes. outside flowering DO temperatures NOT stalk apply lengthens near will or exceed under and/or trees 85 degrees. late and/or fall Rangeland -Pasture Recommendations Perennial Pepperweed Identification and Management Perennial pepperweed (Lepidium latifolium) is a non-native perennial plant that spreads by seeds and creeping underground roots that vigorously produce new plants. Seed production is prolific in heavily infested areas, estimated at 6 billion seeds per acre. The first basal leaves emerge to form a rosette. The leaves have long stems, are gray -green and can be 4 to 11 inches long and 1 to 3 inches wide. The rosettes produce plants of multiple, erect, semi -woody stems with smaller leaves that taper toward the base and have a prominent whitish mid -vein. The leaves become progressively smaller toward the top of the stems. Flowers are white with 4 spoon -shaped petals borne in dense clusters near the stem tips. Perennial pepperweed is a member of the Mustard family. Although an enormous amount of seed is produced, most new plants are shoots from the underground root mass. The roots enlarge at the soil line forming woody crowns. Each crown produces numerous erect stems that grow 2 to 4 feet tall; 6 feet can be achieved under optimal conditions. Root fragments as small as 2 inches can produce a new plant. Perennial pepperweed roots can remain dormant in the soil for several years. Flowering occurs from early summer to fall. The combination of seed production and root shoots enables perennial pepperweed to develop into dense monocultures that dis •lace native slants and wildlife. A field of perennial pepperweed. Perennial pepperweed can be found in riparian areas and wetlands, adapts to disturbed areas, roadsides and ditches, hay meadows and cropland. Perennial pepperweed is often confused with hoary cress. Hoary cress stems are less than 3 feet tall and have stem leaves with lobed ears that clasp the stem. Perennial pepperweed has smaller leaves that taper toward the base and have a prominent whitish mid -vein. Management programs must include prevention, monitoring, and treatment of small satellite populations before plants develop extensive roots. Focus on containment of large infestations to prevent spread. If you have any questions, please contact the Weld County Public Works Dept., Weed Division at (970) 304-6496 ext. 3770. Please visit our website at www.weldweeds.org. Recommended management methods: Cultural - Establishment of selected, aggressive grasses can be an effective cultural control of perennial pepperweed. Contact your local CSU Extension office or Natural Resources Conservation Service office for seed mix recommendations. Good grazing management will stimulate grass growth and keep pastures healthy. Healthy pastures may be more resistant to perennial pepperweed invasion. Bare spots caused by overgrazing are prime habitat for weed infestations. Mechanical - Due to the extensive root system, hand -pulling this plant is not a viable option. Mechanical control options are typically ineffective. With the exception of flooding, no non -chemical treatments have been proven effective. Biological No known biological control agents available at this time. Development of biological controls has been hampered by a number of closely related native plants, some on the rare and endangered species list. Herbicides - The following are recommendations for herbicides that can be applied to range and pasturelands. Always read, understand, and follow label directions. The herbicide label is the LAW! Herbicide Rate Application Timing/Comments 2,4-D Amine 3 qt./acre or 2 oz/gal product water for each Spring- NOT Add 1 qt/100 apply non-ionic bolting gal when water. surfactant to outside early bud temperatures stage @ 0.32 oz/gal and fall will water rosette exceed or stage. 85 degrees. DO Escort 1 oz/acre or 1.3 grams to 3 gallons of water Apply teaspoon non-ionic from of surfactant bud household to early @ bloom ammonia 0.32oz/gal stage to 3 water or gallons at or fall 1 of qt/100 rosette. water plus gal Add the water. one Telar 1 oz/acre or % of a gram to 3 gallons water Apply ionic at surfactant prebloom @ 0.32oz/gal to bloom or at water fall rosette or 1 qt/100 stage. gal Add a non - water. Round -Up 4 qts/acre or 2.5 oz/gal water Spring- at ionic surfactant early bud stage @ 0.32oz/gal and /or fall water or rosette 1 qt/100 stage. gal Add water. a non - Plateau 8 oz./acre or 0.25 oz/gal water Spring Add water apply a methylated or 1 qt/100 to rosette seed gal stage oil water. or at surfactant flowering or at (MSO) @ 0.32 fall rosette. oz/gal Photo of perennial pepperweed flowers courtesy of WA State Noxious Weed Control Board Rangeland -Pasture Recommendations Scotch thistle Identification and Management Scotch thistle (Onopordum acanthium) is a non-native biennial forb that reproduces solely by seed. A biennial is a plant that completes its lifecycle within two years. During the first year of growth, Scotch thistle appears as a rosette in spring or fall. During the second year in mid to late spring - the stem bolts, flowers, sets seed, and the plant dies. A prolific seed producer, Scotch thistle can produce up to 14,000 seeds per plant. Therefore, the key to managing this plant is to prevent seed production. Scotch thistle can grow up to 12 feet tall. Stems are numerous, branched, and have broad, spiny wings. The leaves are large, green, spiny, and covered with fine dense hair giving the leaf a woolly appearance. The flowers are violet to reddish in color, numerous (70-100/plant), and are surrounded by spine - tipped bracts. You can expect to see flowers from mid -June to September. Due to the robust, spiny nature of Scotch thistle, this plant can act as a living barbed wire fence, making areas impassible for wildlife, livestock, and people. Scotch thistle invades rangeland, overgrazed pastures, roadsides, and irrigation ditches. It also prefers moist areas adjacent to creeks and rivers. On the backside of this sheet are Scotch thistle management recommendations. If you have any questions, please contact the Weld County Public Works Dept., Weed Division at (970) 304-6496 ext. 3770. Please visit our website www.weldweeds.org. Recommended management methods: Cultural - Establishment of selected, aggressive grasses can be an effective cultural control of Scotch thistle. Contact your local CSU Extension office or Natural Resources Conservation Service office for seed mix recommendations. Good grazing management will stimulate grass growth and keep pastures healthy. Healthy pastures may be more resistant to Scotch thistle invasion. Bare spots caused by overgrazing are prime habitat for weed infestations. Mechanical - Any mechanical or physical method that severs the root below the soil surface will kill Scotch thistle. Mowing or chopping is most effective when Scotch thistle plants are at full -bloom. Be sure to properly dispose of the flowering cut plants, since seeds can mature and become viable after the plant has been cut down. Biological - There are no biological control insects available that will control Scotch thistle. Herbicides - The following are recommendations for herbicides that can be applied to range and pasturelands. Always read, understand, and follow label directions. The herbicide label is the LAW! Herbicide Rate Application Timing/Comments 2,4-D Amine 1 qt./acre or 1 oz/gal water Spring/fall apply Add 1 qt/ when non-ionic 100 gal rosette outside water. surfactant — before temperatures @ flowering will 0.32 oz/gal stalk exceed water lengthens. 85 or degrees. DO NOT Curtail 1.5 or 1.5-2.0 2 qts./acre oz/gal water Spring Add 1 qt/ 100 rosette non-ionic gal to water. surfactant pre -bud stage @ and/or 0.32 oz/gal fall rosette. water or — Clarity 1 qt./acre or 1.0 oz/gal water Spring treatment shrubs Add water. rosette of or when a non-ionic — before rosettes. outside surfactant DO temperatures flowering NOT @ 0.32oz/gal apply stalk lengthens near will or exceed water and/or under 85 or 1 late trees degrees. qt/100 and/or fall gal Milestone 3 to 5 oz/ acre Apply bolting seasonally and year water lowland to stage of application. or plants 1 dry qt/ sites. 100 or in to wetlands the gal spring the fall DO Add water. NOT rosette. and a non-ionic and transitional rotate early It to is a surfactant summer permissible areas broadleaf at between @ rosette crop 0.32oz/gal to treat within upland or 1 JC York From: Sent: To: Subject: Attachments: Hi JC, Walker, Tiffani - NRCS Brighton, CO <Tiffani.Walker@co.usda.gov> Wednesday, May 10, 2017 12:44 PM jcyork@j-tconsulting.com Seed mix recommendation Reclamation Seed Mix Recommendations JTConsult.docx I have attached a document with seed recommendations for you. These are recommendations from our area range specialist. All the recommended species are adapted to sandy soils since the roots of the plants will eventually be using the sand down below the top soil that will be added. All the reclamation species are native so they should adapt and grow well out there. Let me know if you have any questions or need any other assistance. Thank you, 775fair/ Water Soil Conservationist NRCS-USDA 57 W Bromley Ln Brighton, CO 80601 (720) 634-3924 This electronic message contains information generated by the USDA solely for the intended recipients. Any unauthorized interception of this message or the use or disclosure of the information it contains may violate the law and subject the violator to civil or criminal penalties. If you believe you have received this message in error, please notify the sender and delete the email immediately. 1 Seed Mix Recommendations for J&T Consulting Inc. Mix 1: Reclamation — • Woodward Sand Bluestem 15-20% • Goshen Prairie Sandreed 20% • Arriba Western Wheatgrass 20% • Cheyenne Yellow Indiangrass 15% • Blackwell Switchgrass 15% • Vaughn Sideoats Grama 10% • 3-5 native forbs 1% of each chosen (lower your % of bluestem to add in forbs) o Recommended forbs: American vetch, dotted gayfeather, narrowleaf penstemon, purple prairie clover, scarlet globemallow, upright pairie clover Under the assumption that you will be seeding in the fall, we recommend that you try to get the topsoil on as soon as possible and, if possible, plant a sterile forage sorghum on it before July 1St The sooner it is planted, the better though, so don't necessarily wait until July 1st unless you have to. This sorghum cover will help to stabilize your topsoil while you wait to seed in the fall. We would also recommend planting the grass mix after November 1St using a native grass drill. The native grass drill will be able to evenly plant the fluffier native seeds that a normal grass drill will not be able to plant as easily. Plant the grasses directly into the standing dead litter of your sorghum. The sorghum will frost kill, so there should be no need to spray it to kill it. Mix 2: Temporary cover — • Recommended species and when to plant them: o By July 1St o By July 15th o From August 15th to September 15th Oats Forage sorghum, Sudangrass, Millet Winter wheat, Winter rye, Triticale With the first two, just seed them sooner rather than later, if possible. The last ones, plant between those dates. These are all annual grass species so they won't live year round or continue to grow back unless you let them seed out or buy sterile varieties. 0 N Desired Seeds/ftZ tn f0 a O co v 0 J i O ow CO U CD V L O CD C 0 a IC 4-0 ti z EXHIBIT G Water Information Introduction The Bennett Pit is located in the Southeast 1/4 of Section 1 and the North 1/2 of Section 12, Township 2 North, Range 67 West of the 6th P.M. in Weld County, Colorado. The proposed mining site is located directly adjacent to the west side of the South Platte River, as shown on Figure G-1. The operation will consist of sand and gravel production and will impact the South Platte River in the form of depletions due to evaporation and operational losses associated with mining. Mining of the Bennett Pit will last for approximately 10-15 years. Once reclamation is complete, a reservoir will be created with 2 cells with a total surface area of approximately 98 acres. The depth to groundwater ranges from five to eleven feet. The site will be mined down to approximately 52 feet, thus exposing groundwater to the atmosphere. This exposed groundwater, along with the operational losses associated with the extraction of sand and gravel deposits, will impact the South Platte alluvial aquifer. These impacts will cause river depletions that must be augmented. To enable dry mining at Bennett Pit, there will be a dewatering pond / installed in each cell as it is mined. Water from these ponds will be pumped to a process water pond that will provide water for washing of the mined material. Water will also be pumped from the dewatering ponds to the South Platte River. The process water pond will be located adjacent to the processing area. The water exiting the wash plant will be carried to a sedimentation pond and flocculent will be used to create floc to settle the wash fines in the sedimentation pond. The sedimentation pond will be cleaned out at varying times to spread the fines to dry out so they may be used in road base products for binder material. The water from the sedimentation pond will be pumped back to the processing pond to be re -used for washing of the mined material to keep a closed loop system in place for the recycling of the process water. Water Requirements Water use at the Bennett Pit will include evaporation from exposed groundwater, dust control of haul roads and stockpiles, and water retained in material removed from the site. Evaporative Loss Evaporative losses are dependent on the exposed water surface area, which may shift throughout the mining operation, but will not exceed the maximum. Exposed surface area at the Bennett Pit will include groundwater exposed in the dewatering / process water ponds, wash water discharge ditch, and sedimentation pond. The maximum exposed surface area at the site during mining is estimated at 0.5 acres. NCCI will keep the site dewatered throughout the life of the mine. Evaporation data was taken from NOAA Technical Report NWS 33, Evaporation Atlas for the 48 Contiguous United States. The annual gross evaporation was determined to be 45 inches for this location. Monthly evaporation percentages are established by guidelines set by the State V' la Consulting, Inc. Northern Colorado Constructors Bennett Pit DRMS 112 Permit Application Engineer's Office. To determine precipitation, data from the National Weather Service for both the Fort Lupton weather station (1950-1975) and the Brighton weather station (1976-2005) were used. Missing data was replaced with the average for the period. The long-term average precipitation at Bennett Pit is estimated at 13.4 inches. Effective precipitation is calculated as 70% of the total precipitation. The net evaporation is the difference between gross annual evaporation and effective precipitation. The resulting net evaporation is 3.0 feet. The maximum evaporative loss from the 0.5 acres is 1.5 ac -ft. Operational Loss The average annual production from the Bennett Pit site is estimated at 625,000 tons. Using 4% moisture content, the total associated consumptive use for water retained in the material mined is 18.4 ac -ft. Dust control use is 10,000 gal/day, 5 days/week, 4 weeks/month for 10 months of the year. This equates to 6.2 ac -ft. Maximum operational loss is estimated to be 24.6 ac -ft. The maximum annual consumptive use at this site during the mining operation is estimated to be 26.1 ac -ft. Replacement Water The replacement of consumptive uses will be accounted for in a substitute water supply plan (SWSP) that NCCI will submit for approval to the State Engineer. NCCI will not expose groundwater until approval of the SWSP for the Bennett Pit is obtained from the State Engineer. Surrounding Water Rights Figure G-1 shows the permitted wells within 600 feet of the site. The well information and locations were obtained from the Well Look database at the Division of Water Resources and water rights tabulation. This well and water rights information was cross checked with the State's CDSS. Between the sources, all permitted and decreed wells are included. Table G-1 is a corresponding list of wells as numbered in Figure G-1. Water Quality An application for an NPDES Permit will be submitted to the Water Quality Control Division at the Colorado Department of Public Health & Environment for the Bennett Pit. Impacts to Groundwater/Hydrologic Balance NCCI will monitor the groundwater levels surrounding the site and provide groundwater recharge via perimeter ditches/ponds if necessary. Because NCCI will be constructing a slurry wall liner around each phases prior to mining, the surrounding groundwater levels should not be adversely affected during the mining. If monitoring well readings indicate that a significant change to groundwater levels outside the mine occurs, a perimeter drain pipe will be designed and installed to mitigate the changes in groundwater levels. NCCI will discharge dewatering .1&'I Consulting, Inc, Northern Colorado Constructors Bennett Pit DRMS 112 Permit Application flows into existing adjacent ditches or directly to the river to limit the disturbance to the surrounding lands. Li KT Consulting, Inc. Northern Colorado Constructors Bennett Pit DRMS 112 Permit Application McGrane Water Engineering, LLC 4475 Driftwood Place • Boulder, CO 80301 • Phone: (303) 917-1247 E -Mail: dennis@mcgranewater.com May 10, 2017 Mr. JC York J&T Consulting, Inc. 305 Denver Avenue, Suite D Ft. Lupton, CO 80621 RE: Bennett Pit - Slurry Wall Assessment Dear Mr. York: Via email at: jcyork(2j-tconsulting.com The proposed Bennett gravel pit mine is located approximately 3 miles south of Platteville, Colorado in Sections 1 and 12, Township 2 North, Range 67 West (6th PM). The South Platte River (SPR) is located immediately east of the proposed pit site. As part of the mine permit application process, the mine consultant, J&T Consulting, Inc. (JT) requested that McGrane Water Engineers, LLC. (MWE) determine the hydrologic impacts of installing a slurry wall around the Bennett pit prior to mining. Anticipated impacts include a rise in the water table on the up -gradient side of the slurry wall compared to predevelopment conditions, and a decline in the water table on the down gradient side. Water level increases to within 10 feet of the surface on the up -gradient side of the pit could flood existing structures such as basements or cause water logging (over saturation) and phreatophyte growth. A decline in water levels on the down gradient side could reduce the aquifer saturated thickness and well yields. Results Using a MODFLOW model with reasonable boundary conditions and aquifer properties, we determined that water levels on the up -gradient side (southwest) of the mine will increase up to 2 feet and water levels will likely decrease on the downgradient (northwest) side up to 2 feet. A detailed discussion of the Hydrogeologic analysis, model parameter selection and assumptions, and sensitivity analysis is included in Appendix A (Groundwater Evaluation and Modeling). Nine up -gradient wells can be expected to have over 0.5 foot increases in water levels as a result of the slurry wall (Figure AS). Two upgradient wells (Kuipers (permit no. 15052-R) and Vincent (permit no. 829-R) already have reported pre -mining water levels less than 10 feet as highlighted in red on Table 1. The remaining wells either have reported depths to water exceeding 10 feet so as long as those measurements are accurate, we do not anticipate any water level impacts. There is one downgradiente well with a reported depth to water of four feet (Lewis, permit no. 61228-F) which should experience a slight decline (approximately 0.5 feet) in water levels. Since well yield is proportional to the saturated thickness, we would expect less than a 2% decline in the maximum theoretical pumping rate of the Lewis well which is insignificant. Mr. J.C. York May 10, 2017 Page 2 Table 1 provides tabulated well data that includes: well location relative to the upgadient or downgradient side of the pit; permitted yield and water level depth below ground surface (bgs); calculated saturated thickness; and model results. Table 1 — Wells within area of Influence of Proposed Slurry Wall Location Registered Well Owner Permit No. Town- ship Rng Sec Qtr -Qtr Well Depth (ft bgs) Well Yield (gpm) Static Water Level (ft bgs) Model Results Sat. Thick. (ft) Max. Change in Water Levels (ft) Future Depth to Water ft (bgl) Future Sat. Thick. (ft) % Change in Sat. Thick. VINCENT ROLLIEJ 68631 2 N 67 W 12 NESW 32 15 18 14 1.4 16.6 15.4 10% Upgradient Wells: MULHAUSEN GEORGE W. 132579 2 N 67W 11 SENE 35 20 ND NA 0.6 Uncertain UncertainUncertair KUIPERS KACEY 295458 2 N 67 W 12 SWNW 45 15 20 25 0.75 19.25 25.75 3% KUIPERS 15051-R 2N 67W 12 SWNW 49 1125 12 37 1.6 10.4 38.6 4% KUIPERS 15052-R 2 N 67W 12 SENW 15 1800 3 12 1.6 1.4 13.6 13% CARLSON MARYE 51071-A 2N 67W 11 NENE E 70 15 25 45 0.5 24.5 45.5 1% VINCENT ROLLIE J 52-WCB 2 N 67 W 12 SESW 34 750 ND NA 1.6 Uncertain UncertainUncertair VINCENT R J 829-R 2N 67W 12 SESW 30 1175 5 25 0.5 4.5 25.5 2% VINCENT R J 830-R 2 N 67W 12 SWSW 50 500 22 28 0.5 21.5 28.5 2% Downgradient Wells: LEWIS WILLIA 61228-F 2 N 67 W 1 SESW 33 1100 4 29 -0.5 4.5 28.5 -2% As discussed in Appendix A, the expected increase in water levels on the upgradient side of the pit and decreases in water levels on the downgradient side are likely within the expected natural seasonal fluctuations (approximately 2 feet) that occur during spring runoff The model results indicate that groundwater levels will likely rise into the abandoned channel located on the west side of the pit and could potential impact unidentified buried structures such as basements or cellars in that vicinity. We do not believe increased water levels in the abandoned channel will cause any additional problems because the increase is within normal expected water level fluctuations and because additional surface water will likely travel to the north where it will recharge the aquifer. Therefore, we conclude that potential impacts are likely insignificant. Model Uncertainty Whether hydrologic impacts associated with future mining are significant depends on numerous factors including: 1) actual well location relative to the pit and slurry wall (sometimes the permit location is not accurate); 2) the location and depth of vulnerable structures such as homes with basements; and 3) the location, magnitude and timing of well pumping and recharge (from precipitation, agriculture return flows, and canal seepage). Therefore, future monitoring is necessary to further evaluate hydrologic impacts. Monitoring and Mitigation We believe the existing five well monitoring system around the pit are adequate to monitor the seasonal water level changes and evaluate potential impacts of the proposed mine slurry wall. If elevated upgradient water levels are significant, the mine could install a drain that intercepts groundwater on the upgradient side of the pit and transport it to the upgradient side where it could be recharge the aquifer Mr. J.C. York May 10, 2017 Page 3 to mitigate downgradient impacts. This could be a passive system that operates whenever water levels rise. JT has indicated that drains such as have been successfully installed and used at other mine site. The depth, location, and size of a drain will depend on the timing and location of rising water and hydrologic properties of the aquifer and can be designed using the existing model. Recommendations Although we do not believe the proposed mine will have any significant impacts to adjacent well owners, we do recommend: 1. Continued monitoring of five existing monitoring wells located outside the proposed pit slurry wall area. We recommend measuring water levels on a monthly basis until seasonal fluctuations are better refined. 2. Installing a stage level recorder within the abandoned channel located on the west side of the pit to evaluate water levels; and 3. If after the slurry wall is installed and water level increases exceed 2 feet and cause negative impacts, we recommend that a drain be installed to allow rising water to be intercepted, transported to the downgradient side of the pit and allowed to recharge. It is also possible to design the drain to discharge intercepted groundwater back into the river. If you have any questions, please give me a call. Sincerely, McGrane Water Engineers, Inc. t Dennis McGrane, P.E., C.P.G Professional Credentials The technical material in this report was prepared by or under the supervision and direction of Dennis McGrane P.E, C.P.G., whose seal as a Professional Engineer in the State of Colorado and American Institute of Professional Geologists (AIPG) Certified Profession Geologist (CPG) are affixed below: Dennis McGrane, P.E., C.P.G. Mr. J.C. York May 10, 2017 Page 4 APPENDIX A - GROUNDWATER EVALATION AND MODELING Hydrologic Setting The proposed Bennett pit is located approximately three miles south of Platteville, Colorado on the west side of the South Platte River (SPR). The applicant would mine sand and gravel that makes up the SPR alluvial aquifer (Lindsay and others, 1998 and 2005). The mine applicant's engineer, JT Consulting supervised the drilled of fourteen boreholes around the pit to evaluate the resource. Figure Al is a Google Earth image that shows: the planned pit, existing permitted wells with the owner and permit number, pit exploration boreholes and the model boundary. Most of the existing permitted wells are used for domestic water supply and irrigation uses. Figure A2 shows the surficial geology (Soiser, 1965), well and SPR water level elevations and water level elevation contours at 10 foot intervals. The alluvium within the model areas consists of alluvial sand and gravel (Qal) located adjacent to the SPR river channel and older terrace alluvium (Qss) along the western model boundary. Water level elevations above mean sea level (msl) were calculated at each well by subtracting the depth to water listed in the well permit completion report from the site elevations obtained from 10 -meter DEM data. The location of the water elevation contour lines were modified from Robson (2000) using the more recent well data. Water level contours within the more permeable modem alluvium (Qal) flow parallel to the SPR while groundwater in the lower permeability terrace deposits (Qss) flow more towards the river to the northeast. Seasonal Water Level Changes Table Al shows weekly water level measurements taken in the five pit exploration holes that were completed as monitoring wells. Between March 21St and May 4, 2017, the depth to water has rose from between 4.1 to 6.2 feet to between 2.6 and 4.3 feet below ground level. We expect seasonal water levels next to the SPR to fluctuate in proportion to increases in river stage at the Ft. Lupton Gage gage (USGS no. 06721000) which normally increases 1 to 2 feet during the spring runoff period. Well Data Table A2 includes tabulated well permit data from 38 alluvial wells located within the modeled area. Well depths range from 15 to 83 feet and average 46 feet, and well yields range from less than 15 gpm for domestic wells to 1,800 for irrigation wells. The depth to water ranges from 3 to 33 feet and averages approximately 18 feet. The calculated saturated alluvial thicknesses range from 12 to 68 feet and average approximately 33 feet. We believe 68 feet is excessive because well drillers typically drill 5 to 20 feet into decomposed bedrock before completing an alluvial well. Table A2 shows the borehole data obtained from 18 recent test holes dug around the pit. The average saturated thickness of the boreholes is approximately 34 feet which is consistent with the Mr. J.C. York May 10, 2017 Page 5 average saturated thickness for all wells within the model area. We therefore used a constant 34 foot thickness in our groundwater model. Figure A3 shows the reported well depth and yields. Figure A3 shows the well and borehole saturated thicknesses. Aquifer Permeability The aquifer hydraulic conductivity (K) is the measure of aquifer permeability in feet per day (ft/dy). The Colorado Division of Water Resources (DNR) complied available K data for an extensive groundwater model used for the South Platte Decision Support System (CDM-Smith, April, 2013). SPDSS Task 43.3 (CDM-Smith, December 6, 2006, Figure Sc) shows contoured K's in our model area ranging from 450 to 650 ft/day. We used an average K of 550 ft/day for the area underlain by modem alluvium (Qal) and a K of 55 ft/day for lower permeability terrace silt, sand and gravels (Qss) located west of the Meadow Island Ditch No. 1. The lower K was necessary to create the observed bend in the water level contours shown in Figure A2. The aquifer Transmissivity (T) is product of the average saturated thickness (34 feet) and average K (550 ft/day) which is approximately 140,000 gpd/ft. This is consistent with the SPDSS model T which was between 100,000 and 200,000 gpd/ft as shown in Figure 7A of SPDSS Task 43.3 (CDM-Smith, December 6, 2006). Model Construction We used the USGS (McDonald and Harbaugh, 1988) MODFLOW modeling program to evaluate the future effects of the Bennett pit. We used the Visual Modflow (VM) classic interface (version 4.6.0.167) to construct, run and display model results. The SPR is simulated across the entire model with the proposed Bennett Pit located in the center. The model is 10,600 feet north to south and 9,400 feet east to west, and consisting of 106 rows and 94 columns using 100 foot square model cells. Model Boundary Conditions Model boundary conditions include the SPR, bedrock boundaries, upgradient and downgradient aquifer inflows and outflows and the eastern and western sides of the model which act as no flow boundaries. We assigned model river cell stage elevations at 1 foot increments where 10m DEM data contours crossed the SPR, and used the VM interface to interpolate stage elevations in between. The southernmost up -gradient elevation was 4845 ft (msl) and the northern most down gradient elevation was 4822 feet (msl). The water level gradient from south to north are tied to these "average" river elevations because the streambed conductance term (COND) is extremely high which allows water to move freely between the river and the underlying aquifer. We calculated river cell conductance (COND) as the product of the streambed unit conductance (Ksb/m) times the wetted river area (length * width). The results of a nearby (site SC -07) vertical leakance test (CDM-Smith, June 9, 2006, Figure 2) indicate that the vertical streambed hydraulic conductivity (Ksb) is approximately 331 ft/day. Mr. J.C. York May 10, 2017 Page 6 However, tests conducted in 2009 by Leonard Rice Engineers just south of the model in Twn. 2N., Rng. 66W., Sec. 18, arrived at a Ksb value of 37 ft/day (Miller, 2009). We believe 37 ft/day is more accurate because it was determined through rigorous aquifer testing and not simply a short- term vertical leakance test. We measured the streambed width to be approximately 75 feet from a Google Earth image, and calculated the model cell conductance (COND) to be 270,000 ft^2/day (37 ft/day/ft * 100 ft * 75 ft) which is a very high value. We constructed the model using a constant 34 foot depth to bedrock from the water table which was determined by the stream gradient. Aquifer subflow in and out of the model was calculated by running the model after assigning constant heads on the southeast side of the model at 4845 feet and assigning a values of 4820 feet on the southeast side of the model. Constant heads on the west side of the model were set at 4840 feet which is below the Lupton Bottom Ditch. The 4840 foot water level contour elevation is sustained by inflow from the older alluvium (Qss) and leakage from the Lupton Bottom Ditch. No flow boundaries are assumed on the east and west sides of the model where minimal effects of the mine are expected. Model Runs and Results We conducted two model runs to evaluate the hydrologic effects of installing a slurry wall around the Bennett Pit. Run <SS4_noPit> simulates the pre -mine water table. Figure A4 shows the resulting water table gradient through the model area and proposed pit site. The resulting heads are very close to the water level contour targets shown on the underlying base map. Through the pit area, measured verses modeled water levels at the five pit site monitoring wells are within 0.5 feet (Root Mean Squared Residual = 0.439 feet). Table A4 shows that aquifer inflows and outflows for the pre -pit steady state run (SS4noPit) of approximately 3.5 cfs with river inflows and outflows of approximately 3 cfs. In run <554_wPit>, the pit model cells are turned off to simulate the effect of the slurry wall. Figure AS is the contoured difference in model output heads between the post -pit run <SS4wPit> minus the model cell head output from the pre -pit run <SS4noPit>. Positive values on the southwest side of the pit reflect mounding and negative values on the north side reflect lower water levels in the "shadow" of the pit. Figure AS shows that nine up -gradient wells are within the area where the expected rise in water levels increase between 0.5 and 2.0 feet. The letter report Table 1 provides tabulated well data that includes: well location (upgadient or downgradient) relative to the pit; permitted yield and water level depth below ground surface (bgs), calculated saturated thickness, and model results. Two those wells (Kuipers (permit no. 15052-R) and Vincent (permit no. 829-R) already have reported pre -mining water levels less than 10 feet. The rest of the wells either have reported depths to water exceeding 10 feet or no recorded levels so anticipated impacts are "uncertain." The model results indicate that groundwater levels will likely rise into the abandoned channel located on the west side of the pit and could potential impact unidentified buried structures such as basements or cellars in that vicinity. We do not believe increased water levels in the abandoned channel will cause any additional problems because the increase is within normal expected water Page 7 Mr. J.C. York May 10, 2017 level fluctuations of approximately two to three feet (see Seasonal Water Level Changes) and because any additional groundwater that comes to the surface will likely travel northward and recharge in the "shadow" of the pit. Model Sensitivity The model results are insensitive to differences in hydraulic conductivities (K) since mound height is inversely proportional to K and aquifer inflow is directly proportional to K. Therefore, since the aquifer gradient and thickness are constant, an increase in K will cause a proportional increase in model inflows which would increase mound height proportionally, but this does not occur because the higher K causes a proportional decline in mound build-up. The model results are very sensitive to the existence of the river but there is no realistic chance that the river will ever not flow in this area due to the large amount of agricultural and municipal return flows and the strict regulation of well pumping. Model results are insensitive to streambed leakance since the streambed is so permeable that large amounts of water can easily move between the river and aquifer. We believe however that the model results in report Table 1 are sensitive to nonmodeled variables including: 1) the actual location of wells located on the up -gradient side of the pit; 2) the accuracy of reported water level depths; and 3) the timing, location, and magnitude of various types of recharge such as precipitation and canal recharge. Therefore, future monitoring is recommended as discussed in the main body of the report. Sources CDM-Smith, April, 2013a. South Platte Decision Support System Alluvial Groundwater Model Report. CDM-Smith, December 6, 2006. SPDSS Phase 3, Task 34.3 South Platte Alluvium Region Aquifer Property Technical Memoradum. CDM-Smith, June 9, 2006. SPDSS Phase 3, Task 34.3 Streambed Conductance Technical Memoradum. Lindsay, D.A., Langer, W.H., and Knepper, D.H., 2005. Stratigraphy, Lithology, and Sedimentary Features of Quaternary Alluvial Deposits of the South Platte River and Some of its Tributaries East of the Front Range, Colorado. U.S. Geological Survey Professional Paper 1705. Lindsey, D. A., Langer, W. H., and Shary, J. F., 1998, Gravel deposits of the South Platte River valley north of Denver, Colorado, Part B - Quality of gravel deposits for aggregate: U. S. Geological Survey Open -File Report 98-148-B, 24 p. McDonald, M.G., and Harbaugh, A.W., 1988, A modular three-dimensional finite -difference ground -water flow model: Techniques of Water -Resources Investigations of the United States Geological Survey, Book 6, Chapter A 1, 586 p. Miller Groundwater Engineering, June 29, 2009. Groundwater model evaluations of the Broomfield Well Field. Letter report to Dennis McGrane, Leonard Rice Engineers, Inc. Mr. J.C. York May 10, 2017 Page 8 Soister, Paul E., 1965. Geologic Map of the Platteville Qaudrangle, Weld County, Colorado. US Geological Survey Qaudrangle Map GQ-399. Mr. J.C. York May 10, 2017 FIGURES Page 9 1 %A. Vs? 1 V 67W 11344 -Ft 13079 10977-R 11859-R Kiyota Aawaka frii 11860-R . - . ihi; la1 °9174 Houston 263339-A 263347-A Matsushima 263346--A Matsushima 798 -WC Bee 833-R LG Everist 150267-A Nishimoto\ 832-R 7 Golden 58571-A Dome Gannon 76600/ Aggregates Wissler ‘N:%733-WCR 20462 -R -R Weber Mc �lilliams!Cline .53424-F Mu/le/lax 21501 Rethke 272438 272439 272440 272446 Kerr-McGee 290501 290502 290503 290504 Anadarko 1 inch = 2,500 feet Map Legend 185088 Dever 274244 Vynckier 256143 "RC Env Corp Ruybal 6624-F Carlson 38366-A Kerr i Feet 500© 14892-R Brewer 254005--A Harmon 156925 Kanzler 132579 Mulhausen 296419--A Baskfield 21 287 Cantrell 15861 -R -R Kanzier 285344 Cantrell 61228-F Lewis BH-20 BH-19 11 4 -Ft 1155-R Nishimoto BH-22 BH-12 96437-vE Kofby 15117-R Rupple 13155-R ,3677-F agness Land Holdings 195690--A agness Land Holdings BH-13 BH-14 15051-R -BH-17 Kuipers 830-R Vincent 6222 -R -R Wagner 72389 Zwartjes %44%"*.<150 5 2- R 68631 Kuipers Vincent 829-R Vincent 52 -WC Vincent. 47721-F Windell/Rink 55652-M H Bestway Concrete & Aggregates 2585 SW Cha LL 50 Windeli 55651-M H Bestway Concrete 20136-R City of Broom field 124264--A. Martinez 9495 Heit 24 66W 47552-MH ----` CO Dept of Agriculture 403 Nelson 66877-F CWCB 33297 Sakata 24937 Magness Land Holdings 81196 261743--1. Litton Nelson Loan Servicing 281883 281884 281885 67987-F ity & County of Broomfield ./ 48616-M H City & County S - h1 of Broomfield 192--A onasek �.s 124133--A Bearson 10279 14184 11328 Cannon Land Co 483'6 Tone Land Cattle Co Figure A-1 Vicinity Wells (Well Owners and Permit Numbers) Bennett Gravel Pit Weld County, Colorado Borehole Gravel Pit Slurry Wall Extent Model Extent *Q Well Permit Number Well Owner DWR Constructed Well` Well Use DOMESTIC IRRIGATION STOCK COMMERCIAL OTHER A A 7� O A Sources: DWR, Hydrobase, 033017; BLM Geocommunicator J&T Consulting Figure dated 2.22.17 ESRI USGS Topo Basemap Date: May 3, 2017 Projection: CO State Plane, North (2011), ft; NAD83 McGrane Water Engineering, LLC 1 L4},v 1 1 Geologic Units (from Soister, 1965) Qal - Alluvium Qc - Colluvium Qes - Eolian sand Qss - Terrace sand and silt S. a.a.Nisi I 67W 1 66W N MEN N 13079 (5.5) [10] 11344-R (79) [800] 11859-R (80) [1100] 11860-R (80) [1100] 263347-A 263339-A (60) (60) [15] [10] a, • 263346--A (60) [15] 10977-R (58) [1100] 19 4 (52) [20] 821 / r 14892-R (50) [6] 150267--A I (45) /15] A,. 752-R 3) [1200] 753-R A 3) [1200] 254005--A 1-27-1-3482 [15] -b� • Qes 272438 272439 _. 831-R (83) [1400] 17836 (65) [14] LA 76600/ (58) QSS [25] 882-WCB 41) 708 -WEB /A ($001 (83,) , [1400] . 833-, 3 - [nog AC (41) (" 400 204 2 -R -R/ 53 [600] 21501 (48) [20] 48887 (48) [15] 15170 (40) [Z0] 1071 (M) [15] 272440_ .... _,� 272446 cQal (9-25) [NA] �C 290501 290502 290503 290504 (9-10) [NA] 1 inch = 2,500 feet \ /5x Qes () [3 0] A 185088 (50 [15J\ 2.500 2742•4 (50: [15, r. 256143 (24) [ND] L z, _ 4468 _ (50) [2] 58 6624-F (73) [700] A 38366-A (55) [15] Feet 5,000 Figure A-3 Well Depth and Yield (from well permit completion reports) Bennett Gravel Pit Weld County, Colorado f' 1274 (3, ) [1'5] 244 {i 1114-R (30) [1{00] 1155-R (30) [16©0] 6328 -R -R (5 7) [1000,1-_ 15117-R (5 7) [1500] 13155-R (5 6) kit t [1000] . A (. 13154-R �/ (51) 47552-M H 8403 (35) ;< [12] 29641 ' --A (40) [10D] t5• • 925 (45) [15] -A A 15861-R-Rc \ (32) . \t‘ . [550] <7-46H- X1287 (42) l [27] 51071=A (70) . j. HL\ O5] 29� 458 A [45) BI1-1 15 [ 1 412 13 5r7Ry. e:. ,ate k Hb 830 -R -R (52) [150] rg- 830-R (50) [500] 051-I 1 25) A 6222 -R -R (4 9) [900] 72389 (60) \ [33] \i\ \ . _ A 124264- (50) [15) A 829-R 41751 • BH-23 (60.8) (45.5)` 44 j BH-22 (251 :.1 (57.0)N - a',. BH-2. 61.22 v! (38.0) (33 '[110, ►) BFM? BH-19 (30.3) Qal BH-11 (38.3) 4-12 46.0) BH-13 /(50.7) ' €) 15952-R9 (15) r, 52-WCB.[1800] (34) -.'-. 9611E (15] -v 01980kThy. 15) 195690-k (30) [1 5] so t [750] / (4. -0? �. 47721 -Ft ; ' 2585'9 (72) C' ; , / (19) (40J IS. - •' 3 A k -\ 556.52-M H (23) [ 1 20136-R (46) [19501- I • 258578 (19) �f [ND] 55651-M H (23) • I NDJ�sr,.. 9495 • 50354-F;` (2 6) [250] • �j 3677-F (5 6) [1200] 4::-- Qrg ON 5N 0 ] 1 C• 33297 r (40) G[201 24937 (32) [17] 18 Qal t •:; la's y gs 26143-- ,..: • .}-,4 -U. - ra s ~lE to 195192--A r { o (60) [15] 48.6 A 281883 (60) [ND] 281884 (60) [ND] -- 281885 (50) [ND] 67987-F (62) [874] 10279 44550 es2 --: _082..4 5'5. • [45.124932z j1.•\‘%,:,;(60) M H (45) [ND]� 4835 (46) [10] 0 141 1132'_( C.2- I 3' • one 7• Y $ •- _ .‘}. 1 6) [10] 0) [54] ) [24] :? .a Qrg ri *O Map Legend Borehole Gravel Pit Slurry Wall Extent Model Extent Well Permit Number (well depth - ft) [yield - gpm] Well Yield* (gpm) A 0-15 A 16- 100 101 - 500 A 501 - 1000 A 1001 - 1950 No Yield Data Geologic Units (from Soister, 1965) Qal - Alluvium Qc - Colluvium Qes - Eolian sand Qss - Terrace sand and silt Qrg - River gravel QI - Loess KI - Laramie Formation Sources: DWR, Hydrobase, 033017; BLM Geocommunicator J&T Consulting Figure dated 2.22.17 Soister, 1965 ;Geologic Map) Date: May 3, 2017 Projection: CO State Plane, North (2011), ft; NAD83 McGrane Water Engineering, LLC - --0 Mr. J.C. York May 10, 2017 Page 14 Figure A5 — Predevelopment Steady State Water Elevations (Run SS4noPit) and Calibration Targets �- 1 I 3ia2t00 2Le3600 319t900 3l2Ot'a0 3ia1200 3L86000 3l83200 Mr. J.C. York May 10, 2017 Page 15 Figure A6 — Change in Water Levels with Pit (Run SS4wPit — SS4noPit) a a a fa a Ci a a a cra a, a 0 .83341 LC' Everest _832-R olden 685714k • Dome Gannon Aggregates 400.0*. sci:33MCB Weber lvtithe 53424•1 Mu en a x 185088 Dover 44 er I 2%3 19 8624E Carlson A 132679 Aolueittaus . °5141 + 1.( + 0,s 1 925 Ka nit de r. 15861* a tiler 21287 Cantrell/ Down gradient "shadow" ./ / 8H 28344- Cantrell A -1.0 61220 Lt 51071•A Owls rtext"stni at' 296456 A Ku @ors 5 -OH Y Up -gradient mound 304t R } 830,E flt \vince,u 4141 ~ i 6 I sI) 68631 °- Ku ors ,a1Ceztvagy 52, 82944 Vine era .1 477214 WW n i WOW nA B Vitt fir Base ay Co mf n(7 4 Actor agates 101980 Ma Hess Lane �oidtng$ .,f a95&9fl—A Magness Land Holdings BENNETT PIT 258 SW Ch bet Li. oir,,�,, t 7$ SW Chamber ..c 3t i.2JO I 3t92too 3ta3tscd 3tataca I 3 t a6000 I 3t872UU Mr. J.C. York May 10, 2017 TABI £S Table Al — Pit Borehole Water Levels (Spring, 2017) Page 16 JT BH-11 JT BH-14 JT BH-17 JT BH-19 JT BH-23 Location: Northeast Side East Side South Side Southwest Side Northwest Side Well Elevation (ft): 4836.78 4839.9 4843.54 4841.4 4835.99 Ground Elevation (ft): 4834.54 4837.46 4841.21 4839.1 4833.42 Date Depth (ft) (ft_msl) Elev. Depth (ft) (ft_msl) Elev. Depth (ft) (ft_msl) Elev. Depth (ft) (ft_msl) Elev. Depth (ft) (ft_msl) Elev. 21 -Mar -17 5.4 4829.1 5.6 4831.9 4.9 4836.3 6.2 4832.9 4.1 4829.3 28 -Mar -17 4.8 4829.8 5.0 4832.5 5.0 4836.2 6.2 4832.9 3.8 4829.7 5 -Apr -17 4.5 4830.0 4.8 4832.7 4.8 4836.5 6.0 4833.0 3.4 4830.0 11 -Apr -17 5.1 4829.5 5.2 4832.2 5.3 4836.0 6.2 4832.9 3.9 4829.5 20 -Apr -17 5.0 4829.5 5.1 4832.3 5.3 4835.9 6.0 4833.0 3.8 4829.7 27 -Apr -17 4.7 4829.9 4.5 4833.0 5.2 4836.0 5.1 4833.9 3.1 4830.3 4 -May -17 4.3 4830.3 3.6 4833.8 4.1 4837.1 3.3 4835.8 2.6 4830.8 Change (ft) to Date: I 1.2 I 1.9 I 0.8 I 2.9 I 1.5 Mr. J.C. York May 10, 2017 Table A2 — Well Permit Data Page 17 Applicant I Twnshp Rng Sec Qtr -Qtr Use Well Depth ft bgs) ( ) Top of Screen s (ft bgs) ) Bottom of Screen (ft bgs) Well Yield m (gpm) (ft Static Water Level bgs) 10m Gmd Elev. (USGS DEM) Sat. Thick. (ft) Perm. NO. 832-R GOLDEN DOME 2 N 67W 2 SWNE iRRIG. 41 ND ND 1400 5 4862.9 36 AGGREGATES LLC 101980 MAGNESS LAND 2 N 67W 6 NESW DOM. 30 10 30 15 6 4843.9 24 HOLDINGS LLC 833-R LG EVERIST INC 2 N 67W 2 SWNE iRRIG. 73 ND ND 1200 23 4856.9 50 17836 KIYOTA DAISY F 2 N 67 W 2 NWNE DOM. 65 ND ND 14 24 4856.4 41 76600 2 N 67W 2 NWSE DOM. 58 38 58 25 26 4860.9 32 WISSLER CLIFTON 185088 DEVER DARREL A 2 N 67W 2 SWSE HOUSE. 50 30 50 15 33 4867.3 17 831-R GOLDEN DOME 2 N 67W 2 SWNE iRRIG. 83 ND ND 1400 33 4856.9 50 AGGREGATES LLC 21501 RETHKE MIKE & CANDICE 2 N 67 W 11 NESE DOM. 48 36 48 20 16 4903.0 32 48887 TIMAN WILLIAM 2 N 67 W 11 SESW DOM. 48 ND ND 15 20 4905.9 28 15170 SCHAFFER RICHARD L & KATHLEEN E 2 N 67 W 11 NWSE STOCK 40 ND ND 20 22 49010 18 51071 CARLSON JAMES 2 N 67W 11 NENE DOM. 48 34 48 15 30 4903.3 18 44686 RUYBAL CI U MON E. 2 N 67 W 14 NWNE DOM. 50 ND ND 2 30 k 4919.5 20 JOHN TWINDELL& LAURANNE RINK 2 N 67 W 13 NWNE COM. 72 19 29 40 4 4842.9 68 47721-F 20462 -R -R MCWI LLIAMS 2N 67W 2 NESE iRRIG. 72 32 72 600 15 4862.3 57 STEVEN S & 51071--A CARLSON MARY E 2 N 67 W 11 NENE DOM. 70 15 70 15 25 4862.9 45 6624-F CARLSON JAMES 2 N 67 W 11 NENE iRRIG. 73 53 700 30 4865.9 43 73 WEBER) W 2 N 67 W 2 SESE iRRIG. 74 44 74 1100 32 4862.3 42 733-WCB 156925--A KANZLER DAN DLD 2 N 67 W 1 SWNW DOM. 45 25 45 15 7.5 4830.9 37.5 15051-R KUIPERS JOHN 2 N 67W 12 SWNW iRRIG. 49 ND ND 1125 12 4842.9 37 58571--A GANNON 2N 67W 2 NESE DOM. 60 40 60 13 25 4846.0 35 830 -R -R VONFELDT DANIEL 2N 67W 12 SWSW iRRIG. 52 30 50 150 17 4875.7 35 274244 VYNCKIER DON DLD & LOIS 2 N 67 W 11 SENE DOM. 50 18 50 15 18 4872.0 32 61228-F LEWIS WILLIAM 2 N 67W 1 SESW iRRIG. 33 23 33 1100 4 4840.0 29 830-R VINCENT J 2 N 67 W 12 SWSW iRRIG. 50 ND ND 500 22 4859.9 28 195690--A MAGNESS LAND 2 N 66 W 6 NWSW STOCK 40 20 40 15 12 4839.9 28 HOLDINGS LLC 15861 -R -R KANZLER DONDLD & SHIRLEY 2 N 67 W 1 SWNW IRRIG. 32 20 30 550 4 4832.9 28 295458 KUIPERS KACEY 2 N 67 W 12 SWNW DOM. 45 25 45 15 20 4855.9 25 829-R VINCENTRJ 2N 67W 12 SESW iRRIG. 30 ND ND 1175 5 4846.5 25 21287 2 N 67 W 1 SWSW DOM. 42 33 42 27 18 4829.9 24 CANTRELL HOWARD & VERONICA 55652-MH 2 N 67 W 13 NWNE OTHER 23 13 23 ND 4 4843.9 19 BESTWAY CONCRETE & 68631 VINCENTROLUEJ 2 N 67 W 12 NESW DOM. 32 24 32 15 18 4842.9 14 15052-R KUIPERS JOHN 2 N 67 W 12 SENW iRRIG. 15 ND ND 1800 3 4842.9 12 53424-F MULLENDX MARK D 2 N 67 W 2 SWSE iRRIG. 57 ND ND 300 ND 4863.9 ND 285344 CANTRELL HOWARD & VERONICA 2 N 67W 1 SESW DOM. 40 ND ND 25 ND 4842.9 ND 132579 MULHAUSEN GEORGE W. 2 N 67 W 11 SENE DOM. 35 ND ND 20 ND 4864.9 ND VINCENTROLUEJ 2 N 67 W 12 SESW iRRIG. 34 ND ND 750 ND 4842.9 ND 52-WCB 256143 TRC ENVIRONMENTAL 2N 67W 11 SESE OTHER 24 14 24 ND ND 4890.9 ND 258578 SW CHAMBERS LLC 2 N 67 W 13 NWNE DOM. 19 9 19 ND ND 4843.9 ND 258579 SW CHAMBERS LLC 2 N 67 W 13 NENE DOM. 19 9 19 ND ND 4844.9 ND Minimum 15.0 9.0 19.0 2.0 3.0 4829.9 12.0 Maximum 83.0 53.0 74.0 1800.0 33.0 4919.5 68.0 Average 46.8 26.0 44.5 432.6 17.6 4860.5 32.6 Mr. J.C. York May 10, 2017 Table A3 — Bennett Pit Borehole Data Page 18 Borehole ID 30 Elev. DEM COSPN_X COSPN_Y Depth Hole (ft) Weathered Bedrock Depth to (ft) Depth Bedrock (ft) to Depth Water (ft) to Water Elev. (msl) Sat. (ft) Thick BH-10 4833.9 3185356.6 1302925.6 60.8 44.7 47.0 6.0 4827.9 41.0 B H-11 4832.9 3186033.7 1302593.7 38.3 31.5 34.5 4.5 4828.4 30.0 B H-12 4833.9 3185778.9 1302135.3 46.0 37.0 38.0 3.0 4830.9 35.0 B H-13 4834.9 3185599.7 1301164.4 50.7 38.0 39.2 4.0 4830.9 35.2 B H-14 4836.7 3185764.1 1300792.2 42.6 38.0 40.0 4.2 4832.5 35.8 B H -15 4839.9 3185603.8 1300098.6 55.5 43.3 45.3 4.5 4835.4 40.8 B H-16 4840.9 3185340.0 1299645.8 53.4 46.5 46.8 5.0 4835.9 41.8 B H-17 4842.9 3184786.6 1299086.1 35.5 25.6 26.4 4.5 4838.4 21.9 B H-18 4842.9 3184233.3 1299705.7 41.0 27.0 34.0 4.0 4838.9 30.0 B H-19 4839.4 3184011.0 1300617.3 30.3 28.0 30.0 5.8 4833.6 24.2 BH-20 4838.9 3184061.2 1301035.1 41.0 27.5 29.0 4.0 4834.9 25.0 BH-21 4836.9 3184782.2 1301596.2 38.0 32.5 37.2 4.5 4832.4 32.7 BH-22 4835.9 3184826.0 1302088.8 57.0 43.5 45.0 3.6 4832.3 41.4 B H- 23 4834.9 3184778.9 1302506.4 45.5 34.0 40.0 4.1 4830.8 35.9 45.4 35.5 38.0 4.4 4833.1 33.6 Average Table A4 — Model Mass Balance (Run SS4 (wPit) MODEL OUTFLOW (cfs) MODEL INFLOW (cfs) IN -OUT Storage 0 Storage 0 0.00 constant Head 3.50 constant Head 3.46 -0.035 River Leakage 2.96 River Leakage 2.99 0.035 Total k 6.46 (Total 6.46 0.00 EXHIBIT L Reclamation Cost A phased and cumulative bonding approach is proposed for the Bennett Pit operation. The financial warranty required for each phase is the warranty required to completely reclaim that phase. The costs for the slurry wall are reduced to 20% because the slurry wall construction drawings and specifications are completed and provided with this submittal to the DRMS. The financial warranty required for each phase of mining includes a cost component for the slurry wall required to close the current mined area should the project be stopped. This accurately calculates the additional financial warranty required for any given phase of mining and for the current limit of disturbance as well as account for the financial warranty that has already been posted to ensure that the Division has sufficient cumulative financial warranty to complete the reclamation. Direct costs related to the construction of the reclamation components that have been included in the financial warranty calculations include: Scarifying disturbed ground surfaces, re -applying topsoil over disturbed areas, revegetating disturbed areas, slurry wall construction, and contractor mobilization. Overhead, profit, and project management costs were then calculated and added to the direct construction costs to arrive at the required financial warranty for each phase. As each new phase is started, the financial warranty for that phase will be posted with the Division. When a phase has been reclaimed, inspected, and accepted by the Division, the associated financial warranty for that phase can then be released. Please see the attached calculations for details of the costs and quantities used to determine the financial warranty required for each phase of mining. The following table summarizes the financial warranty required for each phase, and the cumulative financial warranty that will be provided during any given phase. Reclamation Cost Summary Phase Additional Financial Warranty Required Cumulative Financial Warranty 1 $298,209 $298,209 2 $226,179 $524,388 LJ&T Consulting, Inc. Northern Colorado Constructors Bennett Pit DRMS 112 Permit Application JET Consulting, Inc. Reclamation Bond Quantities and Costs © 2017 AT Consulting, Inc. Northern Colorado Constructors Bennett Pit Revised 5/10/2017 tpy/jcy 16116 Bennett Pit Rec Bond Calcs Summary of Unit Costs Direct costs Re -applying topsoil 12" thick Revegetating disturbed area Dewatering full pit Slurry Wall Cost (42 foot average depth) (0-50 ft @ $3/ft - 51-70 ft @ $4/ft - 71-75 ft @ $16/ft) Scarifying Ground Mobilization Overhead and Profit Costs Liability insurance Performance bond Profit Proiect Management Engineering and bidding Management and administration Total Overhead Cost Total Additional Cost $1,800.00 $1,000.00 $400.00 $126.00 / acre / acre / million gallons / linear foot $200 / acre $2,500 lump sum 1.55% 1.05% 10.00% of direct cost of direct cost of direct cost 12.60% of direct cost 4.25% of direct cost 5.00% of direct cost 9.25% of direct cost 1of2 I! um J&T Consulting, Inc. Reclamation Bond Quantities and Costs © 2017 J&T Consulting, Inc. Northern Colorado Constructors Bennett Pit Revised 5/10/2017 tpy/jcy 16116 Bennett Pit Rec Bond Calcs Phase 1 - 57.22 acres (North Cell, Access Road, Plant Site Areas, Topsoil/OB Stockpile in South Cell) IReclamation Operation Slurry Wall Required to Close Phase 1 @ 20% of Cost Scarifying - Topsoil/OB Stockpile, Access Road, Plant Site Areas Topsoil Placement - Topsoil/OB Stockpile, Access Road, Plant Site Areas Revegetate - Topsoil/OB Stockpile Access Road, Plant Site Areas Scarifying - Disturbed Areas - North Cell to Water Surface Topsoil Placement - Disturbed Areas - North Cell to Water Surface Revegetate - Disturbed Areas - North Cell to Water Surface Mobilization Quantity 20% of 5705 18.40 18.40 18.40 7.90 7.90 7.90 7.9 Unit Unit Cost Cost I If ac ac ac ac ac ac Is 126.00 200 1,800 1,000 200 1,800 1,000 2,500 Total Direct Cost Overhead and Profit Cost (12.60%) 143,766 3,680 33,120 18,400 1,580 14,220 7,900 19,750 242,416 30,544 Contract Cost Project Management (9.25%) $ 272,960 $ 25,249 Total Required Financial Warranty For Phase 1 $ 298,209 Phase 2 - 67.87 acres (South Cell) IReclamation Operation Slurry Wall Required to Close Phase 2 @ 20% of Cost Scarifying - Disturbed Areas - South Cell to Water Surface Topsoil Placement - Disturbed Areas - South Cell to Water Surface Revegetate - Disturbed Areas - South Cell to Water Surface Mobilization Quantity 20% of 6185 8.50 8.50 8.50 1.0 Unit Unit Cost Cost I If ac ac ac Is $ 126.00 $ 200 $ 1,800 $ 1,000 $ 2,500 Total Direct Cost Overhead and Profit Cost (12.60%) Contract Cost $ 155,862 $ 1,700 $ 15,300 $ 8,500 $ 2,500 $ 183,862 Project Management (9.25%) $ 23,167 207,029 19,150 Additional Financial Warranty Required For Phase 2 Cummulative Financial Warranty Required For Phase 1-2 $ 226,179 $ 524,388 2of2 7/2017 9:05:20 AM GENERAL NOTES: NORTHERN COLORADO CONSTRUCTORS, INC BENNETT GRAVEL PIT SLURRY WALL LOCATED IN PART OF NE, SW, & SE 1/4 SECTION 12, T2N, R67W OF THE 6TH P.M. COUNTY of WELD, STATE of COLORADO MAY, 2017 1. THESE CONSTRUCTION PLANS ARE TO BE USED IN CONJUNCTION WITH THE TECHNICAL SPECIFICATIONS PREPARED BY J&T CONSULTING, INC., AND GEOTECHNICAL INVESTIGATION AND ENGINEERING DESIGN RECOMMENDATIONS PREPARED BY LITHOS ENGINEERING, INC. 2, COMPLY WITH ALL REQUIREMENTS OF OWNER OBTAINED PROJECT PERMITS: INCLUDING, BUT NOT LIMITED TO, PERMITS FROM THE U.S. ARMY CORPS OF' ENGINEERS AND COLORADO DEPARTMENT OF HEALTH AND ENVIRONMENT. CONTRACTOR SHALL OBTAIN ALL OTHER PERMITS NECESSARY FOR CONSTRUCTION OF THE WORK. 3. PROTECT ALL EXISTING WETLANDS. 4. THE CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTING AND MAINTAINING EROSION AND SEDIMENT CONTROL MEASURES AT ALL TIMES DURING CONSTRUCTION, 5, ALL CONSTRUCTION ACTIVITIES MUST COMPLY WITH THE STATE or COLORADO PERMITTING PROCESS FOR wSTORM WATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY." FOR INFORMATION, PLEASE CONTACT THE COLORADO DEPARTMENT OF HEALTH, WATER QUALITY CONTROL DIVISION, 4300 CHERRY DRIVE SOUTH, DENVER, COLORADO 80246-1530. ATTENTION: PERMITS SECTION. PHONE 303-692-3500. 6. IF DEWATERING IS REQUIRED, A STATE CONSTRUCTION DEWATERING DISCHARGE PERMIT IS REQUIRED FOR DISCHARGES TO A STORM SEWER, CHANNEL, IRRIGATION DITCH, ANY STREET THAT IS TRIBUTARY TO THE AFOREMENTIONED FACILITIES, OR ANY WATER OF THE UNITED STATES. 7. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION, THE CONTRACTOR SHALL CONTACT ALL UTILITIES TO COORDINATE SCHEDULES. 8. THE CONTRACTOR SHALL REGULARLY PATROL THE PUBLIC LANDS ADJACENT TO THE PROJECT, REMOVE CONSTRUCTION DEBRIS AND KEEP AREAS CLEAN AND SAFE. 9. 7HE CONTRACTOR IS RESPONSIBLE FOR DEVELOPING AND IMPLEMENTING A SEQUENCE AND SCHEDULE FOR COMPLETION OF' THE WORK IN ACCORDANCE WITH APPLICABLE PROVISIONS OF THE CONTRACT DOCUMENTS, 10, READ THOROUGHLY AND BECOME FAMILIAR WITH THE SPECIFICATIONS AND INSTALLATION DETAILS FOR THIS RELATED WORK PRIOR TO CONSTRUCTION. 11 .. VERIFY SITE ELEVATIONS PRIOR TO CONSTRUCTION. 12. THE CONTRACTOR SHALL PROCURE ALL PERMITS AND LICENSES, PAY ALL CHARGES AND FEES INCLUDING, BUT NOT LIMITED TO, ALL INSPECTION CHARGES OF AGENCIES HAVING APPROPRIATE JURISDICTION. 13. CONTRACTOR SHALL PROVIDE AS -BUILT DRAWINGS OF ENTIRE PROJECT, AS SPECIFIED, UPON FINAL COMPLETION OF PROJECT. SEDIMENT AND EROSION CONTROL: 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SEDIMENT AND EROSION CONTROL AT THE SITE THROUGHOUT CONSTRUCTION. 2 BEST MANAGEMENT PRACTICES (BMP'S) SHALL BE USED AS NECESSARY TO ADDRESS SEDIMENT AND DUST FROM SITE DISTURBANCE. ADDITIONAL MEASURES MAY BE REQUIRED AT THE DIRECTION OF THE ENGINEER. 3. BMP'S MAY INCLUDE, BUT ARE NOT LIMITED TO: MINIMAL DISTURBANCE FOR MINIMAL TIME PERIODS GRAVEL CONSTRUCTION ENTRIES SILT FENCE, STRAW BALE OR SAND BAG STORM SEWER INLET PROTECTION SEDIMENT CAPTURE PONDS SITE WATERING FOR OUST SUPPRESSION BARRIERS, ROCK CHECK DAMS 4 BMP'S SHALL BE MAINTAINED AND KEPT IN GOOD REPAIR FOR THE DURATION OF THE PROJECT, THE CONTRACTOR SHALL INSPECT BMP'S WEEKLY AND AFTER SIGNIFICANT (GREATER THAN 0.1" PRECIPITATION) STORM EVENTS. THE MAINTENANCE AND REPAIR SHALL BE COMPLETED IN A TIMELY MANNER. SEDIMENT AND DEBRIS SHALL BE REMOVED WHEN THEY REACH HALF THE BMP HEIGHT OR IMPACT THE FUNCTION OF THE BMP. S. SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING. WATERING AND PERIMETER SILT FENCING. SOILS THAT WILL BE STOCKPILED FOR MORE THAN 30 DAYS SHALL BE MULCHED AND SEEDED WITH A GRASS COVER WITHIN 14 DAYS OF STOCKPILE CONSTRUCTION. 5. THE CONTRACTOR SHALL INSURE THAT ALL LOADS OF CUT AND FILL SOILS IMPORTED TO OR EXPORTED FROM THE SITE ARE PROPERLY LOADED AND COVERED TO PREVENT LOSS DURING TRANSPORT, 7. THE CONTRACTOR SHALL REMOVE ALL SEDIMENT, MUD, AND CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT FROM FLOWIJNES AND PAVEMENT OF PUBLIC STREETS IN A TIMELY MANNER. 8, SOILS EXPOSED DURING LAND DISTURBING ACTIVITY SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISCING ALONG LAND CONTOURS UNTIL MULCH, VEGETATION OR OTHER PERMANENT EROSION CONTROL IS IN PLACE, NO SOILS SHALL REMAIN EXPOSED HY (AND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL IS INSTALLED UNLESS OTHERWISE APPROVED. 9. ALL TEMPORARY SEDIMENT CONTROLS WILL BE REMOVED WITHIN 30 DAYS AFTER THE FINAL STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, WHICHEVER OCCURS FIRST, 10. NATURAL VEGETATION SHAW BE RETAINED AND PROTECTED WHENEVER POSSIBLE. EXPOSURE OF SOIL TO EROSION BY REMOVAL OR DISTURBANCE OF VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME, 1000 600 d 1606 SCALE IN FEET VICINITY MAP SCALE 1" = 1000' OWNER Northern Colorado Constructors. Inc. Chris Zadel Weld County Road 10 Fort Lupton, CO 60621 343-857-1754 ENGINEER J&T Consulting, Inc. J.C. York 305 Denver Ave., Ste. D fort Lupton, CO 80621 303-657-6222 Fax: 303-857-6224 SURVEYOR American West Land Surveying Co. 331 South 4th Avenue P.0 Box 129 Brighton, CO 80901 303-659-1532 CEOTECKNICAL/SOIL INVESTIGATIONS Lithos Engineering 12567 W. Cedar Dr. #104 Lokewondl, CO 80228 303-625-9502 Know mats befoul' before you dig, SHEET INDEX 1 2 3 4-12 Cover Sheet Slurry Wall Horizontal & Vertical Control Slurry Wall Key Map Slurry Wall Plan and Profiles LEGEND: a PROPERTY LINE SECTION LINE LSE E - - —3590— FENCE LINE OVERHEAD ELECTRIC LINES EXISTING TELEPHONE EXISTING GAS LINE EXISTING WATERLINE EXISTING POWER EXISTING ROW MINING LIMIT DIRT ROAD EXISTING WATER/DITCH EXISTING CONTOURS PROPOSED CONTOURS PROPOSED SLURRY WALL — — PERMIT BOUNDARY ELECTRIC RISER BOX GUY WIRE p POWER POLE Engineer's Certification I hereby certify that these plane for the construction of the Bennett Grovel Pit Slurry Wall were prepared by me or under my direct supervision for Northern Colorado Constructors, Inc. James C. York, P.E. Colorado Registration Nv, 36646 SSUED FOR CONSTRUCT MM 0 cid in o cc b 14 fi 4 c Cover Sheet 0 to 5 W o51 it Ityp carer •� a 3ta'1��48�� it a irigilerSitc414 V." Job ■ 18116 Ch a 15"17 rtrman VAS Ong Nrclei WV • krThp JOY E ac ST-8onnett cuvof Scale A5 Showry Sheet: ofi: 1 12 P:\16116 Bennett Mine PennittingtarawingsWlan Sheets\Slurry WaII W2 -Site horiz.dwg, Layoutl, 511712017 9:05:49 AM venue - Suite D i, CO 80621 Fax: 3034357-6224 reuTrurgccbm Z r - Slurry Wall Line Table - t O 1r- 1 I M I I Line # Length Direction Start Point End Point ( I L1 1211.87 589. OD' 32,02"E (3185667.97,1303308.17) (3186879.66,1303287.21) 11) I11. L2 474.75 $0' 14' 02,00"W (3186879.66.1303287.21) (3186877.72,1302812.46) DI I I ii j I L3 75-88 SW 57' 03.03'W (3188877.72,1302812.46) (31$6803.62,1302785.42) I 1 I1 1 L4 58.53 515' 03' 17.15"W (3186772.48,1302751.43) (3186757.28,1302694.91)' CC 1 I L5 54.37 S42' 01' 26.77'W (3186729.43,1302643.70) (3186693.03,1502603.31) 1 NORTH CELL ci-_„ .0IItn I I f `-`I-La L6 101.96 S4' 00' 00,00"E (3186667 32.1302536 37) (31$8667.32,1302434,41) I 9 ihr C2 --61•4'L7 78.48 545' 49' 07.84'W (3186635.75,1302361 49) (3186578.52.1302307.79) I 1 /43 CS ‘Sir LB 464.54 $7' 25' 24:26"W (3186547.80,1302247 87) (3166487,38,1301787.28) O1 I -11e CI I L9 230.24 SD' 00' 00.00"E (3185487'.38,13017$7.x^8) I (J181'S4$7,38,1301557.04) I io t:3 L10 565.77 515' 49' 38.00"E (3186487.38,1301557.04) (3186647 14,1300993 47) CIC C4m,1 L11 28/3 $22' 03' 46,0r1"E (3186647.14,1 X00893.47) (3186657.9.3.13300966.$4) O L12 494.50 56' 4B' 38.00"IM1r (3186657.93,1300966.84) (3186599.29,1300475.83) 05-tsy16 L13 71.62 $70' 41' 19.19"W (31865139.29,1300475.83) (3186531.70,1300452.14) 11 1 L14 143,67 628' 57' 44.94"W (31 &6343.94.,1300293..62) (3186274.37.1300167.91) 0I I I I I' L15 167.89 51' 37' 52.00"E (3186263.34,1299791.$9) (3186268.12.1299624.07) Slurry It Horizontal LI I I L16 622.65 NB7' 36' 47..00"W (31$6085.90.129444..24) (3185463..79.1299470.17), �-, - a- _ L17 143.36 N41' 19' 26.20"W (3185392.56,1299504 06) (3185298 20,129961 1.71) .s 1 5 I L18 98.93 N65' 06' 59-72"W (3185265.17,1299536.40) (3185175,43,1299678.03) L33 f / 11 8511 a.56,1299�754.25) }60 -NI L19 111.15 N8' 19' 55.40"W (31 (31851 172.46,1249864.23) Zhilr q1 I i I L20 196.91 NT 35' 43.62"W (3185102.46,1299864.23) (3155076.26,1300059.38) ;_C1�F I �, S. VI � I I -L4 L21 202.04 NT 44' 50,93'W (3165076,26.1300059 3$) (3185049: 02,1300259. a6) I 1 C13 ` ; � ., -:L34 I I I L22 199.24 NT 24' 32.66"W (3185049.02,1300259.58) (3185023.33,1300457.16) I .,, ' �.' • I I I L23 202.58 NT 29' 47,11"W (31$5023.33,1300457.16) (3184996.90,1300658.01) 'tt I�' ,v `�.,� ! � L24 200.30 N7' 05' 3059'4'r (3184996.90,131065$.01) (316 4972 I /� L25 203.17 NT 2D' D5.42"W (3184972,00,1300856.76) (3184946.06,1301058.26) Iti1I 1 I r L26 201.82 NT 13' 05.27"W (3184946.05,130105$.26) (3184920.70,1301258.48) 1trb. / tp I L27 204.38 NT 04' 14.9D"W (3184920.70,1301258.48) (3184895.54,1301461.31) 1 It I L28 169.28 NT 17' 08.58"W (3184695,54,1301461 31) (3184874.08,1301529 23) Ybeitir n1 1 ti y L29 139.94 N51" 03' 35.04"E (3184910,42.1301719.69) (3155019,27,1301807.64) %1ll 1.30 95.50 N25' 16' 38.B6"E (3185046.84,1301642.72) (3185087.75.1301929.35) I 1 1 1 L31 482.87 565' 55' 48.64"E (3185180.04,1301986.63) (3155562.82,1301977.62) ?, jf,-L11 I `�I Ii' i1; L32 1330.57 NO' 1.3' 17.41't (33185662.82,1301977.62) (3185667.97,1303308.17) REVISIONS 1 i' it I\ 1.33 437.18 S54' 50' 45.28"E (3185556.65,1301979.60) (3185914.10,1301727.88) 1 .411 I \ t1 I L34 611.78 566' 49' 33,62"E (3185950.55,1301707.54) (3186512.96,1301466,79) 11 ?cm 1, -o. I II 1 iti I1 Slurry Wall Curve Table \SI,' !1 I I Curve # Radius Length Chord Direction Start Point End Point 1 1 C 1 50.00 47.91 S42' 30' 10"W N: 1302785.4157, E: 3186803.6226 N: 1302751.4329, E: 3186772.4800 I I I$ -`'• C2 125.00 58.84 528' 32' 22'W N: 1302694.9147, E: 3186757.2781 N: 1302643.7021, E: 3186729.4263 O, �' 4 f C3 100.00 73.35 S21' 00' 43"W N: 1302603.3131, E: 3186693.0291 N: 130253&.3586, E: 3186667.3154 m iliaaa SOUTHCALLS,{ ii C4 100.00 61.71 S23' 24' 34"W N: 1302434.4087, E: 3186667.3154 N: 1302361.4893, E: 3186635.7461 Pik 1 /'. CS 100.00 68.67 527' 08' 46"W N; 1302307.7559, E: 3186578.5201 N: 1302247.8731, E: 3186547.8003 11 /l C6 345.00 251,25 S49' 49' 32"W N: 1300452.1442, E: 3186531,6984 N: 1300293.6171, E 3186343.9371 21 I 111 / C7 375.00 322,87 S4' 17' 50"W N: 1340167.9141, E: 3186274.3663 N: 1299855.8082, E: 3186250.9135 tcsovugsr „41.1%..at"w'%`• ,e�`"xf 3$ 1 �_ 'j, C7j r CS 200-011 65.40 510' 59' 58"E N: 1299555.8052, E: 3186250.9135 N: 1299791.8919, E: 3186263.3369 l I ` C9 175.00 287,16 545 22' 41"W N: 1299624.0711, E: 3186265.1138 N: 12994441416, E: 3186085.8983 I 1 \_. 61(5 100.00 80.75 N64' 28' 5}6"W N: 1299470.1737, E: 3185463.7902 N: 1299604.5)557, E: 3185392.8558' "-- 1 _ It 011 100.00 41.53 N53' 1.3' 12"W' N: 1299611.7145, E: 31$5298.1964 N: 1299636.3999, E: 3185265.1746 rry t� "" �; �� w'cert rjlithitimitive '' e- c 12 'Ca-- I C 12 100.00 99.11 N36' 43' 28"W N: 1299678.0256, E: 3185175.4319 N: 1299754.2512, E: 3185118.5646 1 I I + + 1 I 11- C13 100.00 101.83 N21' 53' 13"E N: 1301629.2264, E: 3184874.0766 N: 1301719.68$3, E: 3184910.4182 '' ,i-CI lots N 18116 I / <i% q 014 100.00 45.00 N38' 10' 07" E N: 1301807.6436, E: 3185019.2658 N: 1301$42.7235, E: 3185045.8398 Date 5/15/17 DeeigDrawBy VMS D nod sr TPY Chemed 8y JCY Flle JT-8ennett hoHz ° �� 1~ _ It \ 015 100.00 114,83 N58' 10' 25"E N: 1301929,3492, E: 3185087.7460 N: 1301986.6316, E: 3185180.0361 /raw—` J - �� sssssssr I 016 200.00 41.82 560' $0' 10"E N: 1301727.8810. E: 3185914.0958 N: 1301707.5401, E: 3185950.5456 s� �" t. ,� ssssss� I r L16 — 200 100 0 200 400 00 Sheet: of: 2 12 SCALE AN FEET urry key map.dwg, Layout! 5/17/2017 9:15:50 All CO C I1- 2 9 a) 4) C a C- 0) 2 O a a to Ti) a: NORTH CELL SOUTH CELL SCALE IN FEET C t 0 Date Drawn 9y Designed By Checked By File Scale Sheet: 5/15117 wSS Try Joy JT-Bennall horiz 1"s 200' PA -16116 Bennett Mine Permittingldrawings\Plan SheetsISlurry WeHUT Bennett Slurry Proflle.dwg, Layout1, 5117/2017 9:17:30 AM r Avenue - Suite D ton, CO 80621 22 Fax: 303-857-4 \ 4510 4$15 / t tl� . s.: :. \ \ Nt er�,� 14.40 '4thti a r , A #i�l f ` '�, 0 s�a� � ,, 4825 4 Cill t "`, ' ,� �"'"'� `+5a+oD+sa �t 8+so z+oa+s0+tx1 a+54+aa 9 54 1 o+tXa 1 D+5o ii CC a ► !t �■ -E-■ . I is,- r r �t 3 ■ I0■•!l�l ■ I!■ e■ ■�■-■ ■ ■ °■Fe ■ �iJih■ a ■ ■•+1� •�^■ I we . ■-# -n ■I ■ f MINING LIMIT INTERIOR SLURRY WALL ign 3"/ �r 45aa / \ cnc / C) a O 5 ti E 4 f r _ r- + 1,+ ter•0 1 \ y 4 l 1 fL ��.{i- p}r� NI '5 _ 1V1lit (f I .t VX.\\ A 2;20 / _ sc-Y j0 - 4840ILI 4540 EXISTING WV' )E - nennein u Slurry Interior Slurry Wal Qtrs. AA_ rrn+n 4835 4635 • Di 4830 Cln 4830 — 4825 Northern Colorado Constructors, Inc. 4425 4820 4520 - 4815 4515 4810 4510 i • ' • I 4505 4805 I a 0 5 UJ il 4504 APPROXIMATE OF EXISTING LOCATION BEDROCK 4800 _ 4795 �_ - 4795 - _-- / _ _ - - 4790 4790 �._ _ __ _ -'—�__, _ APPROXIMATE BOTTOM OF SLURRY WAIL/KEYWAY �.,_ -- 4785 — _ 4785 al. 'if 4411., E.5 Cie , P4,..Pat ' '8 I z I 2 46 4791.90 4835.76 1 Bot Keyway Proposed Top Bedrock i Existing 47$5.95 4035,1}7 5 4836.20 ay Proposed rack Existing 4536-224 9 483624 ay Proposed Bedrock Existing 4836.20 3 4535.20 ay Proposed r :k Existing 4e366.1 1 4789.15 4836.11 Bot Keyway Proposed Top Bedrock Existing 479Z76 4836.10 4780 4780 4791.65 r 41335.87 Bat Keyway Proposed Top Bedrock Existing 4796 dll 4835.S2 4791.40 - 4835.82 Sot Keyway Proposed Top Bedrock Existing 4795.15 0 4535.42 4'79 1.1 4835.82 IRot Keyway Proposed Top Bedrock Existing 4754.90 4536-46 4790.90 I 4836.46 1 Rot Keyway Proposed Top •Bedrock Existing 4794.85 48.36,.26 4787.61 4836.02 Bat Keyway Proposed Top Bedrock Existing 47$1.22 41936.01 4836.41 Proposed Existing x.38,+2 4�0 p12) aN rt ° ps py u�p fuarile' G ;Si'�i: 4836.3.6 Proposed Existing 4836.39 Proposed Existing 4536.24 4-636.1 0 Proposed Existing 48.36.26 4836.26 Proposed Existing saa6 n5 4836.05 I Proposed Existing 4531@.42 4836.12 Proposed Existing 4836,14 4$3$.14 Proposed Existing 4536.12 uq�1C> uVu�ii O 4- 6 Q -4 -Qv 4 ud+ �S i W �. or 2 i 4 W 4. va d d 1, i a,`$�'u�" t .... fij,'�HYI A L4ti,A•P'-� ji 47919.85 1 Bat Keyway Top Bedrock £701 Sn 4790.40 1 Bat Keyway Top Bedrock 4794.15 4788.76 1 Bat Keyway Top Bedrock .1.792_38 4788.38 1 Rot Keyway Top Bedrock 4791 99 4787.99 Sot Keyway Top Bedrock 474t.A1 94767. Z2 , Bot Keyway Top Bedrock 4790-6.3 4786.83 1 Uot Keyway Tap 9edrock 4790.45 478$.45 Bot Keyway Top Bedrock 4790.05 4786.06 Bot Keyway Top Bedrock 478940 4713.5.68 Bot Keyway Top Bedrock 4789.29 4785.29 l BA Keyway Tap Bedrock It's Jobs fetal `" IF; art 4722.1t. 1 Bot Keyw Top 5edra 4790.1 1 Dot Keyw Top Bed 4793.69 4.789.8 1 Rot Keyw Top 4793.53 4758.5 1 Bat Keyw Top 'Bed 4793.}5 t Dale 5/16/17 Drawn ay MS Designed 8y TPY File JT-Bonrwtt slurry prof _ scat 1- 50'h/5`v t - a Pni t] co a r7 ry ay N Y N a 8 d r. a the 1s t- a u] a u7 '- a LO 41 e7 a it rn a O'4 d LO A m a d 9a ❑ u'r a- t+} a o - a o c coo �' * a W on a p(7 r[ tO a 0 i .G nl O- ¢ W a 0) a f W D o ti. N m a p, a ca da oi u� o = d E in i d• m a op ❑ � 0 = a. CO C� 50 2550 1 Sheet: Or. 4 12 0+00 0+50 1+0D 1+50 2+04 2+50 3+00 .3+50 4+00 4+50 5+00 5+50 5+0R 6+50 7+0D 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11 +a0 SCALE IN FEET Laycutl (2), 511 7/201 7 9:17:50 AM A 0111 2 42 clw gc rp ail Consulting, Inc, 305 Denver Avenue - Suite D Fort Lupton, CO 80621 P: 303-8578222 Fax. 303-857.6224 wwwacon iffingr.own •t‘.` _' •_ "- a `- "' _ �. �. °'''"�. a -- i i PROPOSED SLURRY WALL _•l� �. ` _ _y� 11 all a- - - i i y �..0 0+00 i� w i ^fir {?tfi11 s4fl@ 1+50 +_• x+00 +51i „y- cp.) VP N 34 HO 50 a+ilri 415M 1- 00 1111-11-5.111-111-111 rry_ S+5Q filtQ B+SQ 7+Qd 74-50 8#04 f1siiF�� E s iF� �l 1ilP iii is+50 1 Q s�•� non En �E 1n n-■ fih iiii0�1i . 14+5� s#�6p f t61 1+00 PROPOSE MINI LIMIT �' - E i d o 10U iso INS - o�nal •___ �.r°^ _ i iW I♦ MI _ d F� I� MI E I♦ SCALE IN FEET 483O t II _- Di ) 4825 t 482O tr- 4. 4815 �i 4810flio ' j IL 4805 -- 4800 4795O 4790 _ E \ U 8 l Jf 1UI�4T HIL NE C __ i ti r I 11 �8 i Z ,1 SSE S IEE16 O IL 4B40 484D r EXISTING RARE 0 ry I PI 30 4635 4835 CO 453O Ca 4839 northern Colorado Constructors, inc. 4825 4825 482O 4820 4815 4815 4810 -- - -. 4810 48O5 I REVISIONS 1 = 4805 5 4800 48OO 4795 47$5 APPROXif< t}F EXISTI TE G BEDROCK LOCATION Y _ 479O ..._ �— — 49.9€ 4783.95 4633.91 SW Depth Bot Keyway Proposed th 424. CO rA a ::1I1 .,�'�e�a+nigairi �.' ~7✓ r5oi M)j�� APPRQXIMA OF SLURRY' BOTTOM 478O 47.25 4785.24 4832.49 SW Depth Hot Keyway Proposed Top Bedrock Existing 4789.27 4832 50 4785.27 4832.50 Hot Keyway Proposed Tap Bedrock Existing d7R4 3n , 4939 ? 47.24 4785.36 I 4832.60 SW Depth Bot Keyway Proposed Top Bedrock Existing 4789.39 483275 ' 4832.33 Proposed Existing 4A39_f.6 4832.66 Proposed Existing 4832.87 ,47.177 4785.63 4832.70 SW Depth Bot Keyway Proposed Top Bedrock Existing 4789,86 4Ai9.66 4633.83 Proposed Existing 483448 49-08 4784.49 4633.57 SW Depth Bat Keyway Proposed Top Bedrock Existing 475522 4833.74 rg D �p R N'Q v1 C vt N p n Ci qxtr Qiil eY C �I 4832.75 Proposed Eristiie WOa G • • - • + t ♦ + - i♦ • ■ �7 ry �L v/ h; •S+1 4 iV. ,a y� 4 CYJ a ("� [V p oil >} ° ,� O �. y��R'J W T j3 yry' G r, o j�Q��i T ` d Q1 y' G r pnQ 4 tyty 47 •'! G a¢ i + + rEci:;5 5 . 4634.79 Proposed Existing a8-33.37 a 4%f �YIIH1j1�1 1554��r4'G 50.04 4784,75 SW Depth Bat Keyway Top Bedrock 4781,_49 45.80 4785.71 SW Depth Bat Keywoy Top Bedrock 4?xun 3 47.38 4785.34 SW Depth Hot Keyway Top Bedrock • 4785.4-2 Hot Keyway Tap Bedrock 4789.45 47.37 4785.45 SW Depth Sot Keyway Top Bedrock 47HAa4A 4785.57 Hat Keyway Top Bedrock 47H9 6O 4785.60 Got Keyway Top Bedrock 4789 B3 46.99 4785.66 SW Depth Bat Keyway Top Qpdrgrk 4789_89 47.13 4785,71 SW Depth Bot keyway k Top Bedroc 4789.73 4785.73 Bat Keyway Top Bedrock 447A0.71 49.53 4755.01 SW Depth Hat Keyway Top Bedrock s78s 75 43.52 4754.22 SW Depth Bat Keywoy Top Bedrock 473795 47$451 Dot Keyway Top Bedrock 1789 54 4755.54 Bat Keyway Top Bedrock 478957 M1 '� , >n r�i #1Y 5C CI u3 qe, ��'m@YIY M1 4785.71 Bot Keyway Top Bedrock 4799 4s 4785.48 Bot Keywa '55�� t7S4 Jon 1691© Date St15J1 F Drawn 9y WSS Designed By TPY Checked By JCY Fire JT-6ennetl slurry pros um. 1- a 5 U YUSV 47.23 SW Depth 47.04 SW Depth 47.48 SW Depth 48.35 SW Depth 49.23 SW Depth l N 47.19 SW Depth 47.35 SW Depth 47.45 SW Depth 47.42 SW Depth 47.32 SW Depth 47.12 SW Depth 47.10 SW Depth 47.05 SW Depth a Sheet or. 5 12 O+OO 0450 1+00 1+50 2+OO 2+5O 3+OO 3+5O 4+OO 4+5O 5+00 5+50 6+00 6+50 7+00 7+5D 6+00 6-1-50 9+00 94-5O 10+00 1O+5O 11+00 11+50 12+00 12+50 13+OO 13+50 14+0[} I va r T 65 rag EN a E>. C C C, O co QP 9 Jac C a� C tD ti �. .,_......" ,. Q - — Ica e y Z 14 y,� r .. / •_ 00 14+50 �5-k46r�—V 15+50 '- i8+00 16+50 j / . dip , `� E� i-n�r a■ w w �I �� lI ! f / I �b PROPOSED SLURRY y . �� • - WALL ., '` 5'�w• `` ,'k; 1 o 25 0 so 100 t era r 1 "'--- / r ,'A}56 21,+ 00 21+5Q 1. . ( l �� r -- r fir 0 iiiii f 1s --- MI �� IPM 4 ME -- l PROPOSED SLUR WALL yr � ti SCALE IN MET '. -LLI 71, xrr % 1 PROPCUD'hliMHG LIMIT__ _- ak -- .-- 'r I .11.1 II ''*6421,i-sial 1 al tea* / it IILR%N -.'s i 101 lilli venue - Sulk 71, CO 80621 Fax: ar-857.1 is&fngl.com Li IL 74 V 10,3 Yr rV a r" I / 1• e f - 0 * _ L.ti • 9. }.. r. -.-Yfl J IT 11 -- ---I `� PROPOSED MINING LIMA/ ". ` h � y- -..,,�yy�,,�ly, ;"�•_ ..- . 1� ' CC `ry ; . Lirsr�y'`' i • ra• i_ �. -_�1 if _ grip ` �-�- - 'SA Y_ fL-'4 t ti _ Abe alai WI It ase -)Ntab I I el i Italie:1N leki 1 Ili_ 26 act WI —1--\\ RI461 \\\N _ NW 4840 4840 NATC, LINE CC ExISTINC; GRADE ,� SEE Si EET 6110 ."/" i� -�. �i +� A a 4835 r _ �>_ 4835 _ �I'� rt .� s� .� au.. ��rra-�-�r� furry Wail Wall Plan & Pn - A s l .% in-. p 4830 _. r tae". a 4830 CA 4825 - --- . - - 4825 Northern Colorado Constructors, Inc. 48207 —a—° a - - — - - 4820 4815 4815 461[7 484 4B05 _ 4805 4600 -- � O Lei ---- - I 4600 4795 4795 4790 - — APPIU OF EXISTING IMA M I BEDROCK OCATON 4790 4785 4785 - APPROXIMATE BOTTOM -- AF SLURRY �tl�I I.r [�_ 4750 4780 4775 � — I -, -ir se CS), .1,:co�5 ev aa' 6g '[ iM1 ii ir_rp le Illy C? b 14 f 4833.91 Proposed Existing 4834.19 4834.30 Proposed Existing 483345 463.4.21 Proposed Existing 4834.35 4834.35 Proposed Existing 48345.71 4835.20 Proposed Existing 48,34.31 4835.64 Proposed resting _ 4935.65_ 47?5 : 4 co m is r- in Ky O• in a . w 4834.36 Proposed Existing 4-834.47 4834.47 Proposed Existing 4834.76 4834.76 Proposed Existing 4994,48 4e34.46 Proposed Existing 4a..14. 44 4834.43 Proposed Existing 4834_37 4834.37 Proposed Existing 4834.32 4834.32 Proposed Existing 4834.30 u)-(30 n k} g' :� r+1 o 4 't 1 � "31 F. SS _ Mme', ;a `~ M7 i 4 4 a r iJ ST 7? v. v C 1 I! p r: 4 fL 0 � 9 '� m r-+ 1 I#.' o rn o � 4835.37 Proposed Existing dR1t 7M r p� r� iP G R r co 1.A' t W ti '� ar n iR as te¢` 4 a 4 et � W 4834.97 Proposed Existing 4835.08 4835.06 Proposed Existing +4835.13 4835.13 Proposed Existing Ia35_35 4835.36 Proposed Existing 4&15.22 "� t„a0 c coo u, h r IA taw 4835.28 Proposed Existing 4835.36 4835.26 Proposed Existing 6R 5L64 to m it P 8- �' a f�si 31.£ d, 4r°v "• r yk Std +...�+ f �+�r �t1' 44- s�` :,,�• dll l l lti,frt4 4783.42 Bot Keyway Top Bedrock 4757.1B 4783.16 Bot Keyway Top Bedrock 4785.99 4782.89 Dot Keyway Top Bedrock 4786.82 4782.62 Bat Keyway Top Bedrock 4788,45 4782.46 Dot Keyway Top Bedrock 4786,59 4 Y x 4781.75 Bat Keyway Top Bedrock 4785.,48 - 4781.48 Bot Keyway Top Bedrock 4755.1a �' 4780.55 Bot Keyvray Top Bedrock sTAd t; 4780.35 Bot Keyvlay Top Bedrock 47&4.15 478[).15 Eot Keyway Top Bedrock 4783.93 4779,93 Bot Keyway Tap Bedrock 475.3.63 4779.65 Got Keyway Top Bedrock 4783.36 4779.33 Rat Keyway Top Bedrock 4783,72_ -_ 477g.72 Bot Keyway Top Bedrock 476420 01 s � � 4781.65 Sat Keyway Tap Bedrock 4718E-14 W m 1�.n• 16116 �, if +' "" 4783. Bot Ke; Top Bed 47873 47a3, Bot Kee Top Bed 4787., 4782. But Ke; Top Bed 47,_I I 4782. Bat Kej Top Bed 4786, y�} Y '� sus a` m r— r4 02 � Y m 1- 4 8.* m I— �'co pp '�' 4 r m I— 4781. Eat FKe1 Top Bed Ants l p l Y I ^d. Q co ~ m r... X RN. 4. "o # . m I-- ' +# 4 p¢ CO ~ u7 m' N. , +-! &.d m ~ 4761. Bat Ke1 Top Bed 4795.1 eels 5175117 Drawn 9Y tltilS$ Deslgn,ed Sy TPY Checked By JGY Flle JT Bennsti slurry prof Scala V = 50'h/5'v 49.96 SW Depth 50.50 SW Depth 50.94 SW Depth 51.31 SW Depth 51.78 SW Depth 51.70 SW Depth 51.89 SW Depth 52.45 SW Depth 52.85 SW Depth 54.54 SW Depth 5637 SW Depth 55.75 SW Depth 54.54 SW Depth 54.36 SW Depth 54.80 SW Depth 55.31 SW Depth 55.72 SW Depth 55.81 SW Depth 56.02 SW Depth 54.59 SW Depth 54.09 SW Depth ,e o `"0 51.87 SW Depth 51.83 SW Depth 51.97 SW Depth 51.86 SW Depth 51.65 SW Depth in 53.98 SW Depth Sheet: or: 12 14+00 14+50 15+00 15+50 15+00 15+50 17+0D 17+5D 18+00 18+50 19+00 19+50 20+tab 20+50 21+00 21+50 22+0D 22+50 23+00 23+50 24+0D 24+50 25+00 25+54 25+0D 26+50 27+00 27+50 28+00 P:\16116 Bennett Mine Permitting\Drawings\Plan SheetslSIurry WaEMT Bennett Slurry Profile.dwg Layout! (4), 5/17/2017 9:18:37 AM - - CP) Avenue - Suite d ton, CO 80621 50 25 0 50 100 150 Z [NIO a r eT'4s+4.Y, FEET�� . Y" r �lt,�� / �•� ' , i<'1 .. ..1'-� f -�'/y� '�- / �--� `' �� 1 1 .„, _ YY 1 I_ �-- / f 4 ti z ..�� _ .s or sr f - e+ }y, f.' / �, ,�g-i r `_ — ,y _ p�'- 'ti°. f f J - r:A' -� i l jr J ._ -~4 .:, , jeS `� _1 ��— + �� Y' •i0 `~ s �,+-6rte"" I4 D4 CO ' ojr4 ! ^ — .r, ` -� J co -1:4; ' miss- •`` T J - r 1 "� - 4' �i - - �L ( C� t!'ni'�, �. ' hr +r 7 �-M � .r,e-r�r d /�Cr ^•' �• e. t35l T � .ems' - �i •J�� Ar: � r 1M' et �i7- •�. < ~ e{ T"P 7 � - •��- $��VCC CO.fij �� f r � y1 - 4� ter` !i, _ � t, A! - � y -• j • •- - '. - - ri r• is �� 1' s ' li IV -� .r .r r as_ �. del- !^ sr' ...- ~ �:�/ h �. f. _ r� ^ -c .� r - , -. r- rte' {9' s _ F �— �` -� rr rl.... .� 4r_ a1/2 . . f_�rr�..�� Jr D1• ` � _i • ,ter •: 1J th j+ •+.c'•'l• _ _ - f' . y _ f� - �, F 1 r ' j _f. '�a a^r' ` r f T.. ar ` ` •` r f ' __ ate- . , a' e' _ _ -� 4. --,,n--- -Mt s — - 1 ( 4PROPOSED iri 0 SLURRY WALL si:4-5O >4.4t. 4810 flaw 5a' . t}Ia' f 29+aO 34+Oa 4+50 zt 4 � }} `` DO PROPOSEDPROPOSEDMINING LIMIT ,I 1 'll ICC \ I 44O - - 0 EXISTING GIPADE 4840 _- •,-� IN a- r i la Larry Vail PI 4835 483O - - - i - -. 4535 ILO MI - 453O Cn I MPI 4825 - _ _,_ -' - - 4525 Northern Colorado Constructors, Inc.. 482O 1 -. 4B20 - - 4815 481O - 4815 4810 I 48O5 -- - 4805 RFV1SIC JNBS C n eir y'� A 48OO - - 4800 4795 - 4795 I PROXIMATE LOCATION 1 .X L s .. t c EXISTING 8EOROCK - In _ -_ __ - - - I a I -_ 4790 4790 - — p _ _ �. Es [J -rte r - � AF TF WITT:7114. 4785 - � - 4785 - Jr SLURRY WALL/KEYWAY __.k._ s� e• _,T, stir '�-dp'yr2J1 s .i ll$ 478O 4782-14 4635.65 Sot Keyway Proposed Top Bedrock Existing 4755 62 4635.70 4782.152 4835.70 Sot Keyway Proposed Top Bedrock Existing 4787,04 4113.5,77 4783:.04 4635,72 Bot Keyway Proposed Top Bedrock Existing 4757.44 4635.00 4783.a4 4693700 Bot Keyway Proposed Top Bedrock Existing 4757 85 4536.34 4536.34 Proposed Existing 49256.30 4784.x5 4856.0.5 Sot Keyway Proposed Top Bedrock Existing 47119,178 4636.73 4785.08 4536.13 Hot Keyway Proposed Top Bedrock twisting 0786.'3? '106.23 4786.93 4536.75 Rot Keyway Proposed Tcp Bedrock Existing 4701.17 48:4755 47e7. 4 4835:37 Bot Keyway Proposed Top Bedrock Existing 4799.31 4837.37 4837.51 Proposed Existing 4837,81 4789.68 4838.60 Bat Keyway Proposed Top Bedrock Existing 4793.75 4638.54 478O p+� C m 4836.30 Proposed Existing 4636,14 4835.14 Proposed Existing 4635.03 4636.23 Proposed Existing 4838,10 4536.10 Proposed Existing 6ATF. 12 4536.42 Proposed Existing 4637.53 4637.53 Proposed Existing 4.336.64 4536.54 Proposed Existing 4536.54 4-836.54 Proposed 436.54 Proposed Existing 48 -CA 78 4636.55 Proposed Existing 4936,55 4835.55 Proposed Existing 4636-97 N w o. 1 te34(1 ¢d 44 t pK5` Q} {�'� L.l V� t-, 11 Q m l : a in i� lil !' ■7 y f` W G 1�; p. 0WI. ¢. ' a It 4} C g ioo �❑ w0 8 L l- q3� q�� io 117 [ !PI �t 1 cu r c' 8 fJv ISs f'„'�` 1R r<<a",a� 4785.54 eat Keyway Top Bedrock 47R925 4785.78 Rat Keyway Top Bedrock 4790.01_ 4756.01 Bat Keyway Top Bedrock 4790.24. 4785.24 Bet Keyway Top Bedrock 4790.47 4-785.47 Sot Keyway Top Bedrock 47061.70 4786.74 Sat Keyway Top Bedrock 4790.93 47.57. 17 Sot Keyway Top Bedrock 4741.38 4757.36 Sot Keyway Top Bedrock 4791,$4 4788.31 Sot Keyway Top Bedrock 4792.70 r 4789.45 Eat Keyway Top Bedrock 4793.53 4789.53 Bat Keyway Top Bedrock 4793-60 4759.50 Bot Keyway Top Bedrock 4793258 4789.75 Bot Keyway Top Bedrock d7?a-399 64 w `° 8'al 1. 4783.85 Bot Keyway Top fi Bedrock 47134.26 Bot Keyway Top Bedrock 4788.62 4784, 52 Bot Keyway Top Bedrock 4788,85 >, 2 �' °' w°' R It »J $a "- 4785.79 Bot Keyway Top Bedrock 4793.26 4759.26 Got Keyway Top Bedrock 4793.45 is c ., m Inn a 16115 Dale 5/15/17 OrawnBy PUBS ❑eeigned By TPY Chocked Hy dCY PNe JT-Benneft slurry pro( srSulfa-1" = 50'h15V 52.{}4. SW Depth 51.52 SW Depth 50.91 • SW Depth 5{}.55 SW Depth 50.65 r SW Depth 50.30 SW Depth 0.07 SW Depth 50.13 SW Depth 49.55 SW Depth 49.35 SW Depth 48.73 SW Depth 48.94 SW Depth 49 O© SW Depth 48.92 SW Depth 48.89 SW Depth 151 Depth Depth a.69 Depth 52.49 SW Depth 5'1.15 SW Depth 51.D5 SW Depth 49.19 SW Depth 49.13 SW Depth 49.41 SW Depth 45.8{} SW Depth 48.54 SW Depth 2.55 Depth ra a o c,, . • a u� a i „, Sheet: Of 7 12 28+OO 28+5O 29+OO 29+5O 3O+O4 3O+5O 31+OO 31+5O 32+00 32+5O 33+OO 33+5O 34+OO 34+5O 35+Od 35+5O 36+OO 36+5O 37+OO 37+5O 38+00 35+5O 39+OO 39+5O 4O+OO 4O+5O 41+OO 41+5O 42+OO Layouts (5) e 5/17/2017 9:18:54 AM 46 a a 1r C C 2 f!J 4,9 i d r a. W C C C, 0 r 1 4545 4640 4535 4830 4825 4820 4815 4810 4805 4800 4795 4790 4785 eo 1 ` \ J• 1 -47 'fJ ri " ill \ z \ j iF 1 'V i 14if- f 1 f f { " t ... -- r g-� YM1 -AV- //_ f dSit PR0POSED`SLURAT WALL -n7 04 46+oio 4.6+5U PROPOSED MINING LIMIT r 4 * or Aoreos .14,1" SCALE IN FEET 68+50 $1co y rM EXISTING GTE —� —.�. _.._.. — — — — — —.a - •� - t. —� �. __J ..----b.._ — — -r— _�. -a .� l— I APPROXIMATE OF EXIS11NG LOCATION BEDROCK ' -. -' ,,. _ .--' 1 - -- --- T - IPPROXIMATE CF SLURRY 'Alta/KEYWAY BOTTOM cv m mw? CO M ≤ A G� d 1�� W a 4838.75 Proposed Existing 45,36.44 4838.84 Proposed Existing 4&34.42 tha N m p. '� N C r", O g�g �S dU lil'{} a s m n �•: Yo h �t�}•a�{{} g� •1+ D Li} a 4+1 cr �: i�? C +�yq7� lil � a p} U 4n Y} C �� a y 24 Q1'I �+ a N m �V} ►- O C}I a °a Gar, I+i C M O �{{ d r� rn p, �: p? C h PO C' ry�7 53 17 211 cL {1:1 t7� t4 c tij KI 6 4�� * a h] I�, 09 ` ' �+ hi7Y] •` fff fl a in p1 90 L` le) Q R lQr Q'i ¢ a 4839.64 Proposed Existing 44:159.7t 4 plrn� I� pry C m� MG! C It 4839.59 Proposed ExisUng 4839.74 d ro u� 1� W c rn 4 Q O. fl �i ¢ ti u7 col S9 C Q1 5% :Sal 6 a a is 4+ nI b? c it, a) O 5� Qe lei CQY Iri o_ CV 4 41 *- qY TE' Qi a �Y L`' f+) �'�-Sy ;I 51? 1L 4840.01 Proposed Existing 4144111% 4840.15 Proposed Existing 4.940-29 4844.29 Proposed Existing 4844.46 to D �} rnrW $. (ry iG �0 Q • �Qq ¢ O• Iin .! d a �J a D? icy (D Cl y . h_ �1 {4j 6(} 4 L a 1O• N rna 1"` in C Geg a - g GL W O 4840.86 Proposed Existing 4940 90 4840.90 Proposed Exneenq 4e41:1 75 4789.90 Bat Keyway Tap Bede 479450 4790.50 Bat Keyway Top Bedrock 4795.19 4791.10 Bot Keyway Top Bedrock 4795.65 4791.6E Bot Keyway Top Bedrock 4795.15 4792.16 Dot Keyway Top Bedrock 4.795 S1 4792.61 Bot Keyway Top Bedrock 4796.98 4792.95 Bot Keyway Top Bedrock 479,7 as 3. .��.IL TEL 2 U p Y K a p i5 m �,r, >y4 x W 'y- iCI al M1; 4 p a� m �` 4794,51 But Keyway Top Bedrock 4799.51 .['� D a�(.i}t' ' . IV m X. r. CD Q t.4 m ~ O �. T o`°i 3 gip. 4 p D m ~ 11342-Pe8 del 4oe ter) los t ['Lett 4797.77 Bat Keyway Top Bedrock 40az 13 4795.13 Bot Keyway Top bedrock a}itl i 53 4797.53 + Bat Keyway Top Bedrock 40(107g 4 �c t 1 to oii Y ma ;, 4 6 6 m ~ 4796.28 Bat Keyway Top Bedrock 479994 4795.94 Bot Keyway Top Bedrock 4790. ;En y}. '(❑s� S f.� ` 2 m 'SY l cr 6'd' r. m ~ n Dp . J y. CI cri SXW.' ! 4 a m ~ 4795.01 Bot Keyway Top Bedrock d799.;1 4795.31 Bot Keyway Top Bedrock 4904.41 4796.41 But Keyway Tap Bedrock 44 74 4797.74 Bot Keyway Top Bedrock 4Rtf3 all ix x app ¢'�.' 8 { ~ 4800.21 Rot Keyway Top Bedrock 4805.57 4801.57 Bet Keyway Top Bedrock 44,11. )7.05 48.92 SW Depth 48.25 SW Depth r N D I- ¢ U7 47.17 SW Depth 4)dag MS C9.9tr 46.12 SW Depth 45.90 SW Depth 45.55 SW Depth 45.1 1 SW Depth 44.17 SW Depth 4328 SW Depth 42.88 SW Depth 42.42 SW Depth 41.87 SW Depth 41.56 SW Depth t w to NA © th 42.95 SW Depth t 0a 0. o o t 43.95 I SW Depth 44.22 SW Depth 44.76 SW Depth 45.14 SW Depth 44.98 SW Depth 44.04 SW Depth 42.87 SW Depth 41.72 SW Depth 40 65 SW Depth 39.33 SW Depth 42+00 42+50 43+00 43+50 44+00 44+50 45+00 45+50 46+00 46+50 47+00 47-,- Q 46+00 45+SO 49+00 49+50 50+00 50+50 51+00 51+50 52+00 52+50 53+00 53+50 54+00 $4+50 55+00 55+50 4545 4640 4535 4630 4525 4820 4815 4810 4805 4800 4795 4790 4785 V o a. ch. en 3 4r1 56+00 Jcbi lulls [halo Drawn 6y deetgned By Checked By 5/15/17 WSS TRY JCY JT-Bennetl slurry prof 1' 50'N'5\? II 3 CO { C77 12 rn dt a at Q} C C qJ CO r t') r ra. art - - a _a. r� _ ~• --0` i `nom f1 - - ..._. _ _. ' �.` �.�r -� _ _� _. —fir s a --- �. �.�. .� '. -t -`,P"- - - -- - L_.- 'te- .�.- s. - _ - _., - _ _ -- _ ._ �i r _ - ti IS SS OE- AYE J '`t —L - 4E ___ 5lw t.4 00 rs6+50 r7fQt1' 6T+ 5gtDQ` 5>3+5Shd►pSalt 5U a K ki 61k+p 51+00 -NI er9A II 110 -00 -11 -ON i Ita -A� IN H !^# Wig # �-� . 6a . -- -- ---67+50 �� 1•-Ei RNs I� �9�-1� i A#i-�9■ i Y _ �. — _ 1 0 , .,�971 r ,f7+9 B+QD � ` 51'r 70 I p $9td4 -88+ U 50 OU + I rk�f EII0 +EH �9f�a D� flee PROPOSED SLURRY WALL 1Ls MI uns1 • Avent ton, C;C t2 Far', > W - 4835 ' 5` ID M - 41kPR0POSED MINING LIMIT ,yj� y LU k `o co— 4625 I 1v r°� 1-- 1 titLU ' y t�7 11 Ol 09 4615 \ W _� lir t „lib \ II\ 1 4 0 0 Bennett Gravel Pit Slurry Wall Slurry Wall Plan & Profile C+�- czcL_nn i-- 7llsnrt „-- --N, ( N., ......-........., \ / \, --- , ____ „se_ ,,�� 7 eie ......, ....._„. ........,.. a._ \1 iii 4 t 1 I i1 0 u6 _ It t 0 i ll . I,1 4'' li \ t Ifri\k ' Y / / .} !{ _ — ti .-- S, ' ' L ._ - la in 4845 4545 Northern Colorado Constructors, Inc. jf{/0 — EXISTING GRADE 4840 4835 4830 I I 4835 s — - - 4830 4825 4825 REVISIONS c i. 165 482D APPROXIIFAATE r OF EXIST NO BEDROCK LOCATION a 4820 4815 - - m 4815 _LA rf at •r } 4514 - 4810 I A/PROXIMATE Co- SLURRY WoiLLf 30TTUM I EY "AY I iv 0 4805 - - 4805 g pies- ,i r 4600 pY{ �It Qti id7 PpII Gh- ' Ij} M r; (F7} Gh � 4840.77 Proposed Disking 4840.79 4840.79 Proposed Existing 4840.78 4840.78 Proposed Existing 4341.19 QI q�h , W C''iii.d1' 4.0. r. ° °� W 4841.37 Proposed Existing 4641.2. 484-1.23 Proposed Existing 4841.11 , 4841.1 1 Proposed Existing 4841.19 q. QW Cf?' 7.� �° �' 4 a 4841.08 Proposed Existing 4$41.17 4841.17 Proposed Existing 41014 4€x40.74 Proposed Existing 464(3.47 �} a7 q.CM fA CFi w d N.:l 9} pll+1 C'; /1} p.W CSM RS Cam' W LLF d it a a 4840.16 Proposed Existing 4540.12 4540.12 Proposed Existing 4840,11 pf r�I 97 GO �' rn 131 4+' pim QJ ICm {wry Q � C W q�47 th C txl 5 � yf #' 4} pnT VI C^�, � 4640.19 Proposed Existing 4839.95 m p�h t }r # W 9} a� V� G � y� �' ca 4839,58 Proposed Existing 4H40,01 4540.01 Proposed Existing 4639.55 Proposed Existing 4839,73 4800 rti w 07 W a ` '�C' �� .van -. 4843.03 Bat Keyway Top Bedrock 4a4$.4 4804.54 Bat Keyway Top Bedrock 48141.03 4807.51 Bat Keyway Top Bedrock 4813.017 4511}_49 Bot Keyway Top Bedrock 48'!5.46 4811.06 Sot Keyway Top Bedrock 44314.5e 4810.88 Eat Keyway Top Bedrock 4814.70 481030 Sot Keywoy Top Bedrock 4$14,52 4510.52 Got Keyway Top Bedrock lima.- 3 4810.23 Bat Keyway Top Bedrock 4814,15 4810.15 Sot Keyway Top 9edror;k 4M14. Ati • 4810.00 Sot Keyway Tap Bedrock 4e13.68 41309.85 Bat Keyway Top Bedrock dk1� 7K 41309 h2 Sot Keyway Tap Bedrock 4813.41 4609.41 Sot Keyway Top Bedrock 4813.41 4509.41 Bat Keyway Top Bedrock 4613.40 41309.40 Eot Keywoy Top Bedrock 4813,46 4809.39 Eat Keyway Top Bedrock 4a1a39 4809.38 Eot Keywoy Tap Bedrock 4813.38 4509.37 Bot Keyway Top Bedrock 4813,35 4809.36 Got Keyway Top Bedrock ¢913.36 4809.36 Bat Keyway Top Bedrock 4813.35 m gel 271 !f1 4'` p 3G m 00 tt r U? a so t (751 -d- o St CD W— 00 it tar el Oi ^�+ Li W Kw Q +� m dtp� Ig ft it *� $ at 4 Fo b EC O oil Rt ' Ni fC� Y ED q•- st 4 'r m 4849.39 Bat Keywa} Top Bedrock +81138 Cr; D 7 0Y. ED ao � *age r in n t W {d 4.bd 7 7 9d Ogle 5/15/17 Drawn By W3S Designed 9y WY Checked By ICY Flle Jr -Bennett slurry prat Scale lit 50'h/5'v 37.74 SW Depth 36.21 SW Depth 3474 SW Depth 33.28 SW Depth 31,78 SW Depth 30.71 SW Depth 30.31 SW Depth 3{].35 SW Depth 30.41 SW Depth 34.67 SW Depth 30.75 SW Depth 31.02 SW Depth 30.74 SW Depth 30.59 SW Depth L -C nt a. t- d. rn vi 30.64 SW Depth 3'x.71 SW Depth 30.71 SW Depth 30.62 SW Depth 30.59 SW Depth 30.36 SW Depth 30.60 SW Depth 3Q.57 5W Depth 34.55? J SW Depth 30.31 SW Depth 30.64 SW Depth 30,49 SW Depth CI' 4P3 a) Sheet: cm 9 12 56+00 56+50 57+00 57+50 56+00 58+50 59+00 59+5a 60+00 60+50 61 +00 61 +50 62+DO 62+50 63+60 63+50 64+00 64+50 65+60 65+50 66+00 66+50 67+00 67+50 66+00 66+50 69+00 69+50 70+00 Layoutl (7), 5/1712017 9:19:20 AM CO r (� d = 70 00 70+50 71+00 71+50 72+00 72+50 73+00 73+50 74+00 74+50 a Ma O 4ON-ni•i nn.- se non ns- —H 41anN non • Cif — tip— Au'�h — — — 0E TSB ani Re z cc g SEE SHEET 9 4835 4830 4825 r_ . 4845 4840 4835 4830 4825 4620 4815 481D 4805 4800 v;i 4615 4820 ft an �« - - r -,.. a - - - - �.� -_- • 1 p -- PRQI?ODSED_Lt.I.ARY .WPA1 Cruel a .._ 0a='- ,: - - - °E- L a' I?3'" tt�D l + e'4t? � frD-x - _ `₹$ r.0[3 £i � = * �p - - S0 r5 - s s ` N 511= a= sue! i ! fl•-• -H • al - n all11-1fi flea t-# PROPOSED MINING LIMIT 4 eft 50 OE — 0€ _ _ — _ 1 - 62+30 83+00 83 +50 _ tt I 64 0l 25 U 100 150 SCALE IN FEET GRADE r EXITING soina I • - APPROXIMA OF : MTNNr LOCATION BEDROCE . _ o _ ,. _ — — -.--- . E — . - _ .. I , APPROXIMATE 4F +0TTOM 81.VRffir w-u/KEY1tAY 4839.722 Proposed Existing 4839.75 4839.75 Proposed Existing 483976 4839.76 Proposed Existing 4839.76 4839.75 Proposed Existing 4S.i8.74 4839.74 Proposed Existing 4839,74 it N cam' N pi's 60too,R 4839.81 Proposed Existing 4839.55 @ pip .� 41J ab•- o. 1 L� p�0f ¢ N e� tli a. i 4839.59 Proposed Existing 4837.71 N c W in ts0:a pit 0. 4838.16 Proposed Existing 4B3@,65 in -0 p+1r� to) c'Y'� 2a. IK,pd. ngo ch N C �' 'rirte,a co "ri 9f1 C di iI7 4837.94 Proposed Existing 48 7.96 �7i Fig N cG! r} t1 " 4837.95 Proposed Existing 4837.71 4837.71 Proposed Existing 4857 43 4837.43 Proposed Existing ;0.07.4+9 4837.49 Proposed Existing 40_17,61 4537.61 Proposed Existing 4837.41 h`. Fil: N cN r^+7� II . N G *.'it 1,;j: E. if%r}¢, W C 4�,� ragA w le h o. ,"M, rtg,4'� iCi. Ci rrY pt : .C Ka a10 E 4809.35 Cot Keyway Tap Bedrock 4813.35 4849.34 Bat Keyway Top Bedrock 4813..34 4-805.34 Bat Keyway Top Bedrock 4813.33 • 4809.33 Bat Keyway Top Bedrock st813.33 41309.33 Dot Keyway Top Bedrock 481332 • 4809.32 Bot Keyway Tap Bedrock 4013.32 4809.32 Cot Keyway Top Bedrock 4813_31 48-0-9.31 Cot Keyway Top Bedrock 4013.40 4809.00 Sot Keyway Top Bedrock 4812 €6 4608.66 Got Keyway Top Bedrock 4517.33 4808.33 Bot Keyway Tap Bedrock 4911.99 4807.99 Eot Keyway Top Bedrock aei tea 4507,65 Got Keyway) Tap Bedrock 4811,32 484732 Bot Keyway Top Bedrock 48/036 4806.98 Bat Keyway Top Eeciock 4810.6.5 4806,65 Bat Keyway Top gedrock 4g1p.31 4506,31 Bat Keyway Top Bedrock 48/19,97 • 4805.97 Bat Keyway Tap Bedrock 4809.64 4e05.64 Got Keyway Tap Bedrock 4909 30 4805.30 Dot Keyway Top Bedrock 484836 JL f,DO Y 4 i 4504.63 Bat Keyway Top Bedrock 48808 29 4804.29 Bot Keyway Top Bedrock 4807 86 48103.9E Bat Keyway Top Bedrock 4807.62 480,5.82 Bot Keyway Top Bedrock 41:107,98 4503.28 But Keyway Top Bedrock 4806 95 csr sluice 51pa8 del AoxkXaN w9 Y in hi m 30.38 SW Depth .30.37 SW Depth 30.41 SW Depth ,30.42 SW Depth 30.43 SW Depth 30.41 SW Depth 30.42 SW Depth 30.29 SW Depth 30.24 SW Depth i s 4. 0s' 30.93 SW Depth 29.38 SW Depth .30.17 SW Depth 31.41 ' SW Depth ', 1 1 1 SW Depth 31.20 SW Depth 31.30 SW Depth 31.64 SW Depth • 31.97 SW Depth 32.07 'SW Depth 32.13 SW Depth 32.53 SW Depth 31.12 SW Depth r33.62- - SW Depth 3,3.85 SW Depth 33.69 SW Depth 33 84 SW Depth � in cs., 4845 4840 4835 4630 4625 4520 4815 4810 4605 4800 1 2 P a- EL O CV v EN X 0 rn a v oe to cn 0 0 w Job 16114 Date 5)15117 brawn By WSS Designed By TPY Chocked By JOY Fjle ,1T-BBnnott slurry prof lack 1- r 5011,5'U Sheet: 70+00 74+50 71+00 71+50 72+00 72+50 73+00 73+50 74+00 74+50 75+00 75+50 76+00 76+50 }7+00 77+50 76+00 76+50 79+00 79+50 60+00 80+50 61 +DO 81+50 82+00 62+50 63+40 83+50 54+00 84+00 or t71 Q 01 f P:116118 Bennett Mine Permitting\Drawings\Plan Sheets\S a _ L, s ao ate QQ om.0 11 LIAsea "4 * OD s ``ti 94* teen I #e Elie Riann� — E �i-� ! i -,. Avenue tort, CO t2 Fax: 30 tons SSng.c (,) !} PROPOSED SLURRY WALL r r ! fib fr a fiez uj esiaI 7Y. �! R ti) w .. a 95 tl{7 -I' Ele+00 +50 97+50 00 .. .k ♦. • - 7 }r 4T'+'Q0 90' napin E� CC {'% i 1. 4830 � i `rR Im 4825 III IS MI i t \kg, 4 4820 �- ! • t fir4815 '`,►' ti PROPOSED MINING LIMITO til mw xi L 0 Slurry Wail lurry Wall Plan & Profile c+e, QA sty% 00 qtr cc 1.Us 4 50 25 9 50 100 tu ter ) CC 0 150 ( 77777.1 f r SCALE IN FEET a 4840 4540 W, EX STING GR�0 -� �__ - ------ - -- —.---�__,--,: t� - �" 4835 �� z �_ - 4$5 __ � fin IMF 4830 , 4825 - 4530 4525 4820 - 4820 4815 _ _ 4815 4810 4810 En Q Xi Xi za 5 4805 4805 — __� — r4PPRXIIu TE LOCATION DF EXI5TII 6 BEDROCK 4800 OF SLURRY WAL WALL/KEW/AY ` �� _____ '" - 4795 4795 4790 - a �- 4790 #0,0147%. � 1c , T. ]� I. •rpS 4785 35.04 4802.00 4837.04 SW Depth Bot Keyway I Proposed Top Bedrock Existing asnsr17 3R 4 31.30 4800.26 ' 4836.56 SW Depth Bot Keyway Proposed i I Top Bedrock Eadstirrg 4Rell SR 44436 .49 4836.37 Proposed Existing 4S3632 4836:32 Proposed Existing 4838.18 4797-76 4836.18 lot Keyway Proposed Top Bedrock Existing 4901.15 4936.1 3 4797.15 4836x.13 Bat Keyway Proposed Top Bedrock Existing 4800.51 4836.13 - 4'796.51 4a36.13 Bot Keyway Proposed Top Bedrock Existing 4799 RR 4835.95 4795.88 4835-95 Sot Keyway Proposed Top Bedrock Exiistng 4799.25 4838.07 41.40 4794.62 4836.01 SW Depth Bot Keyway Proposed Top Bedrock Existing 4797.99 4836-10 el O 44.90 4789.88 1 4834.78 SW Depth Bot Keyway Proposed co Top Bedrock Existing 4 4793.70 4834.59 4785 N r h t0•tTet exangPo pasodo..d 40-ir$tr LG£Ier enifIsPa pasadwd 9r126+ sl �q} ty d O i r. o �mi rl c5 " m g @ * � h , o r7 a @ d 771 bl M1, tp 4 hn a a d M1 �w a +�@ G o 4 � 4a36-10 Proposed Existing 4635s2 4835.92 Proposed Existing 4535.85 in 81 4I 1+) o rrl Q EL 90 vi �'� h'] t n o ff 4835.60 Proposed Existing 4FL1S_72 Cti �t+Jin o F 'I a . 1ai E a� cL- N W m La E L a I r' Q ,z5 rZ at �' r4 t7. .2 i 64 � kk v v. a' ur 04 ° oa ti r3 � tL 4834.94 Proposed Existing 4e-'34_78 13) ig ti} h. y a ,�v i9 � d e- n1 VI is � a -V�/7�9'4j 7` �+`, yr a -r �, jtt eke S into �ti�'ti S s 1 C> Z 4-8'@ 34.70 4802.31 SW Depth Bot Keyway Tep Bedrock 4806-40 Y I i , 4n C@ � Y ; R I; '— 4r y pCp1 at � Fe 4800.97 Dot Keyway Top Bedrock 480428 Y ,,,M Cn ctit 71 1 # 4798.92 3ot 'Keyway Top Bedrock 460230 4798.30 3ot Keyway Top Bedrock 4201-78 o +10.83 4795.25 SW Depth Bat Keyway cbedrock p Top beock 479R 62 + 0 S "I w h i m Y m 7t � F � � 42.54 I 4793-37 SW Depth Sot Keyway Top Bedrock 4798.7!1 4792.79 3ot Keyway Top Bedrock 4706,2[7 4792.20 3ot Keyway Top Bedrock 4725-{1 4791.61 Sot Keyway Top bedrock 4795.01. 44.69 4791.4)3 SW Depth Got Keyway Top Btdrea 4794 -55 44.94 4790,58 SW Depth Bot Keyway Top Bedrock S741.;SD x 3C F$ a '� � � * 44.72 I 4790.22 SW Depth Bot Keyway Top Bedrock 4794.05 (...n 44.89 4759.761 SW Depth Bot Keyway to Top Bedrock OD 479353 Al 5't °D °' m bah r! 1G91 f3 data 5/15117 Drawn By WS$ DasignedBy WY Checited By JCY File JT-Bend t slurprof slurry P "rage 1 59 `No y 37.45 SW Depth en 38-02 SW Depth ca 43.06 SW Depth - 43.38 SW Depth acs 34.64 SW Depth 35.27 SW Depth 39.62 - SW Depth 40.08 SW Depth 42.1 1 SW Depth r +F r7 m etWI A 35.70 SW Depth r 'x ° cm w coNI •n 0 0 'it as +0 CZ 38.90 SW Depth 0 8' m . +?id. C r 4 a ID m f3 z tt • +f5 a 1 1 12 84+00 84+50 85+00 85+50 66+00 86+50 67+00 87+50 65+00 68+50 69+50 90+00 90+50 91+00 92+00 92+50 93+00 93+50 94+5D 95+00 95+50 96+00 96+50 z 0 Ida ! ! is ! ! ! ! ! i! Mr ! ! ! i i ! * 1! �! �. _ ' pia ! i ! i ...... r �•- i rlf;! f 'f� _ �F 4.�. 8g f �r�.' �`-. k��f [e�'V�e4�i�.t�•� f — ) ri .-" / PROPOSED SLURRY WALL .r / 6G 96+5U 99+00 99+50 1f)�1+ i � W5 101+0G 101t50 102400 102+50 1Q�+QO 103t5Q 104+ 0 tips+50 105. 00 v 105+50 i Mai 111-1111-111 s -e -as es t M- E ms sa r _. B� s � \ t STA: 0+00.40 1 N: 13p3308,17 Di J/ -- . lC: 3185687.47 CC io$+40 108+64 iO7i 00, 107+50 + 'le enue• co Fax: 3C s ue-■ a -ea 1 -s Walt .f -fl E —nu I ii- ' ' en + namEnalikents r- pi ser PROPOSED MINING LIIMIT - It M l��i�IMI 1. MI Inii I. Illi MINIM _ _ IM Eli 0 400 , LL T-, 4825 0 '' 0 in CC 4 ._ Lu 07 0 50 25 0 50 a 150 IL SCALE IN FEETCI - - - iii DI CO nnen Slurry lurry Wall PI a: 96+00 k 4535 �. 4635 _ _ EXISTING GRADE Ciri --- , ® �� 1111111111111 i 4830 4830 Northern Colorado Constructors, Inc. 4825 4825 4820 4820 4815 - 4815 4810 1 -- 4810 4805 4805 Z Q >', X 4800 4800 APPROXI OF EXIS TE LOCATIONar NC BEDROOM - - 4705 4795 ❑ - 4790 — - -, 4790 -' I 3 1. �ti, c�'. s,� 1° ', m €houjo+r p alb (7 or .P ti§ �'� fir, r& `PROXIMATE / BOTTOM -- F SLURRY WALL 'KEYWAY 4785 4785 ;� la a + {5 d �¢^} s � I ��[ o tz a W ly N P h¢�ja a O ° W IW�F 454' 01 'i! T` n pa �+r.¢po e W sY 1t rt¢� 0 Steil rCaa 2 W q° Q p> y�j OIF. F o ti a ¢ xi �. W 4 4�if° 71 N, Mute,$ �' W t d M. In -417 (,� 4�' t4y �+ In' r a} 2 W ci_.mq p 'Y(� VvF CAM £} '� MI O. sty CD 6 al ft_a. T NI to sig C Eh T re)"' a It a� pry t 4CP C KI '�. 12KIrig rx e t qt an T/ V Q'h Mir} w OQ 2 w in ODD G �• n '4+ Mi rya M IQ d ' r N C - 4 , cx ° W "¢ �p a YI 4 :' pa �Ri ar t W 'r x lKyy 'E N ri.: Np� r x CV 2 W CT 14 ,- 4 a c`' n Kra_ p¢� C'C� I4.5r 4 , t5 O ;titt _ 0 M'I V+ al rya :'J RI G. .6K 2 w �� 0 N �� !NI co Q �] it inili in d 2 Q Li CA '. <{ j ' mena est 1J771111161511 'i iii_ `; y 5�1 a e''I'ii i •": g. f`- fLY 4 t 17r8 QS r'r W ]C ¢i N h.. .r,� d st fj m ?}� 'q 9} SG V: pD 5` mg' Jti. h of +t 4 �� yy Ih d m .6 t>a S� m m F., ,`r a� d 6 $+t y Iii! V @ CJ q} 3'` in aM '1 h•.. ...+ 4Y ₹ G m & t m# Win' 'p 11} ETIn; cD m al r+. r" .✓ b &'' mil o, `�C m rn 1ti r" .u, 4d 2 r 4 at r.lR Y f1� al Er7 N. .+ a� +t 4 N m Q {{ *aSi� NI t y a3 3G4 m vi Iti r` !�C D la m r?a'� }� 'p QI ea' t @ v-� 3E I p w d d ,O Qi1 R i �,p Y Ri I*. r' ++ ii4 t p Ip p7 i0# C ,}�� 'm' 1'�? 3G G3 4r 1"• F. r-^ �d� ¢ p 14 $ 'q by 4 ... �} ` d; r,,, h' .+.f +1 Fc L'¢'tvh!� .i 'p RIy r.. 1 U r. Y m E!. r~ r', d +. +i m + i i"'- Ill �S p^y: I`ti R .,f �� d t; to m (''+ N �I Y ¢p� IR r.. '^ .�. 3d- G F m e OP;1/4. y- al2b t T 1 pDl y m h. r' ..r a+l p F co 1�+ { . ,p �G fO r~. y.. # p lb di 1'+ a,# F "sc".fer+r�r pp #° la Ai G m 4r r+ r"I ar CI d O In m ¢'d4a co ai Qp SLi �. N. ia 0 fit p mFam li`% V gly S m r` rt. d ¢ 0 'S I1) `s' ..� Q CO �-3t It ■ 11j11 �l Date 6/15/17 Drawn 8y W88 OesIgned ay TPY Checked 6r JOY Flle JT-6ennott slurry prof Sage 1` • 50'hf5Ne ¢ G, c, o V1 t!ED O. rn a 3 Ih 't c� u? *I-3 0 -kJ (C. N a 4y .w �z I V3 Vs "G �„ a 4.3 V1 r3 nyco In qt. 3. V1 +++ ¢ l ,t3 G'Y 4' ,t 2 U9 r'�-. lr) 1�.+ In .'�.. A in ,t3 I4 Wa.co U) - v in. +t3 47 _ +'_. C A to std 4? a) A ¢3 G7 . r °' a ID st3. UY D. 8 V3 (TI �'_.+ rn SG 1- s rn© 1.3 VI ql CI Sheet 1 CH: 12 98+00 98+50 99+00 99+50 100+0D 100+50 101+00 101+50 102+00 102+50 103-F0D 103+50 104+00 104+50 105+00 105+50 196+00 106+50 107+00 107+50 108+00 SECTION 31 66 17 SOIL-BENTONITE SLURRY WALLS PART 1- GENERAL 1.1 SCOPE OF WORK A. This section of the specifications includes requirements for the Slurry Trench Cutoff Wall and related work as indicated on the drawings and as hereinafter specified. The work consists of furnishing all plant, labor, equipment, and materials and of performing all operations as required to construct the slurry trench cutoff wall. The slurry wall shall be installed prior to any adjacent pipeline construction. 1.2 REFERENCE STANDARDS A. The following is a list of standards that will be referenced in this specification. Such referenced standards shall be considered part of these specifications as if fully repeated herein. REFERENCE API Spec 13A API RP 13B-1 ASTM C 138 ASTM C 143 ASTM D 422 TITLE OR DESCRIPTION API Specification for Oil -Well Drilling -Fluid Materials API Recommended Practice Standard Procedure for Field Testing Water -Based Drilling Fluids Test Method for Unit Weight of Concrete Test Method for Slump of Concrete Particle -Size Analysis of Soils ASTM D 1140 ASTM D 4318 ASTM D 4380 Materials Finer than No. 200 Sieve Liquid Limit, Plastic Limit and Plasticity Index of Soils Density of Bentonite Slurries ASTM D 4381 ASTM D 5084 Sand Content by Volume of Bentonite Slurries Hydraulic Conductivity Using a Flexible Wall Permeameter 31 66 17-1 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls 1.3 ABBREVIATIONS AND DEFINITIONS A. API - American Petroleum Institute B. ASTM - American Society for Testing and Materials C. Slurry Trench - A narrow, vertical -walled trench of specified width excavated by the slurry trench method and backfilled with specified materials to form a cutoff wall of low permeability. The terms "Slurry Trench" and "Slurry Wall" are used interchangeably in these specifications. D. Slurry Trench Method - A method of excavating a narrow, vertical trench using a slurry mixture to support the trench walls and prevent movement of groundwater into or through the excavated trench. E. Water-Bentonite Slurry - A stable colloidal suspension of powdered bentonite in water. The terms "slurry" and "water-bentonite slurry" are used interchangeably in these specifications. F. Soil-Bentonite (SB) Backfill - A homogeneous mixture of specified soil material, bentonite and water. The terms "soil-bentonite backfill" and "backfill" are used interchangeably in these specifications. G. Slurry Trench Specialist - An individual who has had proven and successful experience in slurry trench construction and is knowledgeable of: (1) the proper methods employed to mix slurry and backfill, (2) the use, testing and control of bentonite as a slurry, (3) construction equipment, (4) excavation and backfill operations, and (5) testing for slurry trench quality control. H. Working Platform - The working platform is the surface of compacted fill and/or excavated surface from which the slurry wall is constructed. The work platform is to be relatively level, stable. I. Supplemental Fines — The soil that contains a significant percentage of fines content (passing the - #200 sieve or .075 mm in the largest dimension) that is added to the excavated soil for the purpose of increasing the overall fines content of the soil-bentonite backfill. J. Key Depth - The depth to which the slurry trench is excavated into less weathered suitable bedrock providing the connection between the slurry wall and the less weathered bedrock. 1.4 SUBMITTALS A. The following information shall be submitted at least 4 weeks prior to construction. 1. Qualifications of Contractor a. The Contractor, shall submit evidence including resumes and references that he or his subcontractor is experienced and competent to construct a soil-bentonite slurry trench. The slurry trench company shall have at least five years of prior experience in constructing slurry walls, with at least five 'SB slurry walls of similar scope and magnitude. The Contractor shall have sufficient competent experienced personnel to carry out the operations specified. i. In particular, a slurry trench specialist hired by the Contractor shall supervise the construction, slurry preparation, and Contractor's quality control. The slurry trench specialist shall have at least three years of experience and/or three projects in successful construction of slurry walls, with at least two SB slurry walls of similar scope and magnitude. b. The company name, key contact, and qualifications of the Contractor's off -site laboratory shall be submitted. The laboratory will have previous experience with slurry wall backfill materials, experienced laboratory technicians, and flexible wall permeability testing equipment. 2. Work Plan- The Contractor shall submit a detailed operating plan describing his proposed construction equipment, procedures, and schedules. This shall include, but not be limited to, the Contractor's plan for: a. Coordinating the construction, maintenance and removal of working platforms, mixing pads, and haul roads with the Owner, general contractor or other contractors on site. b. Equipment set-up and site use layout including storage areas, haul roads and work platform dimensions. 31 66 17-2 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls c. Equipment specifications including: make/model/weight of excavator(s), boom and stick diagrams, maximum depth capability of excavator; number and type of backfill mixing equipment; and specifications of slurry mixing and desanding equipment. d. Procedure for water-bentonite slurry mixing, transportation, recirculation, desanding and use. e. Procedure for mixing and placing soil-bentonite backfill, including methods for proportioning specified additional dry bentonite. f. Cold weather construction procedures, per Section 3.6 g. Procedure for trench excavation and backfilling. h. Procedure for desanding the in -trench slurry. i. Material properties, sources, and (manufacturer's) certificates of quality. j. Water shall be tested per Table 1 prior to final approval to ensure that it has appropriate chemistry for slurry wall construction. k. Quantity of supplemental fines required per lineal foot of slurry trench to achieve the specified backfill properties. 1. Control of drainage, spills, wastes, etc. m. Clean-up, spoils disposal, slurry disposal 3. Backfill Mix Designs a. The Contractor shall obtain samples of the materials to be encountered during trenching, the supplemental fines and the Owner -provided construction water. The Contractor shall perform and submit a mix design that demonstrates that its intended backfill mixture will meet the requirements specified herein without the addition of dry bentonite. However, the production backfill shall include a minimum of 1% dry -added bentonite to account for the differences between laboratory and field conditions. 4. Quality Control Plan a. The Contractor shall submit a quality control plan with details on personnel, responsibilities, inspections, and organization for insuring the quality of construction required by these specifications. 5. Bar Chart Schedule and Sequence of Operations a. The Contractor shall submit a detailed schedule and sequence of operations in a bar chart format. The submittal shall include a description of the schedule including typical working hours and days; sequence of operations; and maintenance schedule. B. During Construction - The following reports shall be submitted to the Engineer on a regular schedule during the progress of the work. 1. Reports a. Daily reports shall be submitted by noon of the day following the date of the report. Final reports shall be submitted within two to four weeks of the completion of work. 2. Soundings and As -Built Profile a. The Contractor shall maintain a record of soundings taken during construction including the depth of the trench, key, and backfill slope obtained each morning and evening. The soundings shall be used to generate an as -built profile of the trench, as constructed. The Contractor shall submit said profile at the completion of construction. 3. Fresh Bentonite Slurry Mix a. A record of plant -mixed bentonite slurry quantities, proportions, properties, and admixtures made during construction. Adjustments to the slurry mixture shall be noted. 4. Trench Bentonite Slurry Mix a. A record of in -trench bentonite slurry properties made during construction. Procedures and admixtures used to modify slurry properties shall be noted. 5. Soil-Bentonite Backfill Mix 31 66 17-3 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls a. A record of SB backfill material quantities, properties, and mix adjustments made during construction. Location of sample and number of molded specimens for laboratory testing shall be noted. 6. Supplement Fines Testing — Results of supplemental fines tests performed on borrow sources samples and/or supplemental fines staged along trench. 7. Quality Control Data a. A record of quality control samples, tests and test results. 1.5 JOB SITE CONDITIONS A. The Contractor shall comply with all safety requirements and procedures. B. The Contractor shall perform all work with qualified personnel under the continuous supervision of the slurry trench specialist. C. The Contractor shall exercise extreme care to protect and prevent damage or disruption to existing utilities. D. The Contractor is responsible to contact all utility owners, including overhead electrical, in the vicinity of the work to coordinate utility locates, de -energize or shielding power lines, and observing the crossing of buries utilities; and protecting all existing utilities from damage. 1.6 PRODUCT DELIVERY, HANDLING, AND STORAGE 1. The Contractor shall deliver all materials to the site in undamaged, unopened containers bearing the manufacturer's original label. 2. The Contractor shall deliver for use only fresh materials to the site. 3. The Contractor shall store and handle materials in accordance with the manufacturer's recommendations. PART 2 - MATERIALS AND EQUIPMENT 2.1 BENTONITE SLURRY A. Bentonite slurry shall consist of a stable colloidal suspension of bentonite in water and shall be controlled in accordance with the most current API Recommended Practice 13B-1, Table 1, and the following requirements: 1. At the time of introduction of the slurry into the trench, the slurry shall be a mixture of not less than 5% bentonite in water. Additional bentonite or admixtures may be required depending on the hardness and temperature of the water and the quality of the bentonite. The slurry shall have a minimum apparent viscosity of 40 seconds reading through a Marsh Funnel Viscometer, a pH between 6 and 8 units and a minimum density of 65 pcf, (1.04 gm/cc). 2. The slurry mixture in the trench shall have a unit weight not less than 65 pcf (1.04 gm/cc), not greater than 85 pcf (1.36/gm/cc) or 15 pcf less than the backfill unit weight, or as approved by the Engineer. The sand content shall not be greater than 20%. The sand content shall be lowered by replacing the in trench slurry with fresh slurry or a desander may be used to lower the sand content. 2.2 BENTONITE A. Bentonite used in preparing slurry shall be pulverized (powder or granular) premium grade sodium - cation montmorillonite and shall meet the most current API Standard 13A, Section 4. The yield of the bentonite shall be 90 barrels per ton. 31 66 17-4 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls 2.3 WATER A. Fresh water, free of excessive amounts of deleterious substances that adversely affect the properties of the slurry shall be used to manufacture bentonite slurry. The Owner shall be responsible for providing the source of the construction water for the project. The water's physical properties shall be in accordance with Table 1. It is the responsibility of the Contractor that the slurry resulting from the water shall always meet the standards of this Specification. 2.4 SB BACKFILL A. The material for trench backfilling shall be composed of fresh slurry, trench slurry, supplemental fines and selected soils obtained from trench spoils. Trench slurry may be disallowed if additives are not acceptable to the Engineer. The backfill mix shall contain a minimum of 1.0% dry -added bentonite by dry unit weight of backfill. The soil shall be friable and free from roots, organic matter, refuse, or other deleterious materials. The backfill shall be thoroughly mixed and reasonably well graded between the following gradation limits: Screen Size Percent Passing (U.S. Standard) By Dry Weight 3" 100% 3/8" 65%-100% No. 20 40%-85% No. 200 >30% B. The permeability of the backfill shall be less than 1 x 10r' cm/sec when tested in accordance with ASTM D 5084. The slump of the backfill shall be 4 to 6 inches, and the density of the backfill shall be at least 15 pcf greater than the density of the slurry. C. The fines in the backfill soil shall have sufficient plasticity so that the material can be rolled by hand into a 1/8" thread without crumbling. The water content of the backfill material shall not exceed 20% prior to blending with bentonite and/or slurry. D. Excess sand and gravel excavated from the slurry trench will need to be saved for the slurry wall cap or "wasted" and not included in the final backfill mix. The "wasted" sand and gravel shall be replaced with approved supplemental clayey soils. Supplemental clayey soils may have to be stockpiled along the slurry wall alignment. Samples of the borrow material to be used in the backfill will need to be tested well in advance of slurry wall construction to insure an adequate supply of acceptable material is on hand. The Contractor is responsible for identifying any off -site supplemental fines source and delivering the material to the site. E. Dry bentonite at a minimum rate of 1.0% of the dry weight of backfill material will be added to the backfill prior to mixing. 31 66 17-5 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls 2.5 SLURRY TRENCH CUTOFF A. A slurry trench cutoff wall shall be constructed to the lines, grades, and cross sections indicated on the drawings. The trench shall have essentially vertical walls, a minimum width of 36 inches, and shall key a minimum additional depth of 36 inches into the designated stratum as shown on the drawings. A generalized description of the soil profile through which the slurry trench cutoff is to be constructed is shown. 2.6 TOLERANCES A. The following tolerances shall apply to the slurry trench dimensions and construction. 1. The slurry wall alignment as shown has been chosen to allow a sufficient separation between the slurry wall and the crest of the gravel pit slope. It is critical that the slurry wall be constructed on the shown alignment and not deviate from centerline by more than 1 ft left or right. 2. The slurry trench shall be plumb within 3 degrees of vertical. 3. The depth of the slurry trench shall be measured or surveyed to within 3 inches of the desired elevation. 4. The excavating tool shall be at least as wide as the design width of the slurry trench. 5. Overlaps and changes in direction of the slurry trench shall require a full depth over excavation at least 5 ft beyond the centerline of the trench. In cases where the trench must be re -excavated (for example, due to an extended shutdown, cave-in, rework, etc.) the overlap into acceptable backfill shall be at least 10 ft. 2.7 EQUIPMENT A. Trench Excavation 1. Excavation of the slurry trench cutoff wall shall be accomplished by use of any suitable earth - moving equipment, or combination thereof, such as a backhoe, clamshell, chisels, and ripper teeth so the trench can be carried to its final depth of cut continuously along the trench alignment. The excavator shall have the capability to excavate at least 5 ft deeper than the maximum depth shown on the plans. Special chopping, chiseling or other suitable equipment may be used as necessary to satisfactorily accomplish the required excavation. The width of the excavating tool shall be equal to or greater than the specified minimum width of the slurry trench. Additional equipment such as airlift pumps and slurry desanders shall be used to clean the trench bottom slurry in accordance with the requirements of the specification. The trench excavation equipment shall be capable of excavating the required key into the designated stratum. B. Slurry Batching Plant(s) 1. The slurry batching plant shall include the necessary equipment including a high shear mixer capable of producing a colloidal suspension of bentonite in water, pumps, valves, hose, supply lines, and all other equipment as required to adequately supply slurry to the trench and/or the backfill mixing operation. Storage ponds shall be provided to store initially mixed slurry to allow hydration, and to retain a reserve in case substantial slurry loss through underlying pervious zones occurs. All slurry held in storage shall be agitated or recirculated to maintain a homogeneous mix. All slurry for use in the trench or backfill shall be prepared using a suitable mixer. No slurry is to be made in the trench. Mixing of water and bentonite shall continue until all particles are fully hydrated and the resulting slurry is homogeneous. C. Backfill Mixing and Placing 31 66 17-6 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls 1. Equipment for mixing and placing backfill may consist of any suitable earthmoving or grading equipment, such as bulldozers, or blade graders or backhoes, or blenders such as a pug mill, that are capable of thoroughly mixing the backfill materials into a homogeneous blend having the required gradation and properties and placing the material in the trench as specified. Soil clods shall be broken to 3 inch maximum size by the backfill preparation equipment and methods employed. Deleterious materials, debris and oversize particles, shall be removed from the backfill before approval for placement. PART 3 - EXECUTION 3.1 SLURRY TRENCHING A. Excavation shall proceed continuously from the starting point to the finishing point. Slurry shall be introduced into the trench at the time trenching begins and shall be maintained in the trench during excavation and until backfilled. The Contractor shall maintain the stability of the excavated trench at all times for its full depth. The level of the bentonite slurry shall always be maintained at least 3 ft above groundwater level and shall not be permitted to drop more than 2 ft below the surface of the working platform. The Contractor shall have personnel, equipment, and prepared slurry ready to raise the slurry level at any time. To this end, the Contractor shall have personnel on call as necessary to check the trench levels and to raise the slurry level on weekends and/or holidays. B. When crossing an existing slurry wall, carefully expose existing slurry wall as shown and clean surface until existing soil-bentonite backfill is neatly exposed. 3.2 KEY DEPTH A. Unless otherwise directed, the bottom of the slurry trench will be keyed the minimum specified penetration into the specified stratum indicated. If the backhoe or a clamshell is unable to achieve the minimum specified penetration into the less -weathered rock stratum the assistance of ripping teeth, or drop chisels may be necessary. Excavation refusal is defined as the inability to excavate more than 9 inches of depth over a bottom trench length of 20 feet in a period of 60 minutes with the approved excavator in proper and effective operating condition. The depth to the top of the stratum shall be measured after these soils are identified in the excavation spoils. The final depth and key penetration of the trench shall be measured and checked by the Contractor and approved by the Engineer immediately following excavation. Weathered bedrock will be encountered and will not be considered as the less -weathered rock stratum. The onsite approving engineer will determine when the excavation has encountered the weathered and less -weathered rock stratums. Key depth shall be carefully compared to boring logs to assure that the key is excavated into the less -weathered bedrock stratum. 3.3 CLEANING TRENCH BOTTOM A. Upon completion of excavation, any loose material or cuttings shall be removed from the bottom of the trench with the excavation tools or other suitable means such as air lift pumps. If the unit weight of the slurry in the trench exceeds the specified limits, or becomes unworkable, the heavy slurry shall be removed from the trench by airlift pump, clamshell, or other methods approved by the Engineer or the excess solids shall be removed from the slurry by settling ponds, screening, or desanding. The trench bottom shall be cleaned of debris and excess sand sediment prior to backfilling. The trench shall be sounded immediately before placing backfill, and soundings shall be compared to the trench excavation soundings to verify the bottom. At a minimum, soundings shall be taken each morning and each evening and as given in Section 3.9.H and compared to monitor for cave-ins or excessive settlement. The spacing of the each sounding shall be a maximum of 10 feet along centerline. 31 66 17-7 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls 3.4 BACKFILL MIXING A. The backfill shall be mixed on site. If the backfill is mixed beside the trench, the contractor shall control and provide sufficient equipment and work platform space to support slurry spills, trench stability, and mixing equipment operation. Unmixed materials shall not be allowed to fall into the trench. If the backfill is mixed in a remote location, the contractor shall build and maintain adequate haul roads and the mixing pit or pad. The mixing pit or pad shall be lined with compatible soils or other materials to prevent contamination from unsuitable materials. In either case, the contractor shall be responsible for the quality of the backfill. B. Backfill materials and bentonite may be pre -mixed by blending in mechanical blenders or by windrowing, disk harrowing, bulldozing, blading or by other approved methods. Mixing and blending shall be performed in such a manner as to produce the required gradation of backfill. The backfill material shall be thoroughly mixed into a homogeneous mass, free of large soil clods, lumps or pockets of fines, sand, or gravel. C. Slurry, dry -added bentonite, trench -excavated soil and supplemental fines shall be mixed until homogeneous, tested for acceptability, and then immediately placed in the trench. D. The backfill shall be sluiced with bentonite slurry from the trench or fresh bentonite slurry during blending operations. Sluicing with water will not be permitted. Occasional particles of up to 3 inches in their largest dimensions will be permitted. Just prior to placing, the backfill material shall have a slump of 4 to 6 inches. To this end, the materials shall be shall be sampled and tested for permeability, density, and slump after preparation. 3.5 BACKFILL PLACEMENT A. The backfill shall be placed continuously from the beginning of the trench, in the direction of the excavation, to the end of the trench. The advancing toe of backfill shall be within reach of the trench excavator at all times such that the trench bottom can be cleaned in accordance with Section 3.4.A above. Excavation must permit inspection and measurement immediately after completion and prior to backfilling. Placing operations shall proceed in such fashion that the surface of the backfill below the slurry shall follow a reasonably smooth grade and shall not have hollows, which may trap pockets of slurry during subsequent backfilling. Free dropping of backfill material through the slurry will not be permitted. Initial backfill shall be placed by lowering it to the bottom with clamshell bucket or backhoe until the surface of the backfill rises above the surface of the slurry or by lead-in slope. Additional backfill may then be placed in such manner that the backfill enters the trench by sliding down the forward face of the previously placed backfill. To accomplish this, sufficient backfill shall be piled behind the crest of the existing backfill slope to cause a mudwave action at the face of the backfill. The backfill shall not be dropped or deposited in any manner that will cause segregation. B. An acceptable substitute for the initial placing of backfill by the use of a clamshell bucket may be a lead-in trench. The lead-in trench shall begin at a point outside of the limits of work and provide sufficient distance for the backfill face to form, by placing the backfill into the trench, before the toe of the backfill reaches the point where the cut-off is required. The lead-in trench shall be lv: lh or flatter 31 66 17-8 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls 3.6 COLD WEATHER CONSTRUCTION REQUIREMENTS A. No frozen backfill or slurry shall be placed in the soil-bentonite slurry wall trench. All ice forming on the surface of the slurry trench shall be removed prior to the start of each shift. No frozen or frost bearing backfill material shall be placed into the trench. When freezing temperatures exist the Engineer will conduct visual inspections of the slurry in the trench and the soil-bentonite backfill. The inspection may include measurement of the temperature if necessary to evaluate the potential for frozen material. The frequency of these inspections will be a minimum of once per day typically, early in the day prior to the placement of any backfill. Additional inspections may be required if conditions warrant or change. B. Slurry wall construction work scheduled between November 1st and March 31st will require an additional section in the Work Plan Submittal detailing cold weather construction procedures. 3.7 TREATMENT FOR TOP OF BACKFILL A. Upon completion of slurry wall construction, a protective cap shall be constructed on top of the slurry wall. The cap shall consist of a non -compacted soil cover placed within one day over each backfilled 100 foot reach. The temporary cover is to be removed after settlement (approximately 2 weeks) and replaced with a compacted soil cover over the completed slurry wall. 3.8 CLEAN-UP A. After completion of the backfill and capping, all remaining excavated material and slurry shall be removed and the surface shall be cleaned and leveled as directed by the Engineer. Excess slurry shall be disposed by drying, mixing with dry materials or spreading in thin layers on adjacent areas designated by the Engineer. No slurry shall be left in ponds, and all ponds shall be pumped dry and backfilled in a manner approved by the Engineer. 3.9 QUALITY CONTROL A. Testing services performed by the Contractor and testing services performed by the Owner's Material Testing Agency shall be as stipulated in Table 1 at the end of this section. B. The Contractor shall provide test equipment and a testing trailer with electricity and water for the Engineer's use. The Owner's QA in no way relieves the Contractor from performing quality work; the Contractor shall perform its own QC testing as designated by "Contractor" in Table 1 and other tests as it deems appropriate. C. Final acceptance of all materials and placement methods will be based on a review of quality control tests and on visual observations made by the Engineer during construction. The Contractor shall submit testing results per Table 1 on a daily basis to the Engineer. D. If a test fails to meet the specified criteria, another test shall be performed after Contractor has completed the necessary corrective work. Contractor shall bear the expense of all the necessary corrective action and re -tests performed. 31 66 17-9 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls E. The Contractor shall be responsible for demonstrating to the satisfaction of the Engineer that the trench is continuous and keyed the minimum specified depth into the designated stratum. The Engineer will be available onsite to verify these measurements. Trench continuity shall be assured by the action of movement of the trench excavation equipment such that the digging tools can be passed vertically from top to bottom of the trench as well as moved horizontally along the axis of the trench without encountering unexcavated material. Penetration of the bottom of the trench into the designated stratum shall be demonstrated at 10 ft centers by observation of the excavation spoils from the trench and by direct measurement of the top of the designated stratum and the final excavated trench depth to the satisfaction of the Engineer. F. Materials 1. Bentonite: Manufacture's Certificate of Compliance with the API specification shall be obtained from the manufacturer for each shipment of bentonite delivered to the site. 2. Water: Water for slurry mixing shall be tested once for each change in water source as shown in Table 1. 3. Prepared Backfill: Soil-bentonite backfill shall be tested prior to placement in the trench by conducting tests to determine slump and density. Laboratory testing of the permeability shall be conducted once for every 1500 cu. yards of backfill mixed. Permeability testing shall be performed to verify the prepared material meets specification. Permeability determination may follow placement. 4. Fresh Slurry: A complete series of tests shall be conducted from the mixer or tank containing fresh slurry ready for introduction in the trench twice per shift and at least once per batch of slurry. 5. Trench Slurry: Slurry in the trench shall be tested at least twice per shift. Samples shall be obtained from the lower depths of the trench near the excavator. 6. Slurry Wall Performance: The completed slurry wall will be tested according to the "State Engineer Guidelines for Lining Criteria for Gravel Pits," August 1999, Section 3.1. Water Budget Accounting frequency will be determined from the results of the test. G. Quality Control Testing Equipment 1. The field laboratory shall be provided and equipped by the Contractor for use by the Owner's Testing Agency with the following equipment, at a minimum: 2. Marsh funnel and cup — 2 sets 3. Mud balance — 2 sets 4. Sounding cable — 2 sets 5. Slump cone and rod — 1 set 6. Sand content kit —1 set 7. Standard 3", 3/8", #20 and #200 sieve with hot plate (or microwave oven) and balance — 1 set 8. Filter Press H. Soundings shall be taken by the Contractor every 10 ft along the trench centerline using a weighted tape, cable or other device. Soundings shall be recorded to the nearest 0.25 ft. Soundings shall be performed by the Contractor and observed by the Engineer. Soundings shall record the following: 1. Top of Key, Less -weathered Bedrock Stratum: The top elevation of the key stratum shall be determined based on an examination of cuttings taken during excavation. 2. Bottom of Excavation: The elevation of the trench shall be determined subject to approval by the Engineer. 3. Bottom of Excavation Prior to Backfilling; Soundings shall be used to monitor for sidewall collapse and accumulation of sediments. 31 66 17-10 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls 4. Profile of Backfill Slope: The SB backfill slope and trench bottom shall be sounded at the beginning and end of each shift and converted to an as -built drawing. This drawing shall be reviewed daily as an indication of trench collapse, excessive settlement or sloughing. I. A qualified off -site laboratory shall be engaged by the Contractor to perform the permeability test called for in Table 1. J. Flexible wall permeability tests will be conducted on samples of the backfill to determine compliance with these specifications. Samples of the SB backfill will be obtained from the mixing area and will be sent to the off -site laboratory for testing. The test parameters will be as follows: 1. Average Effective Confining Stress = 5 psi. 2. Hydraulic Gradient = 10 K. Documentation 1. Results of all tests performed will be recorded on forms acceptable to the Engineer. These forms will be available to the Engineer at all times for his/her inspection. Copies of all Contractor - required quality control documents will be submitted daily to the Engineer for his verification. 2. Results of all Construction activities shall be recorded daily on a form acceptable to the Engineer. At a minimum, these forms are to include: a. The project station both at the starting and ending location for each day for the following: i. Top of backfill ii. Toe of backfill iii. Last completed set b. Verified area of excavated material c. Contractor's start and stop work times d. Contractor's activities e. Set summaries that include: i. Start and stop time for excavation of the set ii. Depth to bedrock iii. Depth to bottom of key iv. Description of bedrock 3. An as -built profile drawing of the trench bottom and backfill slope shall be continuously maintained by the Contractor. The profile shall indicate the extent of excavation and backfill at the end of each working day. The daily profile shall be drawn in an electronic format or by hand. L. Performance testing of the completed slurry wall will be completed by the Owner's Representative in accordance with the "State Engineer Guidelines for Lining Criteria for Gravel Pits," August 1999, Section 3.1. These guidelines stipulated a 90 -day liner test to determine if the slurry wall keyed into the bedrock will meet the performance standards defined by the State Engineer, thereby releasing the Owner from augmentation responsibilities for the gravel pit. The testing consists of performing a 90 -day liner test, used to determine the water balance to demonstrate the inflows (precipitation, groundwater) and outflows (evaporation). 31 66 17-11 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls The State Engineer has design and performance standards for the reservoir lining design in terms of maximum allowable groundwater inflow from the perimeter and the bottom of the reservoir. The performance standard allows for groundwater inflow three times greater than the design standard. These standards are presented in Table 1, Item 3.16 The slurry wall performance shall meet this performance standard. Final acceptance of this work will occur after verification of meeting the performance standard. Defects, damages, or imperfections due to faulty materials or workmanship determined by the liner test and/or subsequent investigations shall me immediately remedied, repaired or replaced by the Contractor as defined by 2.6 Tolerances. SECTION CONTINUES ON FOLLOWING PAGES 31 66 17-12 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls Table 1: Soil — Bentonite Slurry Trench Quality Control Testing Plan Property Requirement Min. Test Frequency Test Method Comment Responsibility 3.10 BENTONITE POWDER a. YP/PV Ratio <3 1 per shipment API Spec 13A Premium Grade Certification Manufacturer b. Viscometer at 600 rpm > 30 1 per shipment API Spec 13A by Manufacturer Manufacturer c. Filtrate Loss < 15 cc 1 per shipment API Spec 13A Manufacturer d. Moisture Content < 10% 1 per shipment API Spec 13A Manufacturer e. Residue > 75 micrometers < 4% 1 per shipment API Spec 13A Manufacturer f. Certification Meets API 13A, Section 4 1 per shipment Section 4 90 bbl/ton Manufacturer 3.11 WATER FOR SLURRY MIXING a. pH 6 to 8 1 per source API RP 13B-1 May be modified for potable Contractor b. Hardness < 200 ppm 1 per source API RP 13B-1 source or treated w/ additives Contractor c. Total Dissolved Solids < 500 ppm 1 per source EPA 600 Contractor 3.12 INITIAL BENTONITE SLURRY Prior to introduction into trench a. Viscosity > 40 seconds 2 per shift API RP 13B-1 Full QC by Contractor QA by Owner b. Density > 65 pcf 2 per shift ASTM D-4380 Full QC by Contractor QA by Owner c. Filtrate Loss < 30 cc 2 per shift API RP 13B-1 Full QC by Contractor QA by Owner d. Bentonite content > 5% 1 per project Weight- Volume Demonstration batch Full QC by Contractor QA by Owner 3.13 IN -TRENCH BENTONITE SLURRY a. Unit Weight 65 to 85 pcf 2 per shift ASTM D-4380 Also > 15 pcf less than SB Full QC by Contractor QA by Owner b. Viscosity > 40 seconds 2 per shift API RP 13B-1 Full QC by Contractor QA by Owner c. Sand Content < 20% 2 per shift API RP 13B-1 Full QC by Contractor QA by Owner 31 66 17-13 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls TABLE 1 CONT'D: SOIL - BENTONITE TRENCH QUALITY CONTROL TESTING PLAN SLURRY Property Requirement Min. Test Frequency Test Method Comment Responsibility 3.14 SB BACKFILL MATERIAL a. Slump Cone 4 to 6 inches 2 per shift ASTM C-143 Full QC by Contractor QA by Owner b. Gradation 3" < 100% 65% < 3/8" < ° 100% 40% < #20 < 85% 30% > #200 1 per shift ASTM D-422 Laboratory or Field test Full QC by Contractor QA by Owner c. Density 15 pcf> In- trench Slurry 1 per shift ASTM C-138 or D-4380 Mod Full QC by Contractor QA by Owner d. Permeability < 1 x 10' cm/sec 1 per 1500 cu. yard ASTM D-5084 Laboratory test Full QC by Contractor QA by Owner 3.15 SLURRY WALL PERFORMANCE a. Reservoir Perimeter Inflow Design < 0.03 3 2 ft /day/ft Performance < 0.09 ft3/day/ft2 1 at the end of construction "State Engineer Guidelines for Lining Criteria for Gravel Pits" August 1999 Section 3.1 Field Test for Unmined Pits Owner a. Reservoir Bottom Inflow Design < 0.0015 ft3/day/ft2 Performance < 0.0045 ft3/day/ft2 1 at the end of construction "State Engineer Guidelines for Lining Criteria for Gravel Pits" August 1999 Section 3.1 Field Test for Unmined Pits Owner END OF SECTION 31 66 17-14 Northern Colorado Constructors, Inc. Bennett Pit Slurry Wall Soil-Bentonite Slurry Walls SLOPE STABILITY REPORT FOR THE BENNETT PIT WELD COUNTY, COLORADO NOVEMBER 2016 REVISED MAY 2017 PREPARED FOR: NORTHERN COLORADO CONSTRUCTORS, INC. NORTHERN COLORADO CONSTRUCTORS, INC. 9075 WCR 10 FORT LUPTON, CO 80621 PREPARED BY: J&T Consulting, Inc. 305 DENVER AVENUE - SUITE D FORT LUPTON, CO 80621 PHONE: 303-857-6222 FAX: 303-857-6224 CERTIFICATION: I hereby certify this slope stability analysis for Northern Colorado Constructors, Inc., the Bennett Pit, located in Weld County, Colorado was prepared by me or under my direct supervision. James C. York Registered Professional Engineer State of Colorado No. 36846 J&T Consulting, Inc. Northern Colorado Constructors, Inc. - Bennett Pit Slope Stability Analysis Page i Table of Contents I. Introduction II. Overview III. Geotechnical Data IV. Design Analysis and Criteria V. Methodology VI. Slope Stability Results VII. Conclusions and Recommendations Appendices Appendix A Slope Stability Case Location Map Appendix B Slope Stability Case Cross -Sections Appendix C Slope Stability Case Galena Output Appendix D Geotechnical Investigation Report Appendix E USGS Map, Oct. 2002 revision — "Peak Acceleration (%g) with a 2% Probability of Exceedance in 50 yrs" J&T Consulting, Inc. Northern Colorado Constructors, Inc. - Bennett Pit Slope Stability Analysis Page ii INTRODUCTION Northern Colorado Constructors, Inc. proposes to mine the property located in the Southeast quarter of Section 1 and North half of Section 12, Township 2 North, Range 67 West, Sixth P.M. in Weld County, Colorado. The property is bounded by the South Platt River on the east, WCR 23 on the west, WCR 22.5 to the south, and private property on the north. The proposed mining operation will extract gravel reserves from locations adjacent to man-made structures. The rules and regulations of the Division of Reclamation, Mining, and Safety (DRMS) require that any mining within a 200 foot setback of a man-made structure show thorough engineering analysis that the proposed mining will not cause damage. The accepted method of demonstrating this is through a slope stability analysis. This report contains an overview of the methodology used in the analysis of the mining slopes and their estimated affects on all man-made structures. Recommendations regarding acceptable setbacks from man-made structures have also been included. OVERVIEW The DRMS mining plan proposes that the property will be mined in 2 pits. The mining will occur at 3H:1V slopes. Concurrent reclamation is planned such that the reclamation embankment will be constructed as the mining progresses. The reservoir will cover an estimated 98 surface acres when full. Actual surface area will depend on the final configuration of the reservoir after reclamation is complete. GEOTECHNICAL DATA Preliminary geotechnical investigations have been performed by Cesare, Inc. J&T Consulting, Inc. (JT) estimated soil strength parameters based on the information from the geotechnical investigation and other stability analyses that have been performed on gravel mining operations along the Front Range. Table 1, on the following page, represents a summary of the soil strength parameters that were used in this stability analysis. J&T Consulting, Inc. Northern Colorado Constructors, Inc. - Bennett Pit Slope Stability Analysis Page 1 Table 1 - Soil Properties Description Max dry density (pcf) Saturated Density (pcf) Cohesion (psf) Internal Friction Angle Overburden 110 131 150 22 Sand and Gravel 110 125 0 35 Weathered Bedrock 125 141 100 18 Stable Bedrock 125 141 2000 20 Slurry Wall 100 110 0 45 DESIGN ANALYSIS AND CRITERIA The proposed mining slopes were analyzed using Clover Technologies Galena Slope Stability Analysis System, version 7.0. Galena was designed to analyze the slope stability of earth embankments subjected to several critical situations that may occur during the life of the embankment. For this project, five cases were identified as critical during the mining operation. Static and pseudo -static conditions were analyzed in each case. Pseudo -static peak acceleration factors (peak horizontal acceleration, or PHA) were taken from USGS information for the western United States. The 2% probability of exceedance in 50 years (the most conservative) was used. A peak acceleration factor of 0.10 x gravity was taken from this data. A conservative earthquake loading coefficient of 0.50 x PHA is often used for slope stability analyses (50% of PHA). We used an even more conservative approach and used 70% of the PHA for this area for our earthquake loading coefficient. Hence, 0.70 x 0.10 = 0.07. All mining side slopes will be 3H:1V. Case 1 — West Property Line of North Cell. The mining operation is adjacent to a private property with a ditch near the west property line of the site. The proposed setback for mining is 101 feet from the property line and 68 feet from the ditch. The mining depth was assumed to be 42 feet in this area based on bore log information in the geotechnical report. Case 2 — South Boundary of North Cell. The mining operation is adjacent to an oil and gas tank battery. The mining depth was assumed to be 44 feet in this area based on bore log information in the geotechnical report. The proposed mining setback was set 150 feet from the oil and gas tank battery. Case 3 — West Property Line of South Cell. The mining operation is adjacent to private property with overhead electrical line near the boundary. The mining depth was assumed to be 29 feet in this area based on bore log information in J&T Consulting, Inc. Northern Colorado Constructors, Inc. - Bennett Pit Slope Stability Analysis Page 2 the geotechnical report. The proposed mining setback was set 50 feet from the electrical utilities and 75 feet from the property line. Case 4 — South Property Line. The mining operation is adjacent to a pipeline easement and ROW along the South property line of the site. The mining depth was assumed to be 36 feet in this area based on bore log information in the geotechnical reports. The proposed mining setback was set 50 feet from the pipeline easement and 65 feet from the ROW. Case 5 — East Property Line. The mining operation is adjacent to a pipeline easement along the East side of the pit. The mining depth was assumed to be 43 feet in this area based on bore log information in the geotechnical reports. The proposed mining setback was set 60 feet from the pipeline easement. The cross -sections located in Appendix B show the estimated phreatic surface associated with each case as well as the geometry used in the mining. METHODOLOGY The mining embankment configuration shown in the computer analysis represents the estimated conditions for this site. If mining conditions differ from the estimated conditions, the slope stability will need to be re-evaluated on a case by case basis. The Bishop Method was used in the computer analysis for determining safety factors. The procedure searches for circular shear failures and automatically searches for the lowest safety factor. 20,000 separate failure surfaces were analyzed for each case. The required minimum safety factors are based on the current standards used by the Colorado State Engineer's Office (SEO) in evaluating embankment dams, and industry accepted standards for the evaluation of temporary structures during construction. SLOPE STABILITY RESULTS The SEO requires minimum safety factors of 1.3 for static condition analyses and 1.0 for pseudo -static (earthquake loading) condition analyses for Class I (high hazard) embankment dams. This design criteria was used to establish the desired minimum safety factors for this project and should be considered as highly conservative for evaluating alluvial mining slopes. The calculated factors of safety are within the design criteria specified for this project and can be considered indicators of the mining slope performance under the various conditions. The slopes were analyzed using full and empty reservoir conditions. The results of the static condition and pseudo -static condition slope stability analyses in Table 2 and Table 3. J&T Consulting, Inc. Northern Colorado Constructors, Inc. - Bennett Pit Slope Stability Analysis Page 3 Table 2 - Static Condition Slope Stability Analysis Results Description Calculated Factor Of Safety Required Minimum Factor Of Safety Case 1 — West Property Line of North Cell 1.43 1.30 Case 1 — West Property Line of North Cell Full Reservoir 2.71 1.30 Case 2 — South Boundary of North Cell 2.12 1.30 Case 2 — South Boundary of North Cell Full Reservoir 3.86 1.30 Case 3 — West Property Line of South Cell 1.51 1.30 Case 3 — West Property Line of South Cell Full Reservoir 2.71 1.30 Case 4 — South Property Line 1.35 1.30 Case 4 — South Property Line Full Reservoir 2.54 1.30 Case 5 — East Property Line 1.34 1.30 Case 5 — East Property Line Full Reservoir 2.58 1.30 Table 3 - Pseudo -Static Condition Slope Stability Analysis Results Description Calculated Factor Of Safety Required Minimum Factor Of Safety Case 1 — West Property Line of North Cell EQ 1.05 1.0 Case 1 — West Property Line of North Cell EQ Full Reservoir 1.68 1.0 Case 2 — South Boundary of North Cell EQ 1.42 1.0 Case 2 — South Boundary of North Cell EQ Full Reservoir 2.07 1.0 Case 3 — West Property Line of South Cell EQ 1.11 1.0 Case 3 — West Property Line of South Cell EQ Full Reservoir 1.70 1.0 Case 4 — South Property Line EQ 1.01 1.0 Case 4 — South Property Line Full Reservoir EQ 1.62 1.0 Case 5 — East Property Line EQ 1.00 1.0 Case 5 — East Property Line Full Reservoir EQ 1.63 1.0 J&T Consulting, Inc. Northern Colorado Constructors, Inc. - Bennett Pit Slope Stability Analysis Page 4 CONCLUSIONS AND RECOMMENDATIONS Case 1 - The resulting safety factor of 1.43 exceeds the SEO minimum requirement of 1.30 for an embankment during construction. The resulting safety factor of 1.05 is above the SEO minimum requirement of 1.0 for an embankment subject to earthquake loading. Using a normal water surface elevation in the reservoir provides greater safety factors, 2.71 under static loading and 1.68 under earthquake loads. The proposed setback of 68 feet from the ditch is satisfactory. Case 2 - The resulting safety factor of 2.12 exceeds the SEO minimum requirement of 1.30 for an embankment during construction. The resulting safety factor of 1.42 is above the SEO minimum requirement of 1.0 for an embankment subject to earthquake loading. Using a normal water surface elevation in the reservoir provides greater safety factors, 3.86 under static loading and 2.07 under earthquake loads. The proposed setback of 150 feet from the tank battery is satisfactory. Case 3 - The resulting safety factor of 1.51 exceeds the SEO minimum requirement of 1.30 for an embankment during construction. The resulting safety factor of 1.11 is above the SEO minimum requirement of 1.0 for an embankment subject to earthquake loading. Using a normal water surface elevation in the reservoir provides greater safety factors, 2.71 under static loading and 1.70 under earthquake loads. The proposed setback of 50 feet from the existing power line is satisfactory. Case 4 - The resulting safety factor of 1.35 exceeds the SEO minimum requirement of 1.30 for an embankment during construction. The resulting safety factor of 1.01 is above the SEO minimum requirement of 1.0 for an embankment subject to earthquake loading. Using a normal water surface elevation in the reservoir provides greater safety factors, 2.54 under static loading and 1.62 under earthquake loads. The proposed setback of 50 feet from the pipeline easement is satisfactory. Case 5 - The resulting safety factor of 1.34 exceeds the SEO minimum requirement of 1.30 for an embankment during construction. The resulting safety factor of 1.00 is above the SEO minimum requirement of 1.0 for an embankment subject to earthquake loading. Using a normal water surface elevation in the reservoir provides greater safety factors, 2.58 under static loading and 1.63 under earthquake loads. The proposed setback of 60 feet from the pipeline easement is satisfactory. J&T Consulting, Inc. Northern Colorado Constructors, Inc. - Bennett Pit Slope Stability Analysis Page 5 The following recommendations for monitoring of slope stability should be followed: 1. A visual inspection of the excavated slopes should be done on a weekly basis for the duration of mining. This inspection should consist of walking the existing ground and looking for any signs of stress cracks or other potential signs of slope failure. Some minor sloughing of slopes is expected on any mine site. The intent of this inspection is to locate potential major slope failures that could potentially extend back into a structure. 2. A visual inspection should be done after a major precipitation event that has saturated the ground using the same procedures. A major precipitation event would be defined as a storm that produces an intensity level reached once in 50 years on the average. 3. If a visual inspection detects signs of a potential slope failure, qualified personnel should be contacted to evaluate and recommend remediation work to stabilize the area. 4. If no visible signs of slope failure are detected during mining, then the inspection period could be reduced to once per 6 months after mining completion, or after every major precipitation event. J&T Consulting, Inc. Northern Colorado Constructors, Inc. - Bennett Pit Slope Stability Analysis Page 6 APPENDIX A LIJ&T Consulting, Inc. Northern Colorado Constructors, Inc. — Bennett Pit Slope Stability Analysis P:116116 Bennett Mine Permitting\Drawings\Plan SheetsWT-SlopeStability.dwg, slop -stab -loo, 11/2912016 9:48:13 AM L�Y.yy.? �� 'r��ri�lnF� • LEGEND: IMT III MIIMIIIInt 269 tee EXISTING CONTOURS PROPOSED CONTOURS EXISTING PROPERTY BOUNDARY EXISTING GAS EXISTING ELECTRIC EXISTING TELEPHONE MINING LIMIT SLURRY WALL PERMIT BOUNDARY Pitda 400 SCALE IN FEET •rriry .tea rri 7 7-74 CIO 1•D ITT O w Cd g.Jr CO Bennett Gravel Pit C tU a Location Map Slope Stability • mg Ls o o yr S Z w O O z REVISIONS c 5 }r3 C Y L u nn O z Jobs Dale ❑rewn By Deelpred Bp Checked Ey File .7'0 Sheet: 112916 CMSH TPY JOY JT SbpeStBbll{y I 1 APPENDIX B J&T Consulting, Inc. Northern Colorado Constructors, Inc. - Bennett Pit Slope Stability Analysis Sand and Grave Weathered Bedrock C-) O a) m n ca co -u) •a cn 1a�) = Ca a C Q �= a as SD a = C!5 m U = LZ Cip Factor of Safety. 0 0 N N a > 03 CO N N r a a) � U W a- UT Consulting, Inc. C 0 CL 0 N t•-•-• '4 - 0 0 U 0 O a) 0 co co our Apadoad IIeM kinlS T!Wi16uiuij O O N O r O O r O O 0 wcf- O O CO O N O O N O r C Licensed to: J & T Consu O W O wafti Project Bennett Pit Case 1 - Rapid Drawdown E c c O CO L C Q cn a) (I) Ca U a) c C a) m a) 0 0 2 CO c a) cu U Sand and Grave Weathered Bedrock C) 0 -o C) co Ca U) as (n CC N N Critical Factor of Safety: ti N - r r 0 0 N N ca N N r r JET Consulting, Inc. • T!Wi16uiuij O O t • t �i I t. O LO N O O N O 1O r O 10 O O O O 1O CO O LO (NJ O O N O r C Licensed to: J & T Consu E 0) L O LL ^ ` a) W N to ca CC CD C s= U CD CO 03 CO U C) Co -►_, 0 v Q) U OO a� Sand and Grave Weathered Bedrock C) 0 a) m co Cn Co •, Ct a C Q >, coca. L. _t as Ict O = CS N i_ U) 9 O ca_ v 05 U) N (Ni co O O CD LL U r --- TS 0 N N >' >- cO cO r r r r JET Consulting, Inc. Ira 4, IIEM anis Il�ll ,f b i! • I l O LCD N O O N O O O O O o cr, LCD C U) oej C U H 0 a) U_ O O mcf- 0 CO O O CO O N O O N O O Project Bennett Pit Case 2 - Rapid Drawdown E 0) C 0 Ca C "a a co c N a) CB U 0 c C m a) 17) co C a) co o U aj •1 11 Sand and Gravel Weathered Bedrock U O -a m a) Ca Z' t C/) Q CZ a C ±2 In _- Cs co m m a) d U CD 00 Co CO 4- O O CO LL Co U ti N- 0 r N N a CB Ca r r r r J&T Consulting, Inc. O O O to N O O N O O O to O O wict O to CO O O N O U) C Licensed to: J & T Consu 0 0 ti C 0 a) 4:z Q 0 'a) W ) E File: C:\Galena Models\Bennett Case 2 Fu co S c a) ocs C) � O Sand and Gravel Weathered Bedrock U 0 a) m n Cu Cl) C) ›-+ ice= c Q ›-1 L J p c `Cs CO co m a Co Q C) Ct I C/) 0 O (13 N- ti 0 0 N N >_ a (� (U r r r r J&'T Consulting, Inc. O d' O N O O O O N O N ("N O Co O O 00 CD O O N O LC) CO O O N O 1O O O c Licensed to: J & T Consu Project Bennett Pit Case 3 - Rapid Drawdown E c C 0 -o ('3 I- C -(3 a (a M a) U) (a U a) c C a) -o a) 0 (a c a) c'3 0 U C/) C) Sand and Grave Weathered Bedrock U) 0) co Q C Q - Q SD C2 C13 co a) U U U U co cn N Factor of Safety. (t3 Cc U ti ti 0 0 N N >_ a CZ CO C) J&T Consulting, Inc. r i!Wil Nuiuq, I • • • O CO r r r O O O 00 O O O O CO O O CO O U) N O O N O U) a, C Licensed to: J & T Consu 14( 0 a) a) p E C LL M a) (I) CQ U a) c C a) CO C) -o 0 c6 C a) ct3 CD U CL C Q) O C) O Sand and Gravel Weathered Bedrock C/) co 73 cn a) CB a E • s✓ .t Q ca e O t CO cn -4--0 • u) Co U a o U icC cry -a� cu O O co 1.15 co U 0 0 N N T CU Ca r r r r C) C) V) Cn U OO O J&T Consulting, Inc. 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Ca U U CO C/) cc ct M 4- O O U CO CO • • U r r J&T Consulting, Inc. r� 1 E w a) C CL 0 a) co codot ivawase au!Ia !d IIeM Aiin'S u 1!�u!fbu uu W I I I I I I I I I I O N O O 0 00 0 0 0 d' N O N N N o O 00 CO r 0 0 CO 0 0 CO O N O O N O LC) O 0 C) C U F- 06 0 t3 c C) U J O 0 ti C O N Q) ct z szt J Project Bennett Pit Case 5 - Rapid Drawdown E c C 0 Ca CD ��Ct,/ LL a) U a) C c a) m U) a) -C Ca C a) Co CD C.) a3 Q) Sc • Ct CD cu Sand and Gravel Weathered Bedrock 0 C) 0 Co Co Q) J� 9= CB C Q w a (a Cif cn l� ao a. U -rco Ct �- r C) W a a) v 0 Q J&T Consulting, Inc. 1 r O CD O vcr O N O O O O N r r O O O O O �!' N O O O U) CO O O Cr) O O N O to Licensed to: J & T Consulting O W (f) a) CL E 0) C) U) Co U 4a C C m U) a) 0 ca C CD Ca 0 U as Sand and Gravel Weathered Bedrock Stable Bedrock co (.1) a) >, i.._ (13 CL Q • >_+ c i a co In o c) c0 C L- ( CO (n .C1?) U • � t3 CD Cr Q 2 c) fC U Factor of Safety: J& T Consulting, Inc. Gun Apadoad 4 ua4!a Hem minis ;pi] 6uium 0 ti 0 0 L O LO N O O N O LO O O O LO O CD 0 0.6 U) C U F- O -) dO" a) U J O LO CO O O M O LO N O N O LC) O O Q 0 Project Bennett Pit Case 1 - Rapid Drawdown EQ E c O W c 0 -a co CM C 0 Q ca a) CO U a) c C CO (/) a) CO C a) cv 0 U :as Sand and Grave Weathered Bedrock 5 C) as Q . CO Cfl r Factor of Safety: — r 0 0 N N A(13 >_ N r r la Consulting, Inc. 17 a) C e a_ 0 0 0 a) 0 0 0 ti 0 0 68 ft Offset to Ditch our Apadoad mzicntgramsmosszzr u01!4 IIeM Minis ISMSSOW }moil 6uiuij O O O LO N O O N O LCD O O LO M O O CO O U) N O O N O LO C O O cn 0 C U F- 06 O U) a> U J C W O a) U) Q) i a) C Q) C U) O Co m U v CL E c 6 W U_ C) Co C) a) C c CO a) -0 O ca C (1) (13 U a; C) -o I- 0 C) 0 Sand and Gravel Weathered Bedrock op Co Q Fii -p Q) CZ Q . >-+ u i ca lip 0 -4-• 9 O a c.) iie u) co O 0 -46 U 0 0 N a a CO CO r r r r C) w J&T Consulting, Inc. rsi 41488 Nuel HEM Minis uru!W 0 ti 0 O I I I I I I I I I I I I I I • I t! F O (NJ O O N O O O U) O O O O d' O Un Cr) O CO O N O O N 0 0 ti c 0 U, Q) O W 0 E tp, C'1 W C O Co C Q Co N a) u) CB U a) C C m U) a) -o 0 Ca C a) cB C U Ct5 C) cu C a) -o a) 0 Sand and Grave Weathered Bedrock CZ Q 0 (/) 4) ca E Q C� }' a co O = CBcn 1� m U C) C/) CO O O U Co LL co a ti 0 N N > a CO CO a a) N W J&T Consulting, Inc. 1 0 O 0 O O • O U) N O O N O U) 0 O O LO O U) O O msr O U) CO O O CO O O N O to O O Licensed to: J & T Consulting itt co LLl L N a) Q) co Cll a) _ C LL_ m cn a) w N t= c (/) (1) (t3 _D U a) co CD U C) CL C a) 0 C) 0 Sand and Gravel Weathered Bedrock Stable Bedrock rits- Z` t u) 0) Cts • 0 i Ca U U U Factor of Safety: Ca N• Q U � r r r ii a) w J&I' Consulting, Inc. r� Gun _ 7(1.15T6ij ajod AM° neM anis Kalil uiu!W 0 ti 0 0 I I I I I I I I I 9 I C S c O O O O O O N O CO co 'cf- N N N r- r r O O O O O O cc O N O O OC0 O LO N O O N 0 O O a) C Licensed to: J & T Consu 0 0 O 0 CD /:�3 LL Cr 0 O t= to a) co 0O E c 0 w c 0 0 0 -a a CO M Q) 03 0 a) C co W 0 ca c a) C7 U Sand and Gravel Weathered Bedrock S U 0 CO 0 CO CO r CO 03 Q Cn Ct Q p Co 4. U) a) Q 0) cc O ti Critical Factor of Safety: 0 0 N N a a CO (13 r J&"1' Consulting, Inc. a) 0 a_ ^L` W ^O O 0 O 0 ti 0 0 II auij Apadoid I I II I II i clod Jamod ° I isI 1 T!W!16uiuij , , I F , 1 O O N O N N O CO r O CO r O r O N r O O r O O O O 00 O d' N 0 Co 0 CO O O N O r C) C Licensed to: J & T Consu o W J r ICC 0 a) a) c 23 U- M a) u) Ca U a) C a) m ) 0 CU c a) CU CD U Sand and Gravel Weathered Bedrock U) CO C Q p ca p a) O_ aJ a (0 a V U) L EE)CLiV I _ O �1nnv`` W ! ^ C ) ti ti r- r- 0 N a a cII c13 r- r- r- r - a) JET Consulting, Inc. O N N O O N O OO O CO O N O O O CO O O O O N O O CO O O CO O N O O N O LU C, C Licensed to: J & T Consu o W r 0 0 W O co p E co O w c 0 co I- 0 -a a cD au cB U C) c m 0 ca c a) ct3 CD 0 ci Q) Co CD C a) O Sand and Gravel Weathered Bedrock Co CO Q 0 CO a) CO t� C t: Q CO a O CB C!� E a O a U +-� N CR Factor of Safety: Ca -._. Q U ti h- 0 0 N N a >- (t3 CO r Q) 0) 0) � U W a- Consulting, Inc. 1 r 0 ti 0 0 10 tEiflt II II Mg II uwsae augadir it IIeM minis '70.Tru!um O O O cc O O CO CO r r O O O O N O O O CO O LO N O O N O LO O O 0) C Licensed to: J & T Consu O O ti C 0 U, a) Project Bennett Pit E 0 LLJ w O U - a) C to co CC- a) Li_ m nt -a (1) O o (13 co U a) CD C) C • L c Ct3 a) 0 Sand and Grave Weathered Bedrock U 0 C) CO CD CB C/) (/) (L) CZ a a O CB w U) m U Q o Utt O O CD O O U CO LL CO U 0 0 N N a a CO CO r r 4t - J&T Consulting, Inc. 1' Ira ti 0 0 ;uauUase2 auilad!d IIeM anis LOW I I I 1 1 I I I II I I I 0 0 0 N N (N CO w No 0 o O 0 0 0 CO C.fl Mt N O 0 v - LO CO 0 0 Co 0 N 0 0 N 0 0 0 Licensed to: J & T Consulting O O r C O U) a) Z szt J( cu "5; E rT W C 0 CD 0 a Ct Q) N CD U W n� W C 0 0 C) CZ a) Sand and Grave Weathered Bedrock 0 0 m 0 Co U) cu Q CB Q Q : ! Q, Ct S D _O a3 Cn L U� m a 0 U M CR r CO Ci) O 4C5 CO LL CO U t- t- 0 N N >' a Ctj CO r r r r C) LU JET Consulting, Inc. r� ivawasej aulla !d pM Ai niS miTITTEW I I I I I I I tot t 4 L'. 1 i II [ II F II I ii I r 4 f CO CD V O O O O O O O O CO CO N O O O Co O CO 0 N O O N LO O O 0) Licensed to: J & T Consu szt 0 w 0 Cv C/) Q) CC Li_ , ^` I W "aJ W CO U U 1_31 Q C3) LL. Ln a) (/) CB C.) (1) c C C.) N C.) 0 co C a) a3 CD U a) APPENDIX C ElJ&T Consulting, Inc. Northern Colorado Constructors, Inc. — Bennett Pit Slope Stability Analysis GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 1 Rapid Drawdown.gmf 08:03:22 Processed: 12 May 2017 DATA: Analysis 1 - Case 1 - Rapid Drawdown Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) 100.00 142.00 Profile: 2 (2 points) 100.00 138.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 349.50 142.00 Profile: 6 (2 points) 352.50 142.00 Profile: 7 (2 points) 352.50 138.00 Profile: 8 (2 points) 352.50 100.00 Unit weight of water/medium above ground: 62.400 Material beneath: 349.50 142. Material beneath: 349.50 138. Material beneath: 349.50 100. Material beneath: 349.50 97.0 Material beneath: 352.50 142 Material beneath: 427.00 142 Material beneath: 427.00 138 Material beneath: 427.00 100 1 - Overburden 00 2 - Sand and Gravel 00 3 - Weathered Bedrock 00 4 - Stable Bedrock 0 5 - Slurry Wall .00 1 - Overburden .00 2 - Sand and Gravel .00 3 - Weathered Bedrock .00 Profile: 9 (2 points) Material beneath: 4 - Stable Bedrock 349.50 97.00 427.00 97.00 Slope Surface (7 points) 100.00 100.00 200.00 100.00 326.00 142.00 394.00 142.00 408.00 139.00 422.00 142.00 427.00 142.00 Phreatic Surface (4 points) 100.00 100.00 200.00 100.00 317.00 139.00 427.00 139.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 408.00 YR: 139.00 Centre: XC: 262.26 YC: 342.12 Radius: R: 250.00 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 28.00 200.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 1 - Rapid Drawdown Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 3.028 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 1.43 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 205.79 101.93 394.00 142.00 254.16 336.80 239.80 1.428 <-- Critical Surface 2 204.74 101.58 394.00 142.00 251.69 345.05 247.96 1.429 3 203.68 101.23 394.00 142.00 249.21 353.27 256.12 1.429 4 202.63 100.88 394.00 142.00 246.74 361.46 264.29 1.432 5 199.47 100.00 394.00 142.00 240.44 381.73 284.69 1.433 6 201.58 100.53 394.00 142.00 244.26 369.61 272.45 1.433 7 200.53 100.18 394.00 142.00 241.78 377.74 280.61 1.435 8 207.89 102.63 394.00 142.00 258.16 324.56 227.55 1.436 9 196.32 100.00 394.00 142.00 238.03 389.87 292.86 1.436 10 198.42 100.00 394.00 142.00 239.33 385.86 288.78 1.437 11 205.79 101.93 394.00 142.00 253.23 341.15 243.88 1.439 12 206.84 102.28 394.00 142.00 255.70 332.88 235.71 1.440 13 204.74 101.58 394.00 142.00 250.76 349.38 252.04 1.440 14 195.26 100.00 394.00 142.00 236.94 394.00 296.94 1.441 15 197.37 100.00 394.00 142.00 238.23 389.99 292.86 1.442 16 203.68 101.23 394.00 142.00 248.29 357.58 260.20 1.442 17 199.47 100.00 394.00 142.00 239.52 385.98 288.78 1.442 18 202.63 100.88 394.00 142.00 245.82 365.75 268.37 1.443 19 201.58 100.53 394.00 142.00 243.34 373.89 276.53 1.444 20 200.53 100.18 394.00 142.00 240.86 382.00 284.69 1.444 21 204.74 101.58 395.47 141.68 252.28 349.10 252.04 1.445 22 192.11 100.00 394.00 142.00 234.57 402.13 305.10 1.445 23 194.21 100.00 394.00 142.00 235.85 398.13 301.02 1.446 24 202.63 100.88 395.47 141.68 247.38 365.49 268.37 1.446 25 196.32 100.00 394.00 142.00 237.13 394.12 296.94 1.446 26 198.42 100.00 394.00 142.00 238.42 390.11 292.86 1.447 27 208.95 102.98 394.00 142.00 259.70 320.61 223.47 1.447 28 201.58 100.53 395.47 141.68 244.92 373.64 276.53 1.447 29 200.53 100.18 395.47 141.68 242.46 381.76 284.69 1.449 30 203.68 101.23 395.47 141.68 249.83 357.31 260.20 1.449 31 207.89 102.63 394.00 142.00 257.24 328.95 231.63 1.450 32 193.16 100.00 394.00 142.00 234.76 402.25 305.10 1.450 33 191.05 100.00 394.00 142.00 233.49 406.26 309.18 1.450 34 195.26 100.00 394.00 142.00 236.04 398.25 301.02 1.450 35 197.37 100.00 394.00 142.00 237.32 394.24 296.94 1.451 36 198.42 100.00 395.47 141.68 240.03 389.89 292.86 1.451 37 199.47 100.00 394.00 142.00 238.61 390.23 292.86 1.451 38 207.89 102.63 395.47 141.68 258.70 328.62 231.63 1.452 39 205.79 101.93 394.00 142.00 252.31 345.49 247.96 1.452 40 200.53 100.18 394.00 142.00 239.94 386.25 288.78 1.453 41 201.58 100.53 394.00 142.00 242.42 378.15 280.61 1.453 42 204.74 101.58 394.00 142.00 249.84 353.70 256.12 1.454 43 202.63 100.88 394.00 142.00 244.90 370.03 272.45 1.454 44 203.68 101.23 394.00 142.00 247.37 361.88 264.29 1.454 45 206.84 102.28 395.47 141.68 256.26 336.93 239.80 1.454 46 206.84 102.28 394.00 142.00 254.77 337.24 239.80 1.454 47 195.26 100.00 395.47 141.68 237.66 398.02 301.02 1.454 48 194.21 100.00 394.00 142.00 234.96 402.37 305.10 1.455 49 205.79 101.93 395.47 141.68 253.81 345.19 247.96 1.455 50 192.11 100.00 394.00 142.00 233.69 406.37 309.18 1.455 51 196.32 100.00 394.00 142.00 236.23 398.36 301.02 1.455 52 190.00 100.00 394.00 142.00 232.42 410.38 313.27 1.455 53 197.37 100.00 395.47 141.68 238.94 394.01 296.94 1.455 54 198.42 100.00 394.00 142.00 237.51 394.35 296.94 1.455 55 204.74 101.58 395.47 141.68 251.37 353.42 256.12 1.456 56 199.47 100.00 395.47 141.68 240.23 390.01 292.86 1.456 57 202.63 100.88 395.47 141.68 246.47 369.78 272.45 1.458 58 193.16 100.00 394.00 142.00 235.65 398.01 301.02 1.458 59 201.58 100.53 395.47 141.68 244.01 377.91 280.61 1.458 60 210.00 103.33 394.00 142.00 261.23 316.65 219.39 1.458 61 203.68 101.23 395.47 141.68 248.92 361.61 264.29 1.459 62 200.53 100.18 395.47 141.68 241.56 386.02 288.78 1.459 63 194.21 100.00 395.47 141.68 236.58 402.15 305.10 1.459 64 195.26 100.00 394.00 142.00 235.14 402.48 305.10 1.459 65 193.16 100.00 394.00 142.00 233.88 406.49 309.18 1.459 66 197.37 100.00 394.00 142.00 236.42 398.48 301.02 1.459 67 191.05 100.00 394.00 142.00 232.62 410.50 313.27 1.460 68 196.32 100.00 395.47 141.68 237.86 398.14 301.02 1.460 69 199.47 100.00 394.00 142.00 237.69 394.47 296.94 1.460 70 204.74 101.58 396.95 141.37 252.89 353.13 256.12 1.460 71 203.68 101.23 396.95 141.37 250.46 361.34 264.29 1.460 72 198.42 100.00 395.47 141.68 239.14 394.13 296.94 1.460 73 202.63 100.88 396.95 141.37 248.03 369.52 272.45 1.460 74 208.95 102.98 394.00 142.00 258.77 325.01 227.55 1.461 75 200.53 100.18 394.00 142.00 239.02 390.49 292.86 1.462 76 201.58 100.53 396.95 141.37 245.60 377.66 280.61 1.462 77 201.58 100.53 394.00 142.00 241.50 382.41 284.69 1.463 78 207.89 102.63 394.00 142.00 256.31 333.32 235.71 1.463 79 208.95 102.98 395.47 141.68 260.23 324.68 227.55 1.463 80 191.05 100.00 395.47 141.68 234.24 410.27 313.27 1.463 81 196.32 100.00 394.00 142.00 235.33 402.60 305.10 1.464 82 194.21 100.00 394.00 142.00 234.07 406.60 309.18 1.464 83 198.42 100.00 394.00 142.00 236.60 398.59 301.02 1.464 84 193.16 100.00 395.47 141.68 235.51 406.27 309.18 1.464 85 202.63 100.88 394.00 142.00 243.98 374.30 276.53 1.464 86 192.11 100.00 394.00 142.00 232.81 410.61 313.27 1.464 87 195.26 100.00 395.47 141.68 236.78 402.26 305.10 1.464 88 190.00 100.00 394.00 142.00 231.55 414.62 317.35 1.464 89 200.53 100.18 396.95 141.37 243.16 385.79 288.78 1.465 90 197.37 100.00 395.47 141.68 238.05 398.26 301.02 1.465 91 203.68 101.23 394.00 142.00 246.45 366.17 268.37 1.465 92 199.47 100.00 395.47 141.68 239.33 394.25 296.94 1.466 93 207.89 102.63 395.47 141.68 257.79 333.01 235.71 1.466 94 204.74 101.58 394.00 142.00 248.92 358.00 260.20 1.466 95 206.84 102.28 395.47 141.68 255.35 341.29 243.88 1.466 96 205.79 101.93 394.00 142.00 251.39 349.81 252.04 1.466 97 205.79 101.93 395.47 141.68 254.72 340.85 243.88 1.467 98 206.84 102.28 394.00 142.00 253.85 341.58 243.88 1.467 99 205.79 101.93 395.47 141.68 252.91 349.53 252.04 1.467 Critical Failure Surface (circle 1) Intersects: XL: 205.79 YL: 101.93 Centre: XC: 254.16 YC: 336.80 Generated failure surface: (20 points) 205.79 101.93 216.04 100.05 257.56 97.03 267.98 97.40 309.17 103.40 319.26 106.01 358.20 120.75 367.49 125.47 XR: 394.00 YR: 142.00 Radius: R: 239.80 226.36 98.62 278.36 98.23 329.23 109.06 376.56 130.60 236.73 97.63 288.71 99.50 339.05 112.53 385.41 136.11 Slice Geometry and Properties - Critical Failure Surface (circle 1, 43 slices) Slice X -S Base X -Left Area Angle Width Length Matl Cohesion 1 205.79 6.79 -10.4 5.12 5.21 2 0.00 35.0 2 210.91 20.36 -10.4 5.12 5.21 2 0.00 35.0 3 216.04 33.62 -7.9 5.16 5.21 3 100.00 18.0 4 221.20 46.19 -7.9 5.16 5.21 3 100.00 18.0 5 226.36 58.51 -5.4 5.19 5.21 3 100.00 18.0 6 231.55 70.02 -5.4 5.19 5.21 3 100.00 18.0 247.14 97.10 298.98 101.23 348.72 116.43 394.00 142.00 Pore Water Normal Test Phi Weight Force Stress Factor 848.19 430.48 173.70 1.12 2544.57 1291.43 521.09 1.12 4227.92 2117.99 842.74 1.04 5858.86 2910.16 1164.11 1.04 7448.48 3667.18 1458.89 1.03 8928.94 4389.08 1747.53 1.03 7 236.73 81.23 -2.9 5.20 5.21 3 100.00 18.0 10361.34 5075.16 2006.79 1.01 8 241.94 91.63 -2.9 5.20 5.21 3 100.00 18.0 11684.32 5725.40 2262.56 1.01 9 247.14 101.59 -0.4 5.21 5.21 3 100.00 18.0 12941.48 6339.23 2486.61 1.00 10 252.35 110.84 -0.4 5.21 5.21 3 100.00 18.0 14101.40 6916.65 2709.42 1.00 11 257.56 119.43 2.1 5.21 5.21 3 100.00 18.0 15168.35 7457.04 2898.60 0.99 12 262.77 127.49 2.1 5.21 5.21 3 100.00 18.0 16160.68 7960.52 3088.40 0.99 13 267.98 134.61 4.5 5.19 5.21 3 100.00 18.0 17025.73 8426.49 3243.03 0.99 14 273.17 141.46 4.5 5.19 5.21 3 100.00 18.0 17847.02 8854.97 3399.82 0.99 15 278.36 147.05 7.0 5.17 5.21 3 100.00 18.0 18501.79 9245.70 3520.26 0.98 16 283.53 152.66 7.0 5.17 5.21 3 100.00 18.0 19150.40 9598.52 3644.12 0.98 17 288.71 89.71 9.5 2.96 3.00 3 100.00 18.0 11225.03 5675.98 3711.46 0.98 18 291.67 112.90 9.5 3.66 3.71 2 0.00 35.0 14112.07 7143.30 3710.29 0.94 19 295.32 115.11 9.5 3.66 3.71 2 0.00 35.0 14388.94 7283.45 3783.08 0.94 20 298.98 163.45 12.0 5.10 5.21 2 0.00 35.0 20430.67 10427.58 3819.26 0.93 21 304.08 166.57 12.0 5.10 5.21 2 0.00 35.0 20821.61 10627.11 3892.34 0.93 22 309.17 160.07 14.5 4.83 4.98 2 0.00 35.0 20008.44 10317.24 3912.76 0.92 23 314.00 100.39 14.5 3.00 3.10 2 0.00 35.0 12558.36 6471.01 3949.82 0.92 24 317.00 76.18 14.5 2.26 2.34 2 0.00 35.0 9540.86 4855.03 3974.98 0.92 25 319.26 113.83 17.0 3.37 3.52 2 0.00 35.0 14275.23 7138.13 3949.54 0.91 26 322.63 114.14 17.0 3.37 3.52 2 0.00 35.0 14337.09 6911.79 3957.13 0.91 27 326.00 107.95 17.0 3.23 3.38 2 0.00 35.0 13571.14 6411.83 3903.27 0.91 28 329.23 157.55 19.5 4.91 5.21 2 0.00 35.0 19811.33 9453.09 3705.20 0.90 29 334.14 149.01 19.5 4.91 5.21 2 0.00 35.0 18744.06 8887.93 3504.01 0.90 30 339.05 137.67 22.0 4.83 5.21 2 0.00 35.0 17324.35 8288.34 3255.98 0.90 31 343.88 128.25 22.0 4.83 5.21 2 0.00 35.0 16146.62 7654.34 3032.39 0.90 32 348.72 19.93 24.5 0.78 0.86 2 0.00 35.0 2509.89 1204.81 2869.10 0.90 33 349.50 73.58 24.5 3.00 3.30 5 0.00 45.0 8094.30 4427.76 2370.62 0.83 34 352.50 128.52 24.5 5.70 6.26 2 0.00 35.0 16201.98 7638.83 2546.46 0.90 35 358.20 93.21 27.0 4.64 5.21 2 0.00 35.0 11762.68 5550.05 2239.80 0.90 36 362.84 82.24 27.0 4.64 5.21 2 0.00 35.0 10391.46 4782.08 1974.06 0.90 37 367.49 69.18 29.4 4.54 5.21 2 0.00 35.0 8755.83 3981.68 1677.04 0.90 38 372.02 57.55 29.4 4.54 5.21 2 0.00 35.0 7303.02 3148.82 1391.61 0.90 39 376.56 44.33 31.9 4.42 5.21 2 0.00 35.0 5647.38 2284.32 1080.83 0.90 40 380.98 32.14 31.9 4.42 5.21 2 0.00 35.0 4124.01 1388.19 776.69 0.90 41 385.41 13.65 34.4 2.76 3.35 2 0.00 35.0 1772.22 406.21 511.18 0.91 42 388.16 5.11 34.4 1.46 1.77 1 150.00 22.0 668.89 55.18 328.75 1.02 43 389.62 6.56 34.4 4.38 5.31 1 150.00 22.0 860.00 0.00 104.25 1.02 X -S Area: 3962.25 Path Length: 197.99 X -S Weight: 498186.97 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 1 Full.gmf Processed: 12 May 2017 08:01:27 DATA: Analysis 1 - Case 1 - Full Reservoir Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) 100.00 142.00 Profile: 2 (2 points) 100.00 138.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 349.50 142.00 Profile: 6 (2 points) 352.50 142.00 Profile: 7 (2 points) 352.50 138.00 Profile: 8 (2 points) 352.50 100.00 Profile: 9 (2 points) Unit weight of water/medium above ground: 62.400 Material beneath: 349.50 142. Material beneath: 349.50 138. Material beneath: 349.50 100 Material beneath: 349.50 97.0 Material beneath: 352.50 142 Material beneath: 427.00 142 Material beneath: 427.00 138 Material beneath: 427.00 100 Material beneath: 1 - Overburden 00 2 - Sand and Gravel 00 3 - Weathered Bedrock .00 4 - Stable Bedrock 0 5 - Slurry Wall .00 1 - Overburden .00 2 - Sand and Gravel .00 3 - Weathered Bedrock .00 4 - Stable Bedrock 349.50 97.00 427.00 97.00 Slope Surface (7 points) 100.00 100.00 200.00 100.00 326.00 142.00 394.00 142.00 422.00 142.00 427.00 142.00 Phreatic Surface (2 points) 100.00 139.00 427.00 139.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 408.00 YR: 139.00 Centre: XC: 262.26 YC: 342.12 Radius: R: 250.00 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 28.00 200.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 1 - Full Reservoir Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 5.586 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 2.71 408.00 139.00 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left 1 205.79 2 204.74 3 203.68 4 207.89 5 202.63 6 201.58 7 199.47 8 205.79 9 200.53 10 206.84 11 204.74 12 196.32 13 198.42 Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 101.93 394.00 142.00 254.16 336.80 239.80 2.707 <-- Critical Surface 101.58 394.00 142.00 251.69 345.05 247.96 2.712 101.23 394.00 142.00 249.21 353.27 256.12 2.714 102.63 394.00 142.00 258.16 324.56 227.55 2.718 100.88 394.00 142.00 246.74 361.46 264.29 2.720 100.53 394.00 142.00 244.26 369.61 272.45 2.724 100.00 394.00 142.00 240.44 381.73 284.69 2.726 101.93 394.00 142.00 253.23 341.15 243.88 2.727 100.18 394.00 142.00 241.78 377.74 280.61 2.728 102.28 394.00 142.00 255.70 332.88 235.71 2.728 101.58 394.00 142.00 250.76 349.38 252.04 2.731 100.00 394.00 142.00 238.03 389.87 292.86 2.733 100.00 394.00 142.00 239.33 385.86 288.78 2.734 14 208.95 102.98 394.00 142.00 259.70 320.61 223.47 2.734 15 203.68 101.23 394.00 142.00 248.29 357.58 260.20 2.736 16 204.74 101.58 395.47 141.68 252.28 349.10 252.04 2.738 17 202.63 100.88 394.00 142.00 245.82 365.75 268.37 2.739 18 195.26 100.00 394.00 142.00 236.94 394.00 296.94 2.741 19 197.37 100.00 394.00 142.00 238.23 389.99 292.86 2.742 20 201.58 100.53 394.00 142.00 243.34 373.89 276.53 2.742 21 199.47 100.00 394.00 142.00 239.52 385.98 288.78 2.742 22 202.63 100.88 395.47 141.68 247.38 365.49 268.37 2.742 23 207.89 102.63 394.00 142.00 257.24 328.95 231.63 2.742 24 207.89 102.63 395.47 141.68 258.70 328.62 231.63 2.743 25 200.53 100.18 394.00 142.00 240.86 382.00 284.69 2.745 26 201.58 100.53 395.47 141.68 244.92 373.64 276.53 2.747 27 206.84 102.28 395.47 141.68 256.26 336.93 239.80 2.749 28 196.32 100.00 394.00 142.00 237.13 394.12 296.94 2.750 29 194.21 100.00 394.00 142.00 235.85 398.13 301.02 2.750 30 205.79 101.93 394.00 142.00 252.31 345.49 247.96 2.750 31 203.68 101.23 395.47 141.68 249.83 357.31 260.20 2.750 32 198.42 100.00 394.00 142.00 238.42 390.11 292.86 2.750 33 192.11 100.00 394.00 142.00 234.57 402.13 305.10 2.750 34 200.53 100.18 395.47 141.68 242.46 381.76 284.69 2.751 35 210.00 103.33 394.00 142.00 261.23 316.65 219.39 2.751 36 205.79 101.93 395.47 141.68 253.81 345.19 247.96 2.752 37 206.84 102.28 394.00 142.00 254.77 337.24 239.80 2.754 38 204.74 101.58 394.00 142.00 249.84 353.70 256.12 2.754 39 198.42 100.00 395.47 141.68 240.03 389.89 292.86 2.756 40 203.68 101.23 394.00 142.00 247.37 361.88 264.29 2.757 41 204.74 101.58 395.47 141.68 251.37 353.42 256.12 2.757 42 197.37 100.00 394.00 142.00 237.32 394.24 296.94 2.757 43 195.26 100.00 394.00 142.00 236.04 398.25 301.02 2.757 44 199.47 100.00 394.00 142.00 238.61 390.23 292.86 2.757 45 202.63 100.88 394.00 142.00 244.90 370.03 272.45 2.758 46 193.16 100.00 394.00 142.00 234.76 402.25 305.10 2.758 47 208.95 102.98 394.00 142.00 258.77 325.01 227.55 2.758 48 201.58 100.53 394.00 142.00 242.42 378.15 280.61 2.759 49 191.05 100.00 394.00 142.00 233.49 406.26 309.18 2.759 50 200.53 100.18 394.00 142.00 239.94 386.25 288.78 2.760 51 208.95 102.98 395.47 141.68 260.23 324.68 227.55 2.760 52 204.74 101.58 396.95 141.37 252.89 353.13 256.12 2.762 53 202.63 100.88 395.47 141.68 246.47 369.78 272.45 2.763 54 195.26 100.00 395.47 141.68 237.66 398.02 301.02 2.763 55 197.37 100.00 395.47 141.68 238.94 394.01 296.94 2.764 56 203.68 101.23 396.95 141.37 250.46 361.34 264.29 2.764 57 199.47 100.00 395.47 141.68 240.23 390.01 292.86 2.765 58 198.42 100.00 394.00 142.00 237.51 394.35 296.94 2.765 59 196.32 100.00 394.00 142.00 236.23 398.36 301.02 2.765 60 201.58 100.53 395.47 141.68 244.01 377.91 280.61 2.765 61 207.89 102.63 394.00 142.00 256.31 333.32 235.71 2.765 62 203.68 101.23 395.47 141.68 248.92 361.61 264.29 2.765 63 194.21 100.00 394.00 142.00 234.96 402.37 305.10 2.765 64 192.11 100.00 394.00 142.00 233.69 406.37 309.18 2.766 65 207.89 102.63 395.47 141.68 257.79 333.01 235.71 2.766 66 202.63 100.88 396.95 141.37 248.03 369.52 272.45 2.767 67 190.00 100.00 394.00 142.00 232.42 410.38 313.27 2.767 68 200.53 100.18 395.47 141.68 241.56 386.02 288.78 2.767 69 206.84 102.28 395.47 141.68 255.35 341.29 243.88 2.770 70 194.21 100.00 395.47 141.68 236.58 402.15 305.10 2.771 71 193.16 100.00 394.00 142.00 235.65 398.01 301.02 2.771 72 196.32 100.00 395.47 141.68 237.86 398.14 301.02 2.772 73 199.47 100.00 394.00 142.00 237.69 394.47 296.94 2.772 74 198.42 100.00 395.47 141.68 239.14 394.13 296.94 2.772 75 197.37 100.00 394.00 142.00 236.42 398.48 301.02 2.772 76 195.26 100.00 394.00 142.00 235.14 402.48 305.10 2.773 77 205.79 101.93 395.47 141.68 254.72 340.85 243.88 2.773 78 201.58 100.53 396.95 141.37 245.60 377.66 280.61 2.773 79 193.16 100.00 394.00 142.00 233.88 406.49 309.18 2.773 80 205.79 101.93 395.47 141.68 252.91 349.53 252.04 2.774 81 205.79 101.93 394.00 142.00 251.39 349.81 252.04 2.774 82 201.58 100.53 394.00 142.00 241.50 382.41 284.69 2.774 83 200.53 100.18 394.00 142.00 239.02 390.49 292.86 2.774 84 191.05 100.00 394.00 142.00 232.62 410.50 313.27 2.775 85 202.63 100.88 394.00 142.00 243.98 374.30 276.53 2.775 86 204.74 101.58 394.00 142.00 248.92 358.00 260.20 2.775 87 203.68 101.23 394.00 142.00 246.45 366.17 268.37 2.775 88 206.84 102.28 396.95 141.37 256.83 340.98 243.88 2.775 89 206.84 102.28 394.00 142.00 253.85 341.58 243.88 2.777 90 210.00 103.33 394.00 142.00 260.31 321.07 223.47 2.777 91 210.00 103.33 395.47 141.68 261.75 320.73 223.47 2.778 92 205.79 101.93 396.95 141.37 254.41 349.24 252.04 2.779 93 198.42 100.00 394.00 142.00 236.60 398.59 301.02 2.779 94 196.32 100.00 394.00 142.00 235.33 402.60 305.10 2.779 95 193.16 100.00 395.47 141.68 235.51 406.27 309.18 2.779 96 195.26 100.00 395.47 141.68 236.78 402.26 305.10 2.779 97 197.37 100.00 395.47 141.68 238.05 398.26 301.02 2.780 98 191.05 100.00 395.47 141.68 234.24 410.27 313.27 2.780 99 200.53 100.18 396.95 141.37 243.16 385.79 288.78 2.780 Critical Failure Surface (circle 1) Intersects: XL: 205.79 YL: 101.93 Centre: XC: 254.16 YC: 336.80 Generated failure surface: (20 points) 205.79 101.93 216.04 100.05 257.56 97.03 267.98 97.40 309.17 103.40 319.26 106.01 358.20 120.75 367.49 125.47 XR: 394.00 YR: 142.00 Radius: R: 239.80 226.36 98.62 278.36 98.23 329.23 109.06 376.56 130.60 236.73 97.63 288.71 99.50 339.05 112.53 385.41 136.11 Slice Geometry and Properties - Critical Failure Surface (circle 1, 43 slices) Slice X -S Base X -Left Area Angle 1 205.79 6.79 -10.4 5.12 5.21 2 210.91 20.36 -10.4 5.12 5.21 3 216.04 33.62 -7.9 5.16 5.21 4 221.20 46.19 -7.9 5.16 5.21 5 226.36 58.51 -5.4 5.19 5.21 6 231.55 70.02 -5.4 5.19 5.21 7 236.73 81.23 -2.9 5.20 5.21 Width Length Matl Cohesion 2 0.00 35.0 2 0.00 35.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 PoreWater Phi Weight 247.14 97.10 298.98 101.23 348.72 116.43 394.00 142.00 Normal Test Force Stress Factor 848.19 12205.18 2429.51 1.07 2544.57 12510.70 2662.18 1.07 4227.92 12779.88 2877.75 1.03 5858.86 13012.71 3089.21 1.03 7448.48 13209.02 3279.28 1.02 8928.94 13368.81 3458.49 1.02 10361.34 13491.85 3614.78 1.01 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 241.94 247.14 252.35 257.56 262.77 267.98 273.17 278.36 283.53 288.71 291.67 295.32 298.98 304.08 309.17 314.00 317.00 319.26 322.63 326.00 329.23 334.14 339.05 343.88 348.72 349.50 352.50 358.20 362.84 367.49 372.02 376.56 380.98 385.41 388.16 389.62 91.63 101.59 110.84 119.43 127.49 134.61 141.46 147.05 152.66 89.71 112.90 115.11 163.45 166.57 160.07 100.39 76.18 113.83 114.14 107.95 157.55 149.01 137.67 128.25 19.93 73.58 128.52 93.21 82.24 69.18 57.55 44.33 32.14 13.65 5.11 6.56 -2.9 5.20 5.21 3 100.00 18.0 11684.32 13578.14 3761.59 1.01 -0.4 5.21 5.21 3 100.00 18.0 12941.48 13627.69 3884.19 1.00 -0.4 5.21 5.21 3 100.00 18.0 14101.40 13 640.48 3998.54 1.00 2.1 5.21 5.21 3 100.00 18.0 15168.35 13616.38 4087.59 1.00 2.1 5.21 5.21 3 100.00 18.0 •16160.68 13555.60 4169.44 1.00 4.5 5.19 5.21 3 100.00 18.0 17025.73 13457.97 4225.10 0.99 4.5 5.19 5.21 3 100.00 18.0 17847.02 13323.54 4274.50 0.99 7.0 5.17 5.21 3 100.00 18.0 18501.79 13152.65 4297.00 0.99 7.0 5.17 5.21 3 100.00 18.0 19150.40 12945.07 4314.04 0.99 9.5 2.96 3.00 3 100.00 18.0 11225.03 7349.75 4306.87 0.99 9.5 3.66 3.71 2 0.00 35.0 14112.07 8957.05 4265.77 0.97 9.5 3.66 3.71 2 0.00 35.0 14388.94 8814.88 4263.77 0.97 12.0 5.10 5.21 2 0.00 35.0 20430.67 12104.05 4226.08 0.97 12.0 5.10 5.21 2 0.00 35.0 20821.61 11751.30 4194.79 0.97 14.5 4.83 4.98 2 0.00 35.0 20008.44 10878.36 4128.98 0.97 14.5 3.00 3.10 2 0.00 35.0 12558.36 6567.69 4085.72 0.97 14.5 2.26 2.34 2 0.00 35.0 9540.86 4855.03 4081.73 0.97 17.0 3.37 3.52 2 0.00 35.0 17.0 3.37 3.52 2 0.00 35.0 17.0 3.23 3.38 2 0.00 35.0 19.5 4.91 5.21 2 0.00 35.0 19.5 4.91 5.21 2 0.00 35.0 22.0 4.83 5.21 2 0.00 35.0 22.0 4.83 5.21 2 0.00 35.0 24.5 0.78 0.86 2 0.00 35.0 24.5 3.00 3.30 5 0.00 45.0 24.5 5.70 6.26 2 0.00 35.0 27.0 4.64 5.21 2 0.00 35.0 27.0 4.64 5.21 2 0.00 35.0 29.4 4.54 5.21 2 0.00 35.0 29.4 4.54 5.21 2 0.00 35.0 31.9 4.42 5.21 2 0.00 35.0 31.9 4.42 5.21 2 0.00 35.0 34.4 2.76 3.35 2 0.00 35.0 34.4 1.46 1.77 1 150.00 22.0 34.4 4.38 5.31 1 150.00 22.0 14275.23 7138.13 4075.87 0.97 14337.09 6911.79 4088.18 0.97 13571.14 6411.83 4034.92 0.97 19811.33 9453.09 3847.36 0.97 18744.06 8887.93 3639.20 0.97 17324.35 8288.34 3397.09 0.98 16146.62 7654.34 3164.87 0.98 2509.89 1204.81 3008.07 0.98 8094.30 4427.76 2503.16 0.94 16201.98 7638.83 2671.71 0.98 11762.68 5550.05 2362.22 0.99 10391.46 4782.08 2084.15 0.99 8755.83 3981.68 1781.32 1.00 7303.02 3148.82 1481.54 1.00 5647.38 2284.32 1160.80 1.01 4124.01 1388.19 840.21 1.01 1772.22 406.21 563.80 1.03 668.89 55.18 384.40 1.10 860.00 0.00 143.81 1.10 X -S Area: 3962.25 Path Length: 197.99 X -S Weight: 498186.97 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 2 Rapid Drawdown.gmf 15:11:09 Processed: 11 May 2017 DATA: Analysis 1 - Case 2 - Rapid Drawdown Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) 100.00 144.00 Profile: 2 (2 points) 100.00 139.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 355.50 144.00 Profile: 6 (2 points) 358.50 144.00 Profile: 7 (2 points) 358.50 139.00 Profile: 8 (2 points) 358.50 100.00 Unit weight of water/medium above ground: 62.400 Material beneath: 1 - 355.50 144.00 Material beneath: 2 - 355.50 139.00 Material beneath: 3 - 355.50 100.00 Material beneath: 4 - 355.50 97.00 Material beneath: 5 - 358.50 144.00 Material beneath: 1 - 492.00 144.00 Material beneath: 2 - 492.00 139.00 Material beneath: 3 - 492.00 100.00 Overburden Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Profile: 9 (2 points) Material beneath: 4 - Stable Bedrock 355.50 97.00 492.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 332.00 144.00 492.00 144.00 Phreatic Surface (4 points) 100.00 100.00 200.00 100.00 323.00 141.00 492.00 141.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 487.00 YR: 144.00 Centre: XC: 287.02 YC: 490.42 Radius: R: 400.00 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 10.00 300.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 2 - Rapid Drawdown Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 3.752 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 2.12 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left 1 202.63 2 200.53 3 203.68 4 203.68 5 201.58 6 204.74 7 204.74 8 201.58 9 202.63 10 202.63 11 202.63 12 202.63 13 205.79 Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 100.88 482.00 144.00 266.07 616.38 519.39 2.123 <-- Critical Surface 100.18 482.00 144.00 259.54 647.00 550.00 2.126 101.23 482.53 144.00 269.25 604.12 507.14 2.128 101.23 482.00 144.00 268.84 604.17 507.14 2.132 100.53 482.53 144.00 262.74 634.79 537.76 2.132 101.58 482.00 144.00 271.59 591.94 494.90 2.134 101.58 482.53 144.00 272.00 591.89 494.90 2.134 100.53 482.00 144.00 262.32 634.84 537.76 2.138 100.88 483.58 144.00 266.35 622.51 525.51 2.138 100.88 482.00 144.00 265.10 622.66 525.51 2.138 100.88 483.05 144.00 265.93 622.56 525.51 2.138 100.88 482.53 144.00 265.52 622.61 525.51 2.138 101.93 482.00 144.00 274.33 579.69 482.65 2.139 14 205.79 101.93 482.53 144.00 274.73 579.63 482.65 2.142 15 203.68 101.23 483.58 144.00 269.11 610.31 513.27 2.143 16 203.68 101.23 482.53 144.00 268.28 610.41 513.27 2.144 17 203.68 101.23 482.00 144.00 267.87 610.46 513.27 2.144 18 203.68 101.23 483.05 144.00 268.69 610.36 513.27 2.144 19 206.84 102.28 482.00 144.00 277.06 567.42 470.41 2.145 20 201.58 100.53 482.00 144.00 261.35 641.11 543.88 2.146 21 201.58 100.53 482.53 144.00 261.77 641.06 543.88 2.146 22 201.58 100.53 483.58 144.00 262.61 640.97 543.88 2.147 23 201.58 100.53 484.11 144.00 263.03 640.92 543.88 2.147 24 203.68 101.23 484.11 144.00 269.52 610.25 513.27 2.148 25 201.58 100.53 484.63 144.00 263.45 640.87 543.88 2.148 26 204.74 101.58 482.53 144.00 271.03 598.19 501.02 2.149 27 201.58 100.53 483.05 144.00 262.19 641.02 543.88 2.150 28 204.74 101.58 482.00 144.00 270.62 598.25 501.02 2.150 29 204.74 101.58 484.63 144.00 272.67 597.97 501.02 2.151 30 204.74 101.58 484.11 144.00 272.26 598.03 501.02 2.152 31 204.74 101.58 483.05 144.00 271.44 598.14 501.02 2.152 32 202.63 100.88 482.00 144.00 264.13 628.94 531.63 2.153 33 202.63 100.88 483.05 144.00 264.97 628.84 531.63 2.153 34 202.63 100.88 485.16 144.00 266.63 628.64 531.63 2.154 35 202.63 100.88 483.58 144.00 265.38 628.79 531.63 2.154 36 202.63 100.88 484.63 144.00 266.22 628.69 531.63 2.154 37 202.63 100.88 484.11 144.00 265.80 628.74 531.63 2.154 38 205.79 101.93 484.11 144.00 274.99 585.78 488.78 2.155 39 205.79 101.93 483.58 144.00 274.58 585.84 488.78 2.156 40 205.79 101.93 483.05 144.00 274.18 585.90 488.78 2.157 41 205.79 101.93 482.00 144.00 273.37 586.01 488.78 2.157 42 201.58 100.53 483.05 144.00 263.16 634.74 537.76 2.158 43 201.58 100.53 482.00 144.00 260.38 647.37 550.00 2.158 44 201.58 100.53 482.53 144.00 260.80 647.33 550.00 2.159 45 203.68 101.23 484.11 144.00 268.56 616.55 519.39 2.160 46 202.63 100.88 482.53 144.00 264.55 628.89 531.63 2.160 47 206.84 102.28 484.11 144.00 277.71 573.51 476.53 2.160 48 204.74 101.58 483.58 144.00 271.85 598.08 501.02 2.160 49 201.58 100.53 483.05 144.00 261.23 647.28 550.00 2.160 50 203.68 101.23 483.58 144.00 268.14 616.60 519.39 2.160 51 203.68 101.23 482.00 144.00 266.90 616.75 519.39 2.160 52 203.68 101.23 483.05 144.00 267.73 616.65 519.39 2.160 53 203.68 101.23 482.53 144.00 267.32 616.70 519.39 2.160 54 206.84 102.28 483.58 144.00 277.31 573.57 476.53 2.160 55 201.58 100.53 483.58 144.00 261.65 647.24 550.00 2.161 56 206.84 102.28 483.05 144.00 276.90 573.63 476.53 2.161 57 203.68 101.23 485.16 144.00 269.38 616.44 519.39 2.161 58 206.84 102.28 482.53 144.00 276.50 573.69 476.53 2.162 59 201.58 100.53 484.11 144.00 262.07 647.19 550.00 2.162 60 201.58 100.53 485.16 144.00 262.91 647.10 550.00 2.162 61 201.58 100.53 485.68 144.00 263.33 647.05 550.00 2.162 62 206.84 102.28 482.00 144.00 276.10 573.75 476.53 2.162 63 201.58 100.53 486.21 144.00 263.75 647.00 550.00 2.162 64 203.68 101.23 485.68 144.00 269.79 616.39 519.39 2.163 65 207.89 102.63 483.05 144.00 279.62 561.34 464.29 2.164 66 207.89 102.63 482.53 144.00 279.22 561.41 464.29 2.165 67 205.79 101.93 482.53 144.00 273.77 585.95 488.78 2.165 68 207.89 102.63 482.00 144.00 278.82 561.47 464.29 2.165 69 207.89 102.63 483.58 144.00 280.02 561.28 464.29 2.165 70 204.74 101.58 485.68 144.00 272.53 604.17 507.14 2.166 71 204.74 101.58 486.21 144.00 272.93 604.12 507.14 2.166 72 203.68 101.23 484.63 144.00 268.97 616.50 519.39 2.166 73 204.74 101.58 483.05 144.00 270.48 604.44 507.14 2.166 74 204.74 101.58 482.53 144.00 270.07 604.50 507.14 2.166 75 202.63 100.88 482.00 144.00 263.16 635.21 537.76 2.167 76 204.74 101.58 482.00 144.00 269.66 604.55 507.14 2.167 77 204.74 101.58 484.11 144.00 271.30 604.33 507.14 2.167 78 202.63 100.88 482.53 144.00 263.58 635.17 537.76 2.167 79 204.74 101.58 484.63 144.00 271.71 604.28 507.14 2.168 80 202.63 100.88 483.05 144.00 264.00 635.12 537.76 2.168 81 208.95 102.98 482.00 144.00 281.53 549.16 452.04 2.168 82 201.58 100.53 484.63 144.00 262.49 647.14 550.00 2.168 83 210.00 103.33 482.00 144.00 284.23 536.82 439.80 2.168 84 202.63 100.88 484.11 144.00 264.84 635.02 537.76 2.168 85 202.63 100.88 484.63 144.00 265.26 634.97 537.76 2.169 86 202.63 100.88 485.16 144.00 265.67 634.92 537.76 2.169 87 202.63 100.88 486.21 144.00 266.50 634.83 537.76 2.171 88 205.79 101.93 484.63 144.00 274.44 592.04 494.90 2.171 89 205.79 101.93 485.16 144.00 274.84 591.99 494.90 2.171 90 205.79 101.93 485.68 144.00 275.25 591.93 494.90 2.171 91 205.79 101.93 486.21 144.00 275.65 591.87 494.90 2.171 92 202.63 100.88 486.74 144.00 266.92 634.78 537.76 2.171 93 202.63 100.88 485.68 144.00 266.09 634.88 537.76 2.172 94 204.74 101.58 485.16 144.00 272.12 604.23 507.14 2.172 95 202.63 100.88 483.58 144.00 264.42 635.07 537.76 2.172 96 204.74 101.58 483.58 144.00 270.89 604.39 507.14 2.172 97 205.79 101.93 483.58 144.00 273.63 592.16 494.90 2.172 98 205.79 101.93 482.00 144.00 272.41 592.32 494.90 2.173 99 205.79 101.93 483.05 144.00 273.22 592.21 494.90 2.173 Critical Failure Surface (circle 1) Intersects: XL: 202.63 YL: 100.88 Centre: XC: 266.07 YC: 616.38 Generated failure surface: (20 points) 202.63 100.88 217.61 99.25 277.81 97.12 292.87 97.68 352.74 104.27 367.56 107.00 425.86 122.18 440.12 127.02 XR: 482.00 YR: 144.00 Radius: R: 519.39 232.63 98.07 307.90 98.68 382.29 110.16 454.24 132.27 247.68 97.31 322.90 100.11 396.93 113.74 468.21 137.94 Slice Geometry and Properties - Critical Failure Surface (circle 1, 41 slices) Slice X -S 262.74 97.00 337.85 101.97 411.45 117.75 482.00 144.00 Base PoreWater Normal Test X -Left Area Angle Width Length Matl Cohesion Phi Weight Force Stress Factor 1 202.63 14.47 -6.2 8.09 8.14 2 0.00 35.0 1808.92 908.30 227.61 1.04 2 210.73 35.09 -6.2 6.89 6.93 3 100.00 18.0 4426.91 2202.22 653.64 1.02 3 217.61 61.32 -4.5 7.51 7.53 3 100.00 18.0 7790.58 3838.44 1047.59 1.02 4 225.12 84.58 -4.5 7.51 7.53 3 100.00 18.0 10769.71 5294.52 1446.77 1.02 5 232.63 107.25 -2.9 7.52 7.53 3 100.00 18.0 13661.35 6700.56 1825.15 1.01 6 240.16 128.95 -2.9 7.52 7.53 3 100.00 18.0 16419.15 8056.34 2193.11 1.01 7 247.68 149.37 -1.2 7.50 7.50 3 100.00 18.0 19003.10 9322.71 2537.93 1.00 8 255.18 169.31 -1.2 7.50 7.50 3 100.00 18.0 21514.63 10567.33 2873.21 1.00 9 262.69 190.02 0.5 7.56 7.56 3 100.00 18.0 24112.03 11857.63 3186.06 1.00 10 270.25 208.62 0.5 7.56 7.56 3 100.00 18.0 26429.70 13018.37 3492.27 1.00 11 277.81 225.34 2.1 7.53 7.53 3 100.00 18.0 28496.96 14070.64 3772.65 1.00 12 285.34 242.12 2.1 7.53 7.53 3 100.00 18.0 30561.86 15118.97 4046.17 1.00 13 292.87 257.69 3.8 7.52 7.53 3 100.00 18.0 32460.38 16115.06 4293.21 0.99 14 300.38 272.79 3.8 7.52 7.53 3 100.00 18.0 34287.42 17059.08 4535.05 0.99 15 307.90 349.13 5.5 9.10 9.14 3 100.00 18.0 43770.43 21884.41 4771.83 0.99 16 317.00 191.57 5.5 4.79 4.81 3 100.00 18.0 23986.14 12008.01 4971.07 0.99 17 321.79 49.46 5.6 1.21 1.22 2 0.00 35.0 6195.14 3100.80 5023.21 0.97 18 323.00 376.38 7.1 9.00 9.07 2 0.00 35.0 47236.21 22819.18 5140.44 0.97 19 332.00 248.10 7.1 5.85 5.90 2 0.00 35.0 31188.16 14497.49 5215.64 0.97 20 337.85 308.64 8.8 7.45 7.53 2 0.00 35.0 38803.26 18076.88 5075.41 0.96 21 345.30 300.08 8.8 7.45 7.53 2 0.00 35.0 37733.79 17536.67 4935.24 0.96 22 352.74 108.82 10.4 2.76 2.80 2 0.00 35.0 13685.22 6379.89 4810.45 0.96 23 355.50 116.84 10.4 3.00 3.05 5 0.00 45.0 12851.95 6842.16 4121.02 0.94 24 358.50 342.82 10.4 9.06 9.21 2 0.00 35.0 43124.70 20027.26 4611.21 0.96 25 367.56 266.74 12.1 7.37 7.53 2 0.00 35.0 33563.07 15612.21 4392.25 0.96 26 374.93 255.10 12.1 7.37 7.53 2 0.00 35.0 32109.04 14869.87 4201.39 0.96 27 382.29 241.08 13.8 7.32 7.53 2 0.00 35.0 30354.14 14077.47 3977.82 0.95 28 389.61 227.96 13.8 7.32 7.53 2 0.00 35.0 28714.86 13234.96 3762.19 0.95 29 396.93 212.46 15.4 7.26 7.53 2 0.00 35.0 26775.97 12342.81 3516.09 0.95 30 404.19 197.91 15.4 7.26 7.53 2 0.00 35.0 24957.12 11400.92 3276.10 0.95 31 411.45 181.06 17.1 7.20 7.53 2 0.00 35.0 22848.62 10409.56 3008.07 0.95 32 418.65 165.12 17.1 7.20 7.53 2 0.00 35.0 20856.30 9369.08 2744.16 0.95 33 425.86 147.05 18.7 7.13 7.53 2 0.00 35.0 18595.45 8279.85 2454.83 0.95 34 432.99 129.78 18.7 7.13 7.53 2 0.00 35.0 16436.19 7141.56 2167.42 0.95 35 440.12 110.62 20.4 7.06 7.53 2 0.00 35.0 14039.53 5954.87 1857.44 0.95 36 447.18 92.07 20.4 7.06 7.53 2 0.00 35.0 11720.71 4719.78 1547.01 0.95 37 454.24 71.98 22.1 6.98 7.53 2 0.00 35.0 9207.44 3436.77 1217.08 0.95 38 461.23 52.22 22.1 6.98 7.53 2 0.00 35.0 6736.99 2105.99 884.13 0.95 39 468.21 13.39 23.7 2.42 2.64 2 0.00 35.0 1746.82 417.89 650.15 0.95 40 470.63 18.19 23.7 4.55 4.97 1 150.00 22.0 2383.51 310.06 459.68 1.01 41 475.18 10.23 23.7 6.82 7.45 1 150.00 22.0 1340.72 0.00 152.66 1.01 X -S Area: 6931.74 Path Length: 286.28 X -S Weight: 872704.12 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 2 Full.gmf Processed: 11 May 2017 15:09:07 DATA: Analysis 1 - Case 2 - Full Reservoir Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Unit weight of water/medium above ground: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) Material beneath: 1 - 100.00 144.00 355.50 144.00 Profile: 2 (2 points) Material beneath: 2 - 100.00 139.00 355.50 139.00 Profile: 3 (2 points) Material beneath: 3 - 100.00 100.00 355.50 100.00 Profile: 4 (2 points) Material beneath: 4 - 100.00 97.00 355.50 97.00 Profile: 5 (2 points) Material beneath: 5 - 355.50 144.00 358.50 144.00 Profile: 6 (2 points) Material beneath: 1 - 358.50 144.00 492.00 144.00 Profile: 7 (2 points) Material beneath: 2 - 358.50 139.00 492.00 139.00 Profile: 8 (2 points) Material beneath: 3 - 358.50 100.00 492.00 100.00 Profile: 9 (2 points) Material beneath: 4 - Overburden Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Stable Bedrock 355.50 97.00 492.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 332.00 144.00 492.00 144.00 Phreatic Surface (2 points) 100.00 141.00 492.00 141.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 487.00 YR: 144.00 Centre: XC: 287.02 YC: 490.42 Radius: R: 400.00 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 10.00 300.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 2 - Full Reservoir Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 6.741 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 3.86 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 202.63 100.88 482.00 144.00 266.07 616.38 519.39 3.864 <-- Critical Surface 2 203.68 101.23 482.53 144.00 269.25 604.12 507.14 3.871 3 200.53 100.18 482.00 144.00 259.54 647.00 550.00 3.876 4 204.74 101.58 482.00 144.00 271.59 591.94 494.90 3.877 5 204.74 101.58 482.53 144.00 272.00 591.89 494.90 3.877 6 203.68 101.23 482.00 144.00 268.84 604.17 507.14 3.878 7 205.79 101.93 482.00 144.00 274.33 579.69 482.65 3.882 8 201.58 100.53 482.53 144.00 262.74 634.79 537.76 3.884 9 205.79 101.93 482.53 144.00 274.73 579.63 482.65 3.890 10 202.63 100.88 483.58 144.00 266.35 622.51 525.51 3.890 11 202.63 100.88 483.05 144.00 265.93 622.56 525.51 3.891 12 202.63 100.88 482.53 144.00 265.52 622.61 525.51 3.891 13 202.63 100.88 482.00 144.00 265.10 622.66 525.51 3.891 14 206.84 102.28 482.00 144.00 277.06 567.42 470.41 3.892 15 201.58 100.53 482.00 144.00 262.32 634.84 537.76 3.893 16 203.68 101.23 483.58 144.00 269.11 610.31 513.27 3.896 17 203.68 101.23 482.53 144.00 268.28 610.41 513.27 3.898 18 203.68 101.23 482.00 144.00 267.87 610.46 513.27 3.898 19 203.68 101.23 483.05 144.00 268.69 610.36 513.27 3.898 20 204.74 101.58 482.53 144.00 271.03 598.19 501.02 3.903 21 203.68 101.23 484.11 144.00 269.52 610.25 513.27 3.904 22 204.74 101.58 482.00 144.00 270.62 598.25 501.02 3.905 23 201.58 100.53 482.00 144.00 261.35 641.11 543.88 3.907 24 204.74 101.58 484.63 144.00 272.67 597.97 501.02 3.907 25 201.58 100.53 482.53 144.00 261.77 641.06 543.88 3.908 26 204.74 101.58 483.05 144.00 271.44 598.14 501.02 3.908 27 201.58 100.53 483.58 144.00 262.61 640.97 543.88 3.909 28 201.58 100.53 484.11 144.00 263.03 640.92 543.88 3.909 29 204.74 101.58 484.11 144.00 272.26 598.03 501.02 3.909 30 201.58 100.53 484.63 144.00 263.45 640.87 543.88 3.909 31 205.79 101.93 484.11 144.00 274.99 585.78 488.78 3.910 32 205.79 101.93 483.58 144.00 274.58 585.84 488.78 3.913 33 201.58 100.53 483.05 144.00 262.19 641.02 543.88 3.914 34 205.79 101.93 482.00 144.00 273.37 586.01 488.78 3.914 35 206.84 102.28 484.11 144.00 277.71 573.51 476.53 3.914 36 205.79 101.93 483.05 144.00 274.18 585.90 488.78 3.915 37 206.84 102.28 483.58 144.00 277.31 573.57 476.53 3.915 38 202.63 100.88 485.16 144.00 266.63 628.64 531.63 3.916 39 206.84 102.28 483.05 144.00 276.90 573.63 476.53 3.916 40 202.63 100.88 484.63 144.00 266.22 628.69 531.63 3.917 41 202.63 100.88 484.11 144.00 265.80 628.74 531.63 3.917 42 202.63 100.88 483.05 144.00 264.97 628.84 531.63 3.917 43 202.63 100.88 483.58 144.00 265.38 628.79 531.63 3.917 44 202.63 100.88 482.00 144.00 264.13 628.94 531.63 3.917 45 207.89 102.63 483.05 144.00 279.62 561.34 464.29 3.918 46 210.00 103.33 482.00 144.00 284.23 536.82 439.80 3.919 47 206.84 102.28 482.53 144.00 276.50 573.69 476.53 3.919 48 207.89 102.63 482.53 144.00 279.22 561.41 464.29 3.920 49 207.89 102.63 483.58 144.00 280.02 561.28 464.29 3.920 50 208.95 102.98 482.00 144.00 281.53 549.16 452.04 3.922 51 207.89 102.63 482.00 144.00 278.82 561.47 464.29 3.922 52 206.84 102.28 482.00 144.00 276.10 573.75 476.53 3.922 53 203.68 101.23 484.11 144.00 268.56 616.55 519.39 3.924 54 204.74 101.58 483.58 144.00 271.85 598.08 501.02 3.925 55 203.68 101.23 483.58 144.00 268.14 616.60 519.39 3.925 56 203.68 101.23 483.05 144.00 267.73 616.65 519.39 3.925 57 203.68 101.23 482.53 144.00 267.32 616.70 519.39 3.926 58 203.68 101.23 482.00 144.00 266.90 616.75 519.39 3.926 59 203.68 101.23 485.16 144.00 269.38 616.44 519.39 3.927 60 201.58 100.53 483.05 144.00 263.16 634.74 537.76 3.928 61 202.63 100.88 482.53 144.00 264.55 628.89 531.63 3.928 62 201.58 100.53 482.00 144.00 260.38 647.37 550.00 3.929 63 203.68 101.23 485.68 144.00 269.79 616.39 519.39 3.930 64 201.58 100.53 482.53 144.00 260.80 647.33 550.00 3.930 65 204.74 101.58 485.68 144.00 272.53 604.17 507.14 3.930 66 204.74 101.58 486.21 144.00 272.93 604.12 507.14 3.931 67 205.79 101.93 482.53 144.00 273.77 585.95 488.78 3.931 68 201.58 100.53 483.05 144.00 261.23 647.28 550.00 3.931 69 201.58 100.53 483.58 144.00 261.65 647.24 550.00 3.932 70 204.74 101.58 483.05 144.00 270.48 604.44 507.14 3.932 71 204.74 101.58 482.53 144.00 270.07 604.50 507.14 3.933 72 208.95 102.98 482.53 144.00 281.93 549.09 452.04 3.933 73 201.58 100.53 485.16 144.00 262.91 647.10 550.00 3.934 74 201.58 100.53 484.11 144.00 262.07 647.19 550.00 3.934 75 201.58 100.53 485.68 144.00 263.33 647.05 550.00 3.934 76 204.74 101.58 482.00 144.00 269.66 604.55 507.14 3.934 77 201.58 100.53 486.21 144.00 263.75 647.00 550.00 3.934 78 204.74 101.58 484.63 144.00 271.71 604.28 507.14 3.935 79 204.74 101.58 484.11 144.00 271.30 604.33 507.14 3.936 80 205.79 101.93 486.21 144.00 275.65 591.87 494.90 3.936 81 205.79 101.93 485.68 144.00 275.25 591.93 494.90 3.936 82 205.79 101.93 485.16 144.00 274.84 591.99 494.90 3.936 83 205.79 101.93 484.63 144.00 274.44 592.04 494.90 3.937 84 203.68 101.23 484.63 144.00 268.97 616.50 519.39 3.938 85 210.00 103.33 484.11 144.00 284.85 542.92 445.92 3.939 86 202.63 100.88 482.00 144.00 263.16 635.21 537.76 3.940 87 205.79 101.93 482.00 144.00 272.41 592.32 494.90 3.941 88 202.63 100.88 482.53 144.00 263.58 635.17 537.76 3.941 89 205.79 101.93 483.58 144.00 273.63 592.16 494.90 3.941 90 206.84 102.28 485.68 144.00 277.96 579.67 482.65 3.942 91 204.74 101.58 485.16 144.00 272.12 604.23 507.14 3.942 92 202.63 100.88 483.05 144.00 264.00 635.12 537.76 3.942 93 206.84 102.28 485.16 144.00 277.56 579.73 482.65 3.942 94 202.63 100.88 484.11 144.00 264.84 635.02 537.76 3.943 95 202.63 100.88 485.16 144.00 265.67 634.92 537.76 3.943 96 202.63 100.88 484.63 144.00 265.26 634.97 537.76 3.943 97 206.84 102.28 484.63 144.00 277.16 579.78 482.65 3.943 98 205.79 101.93 483.05 144.00 273.22 592.21 494.90 3.944 99 206.84 102.28 484.11 144.00 276.75 579.84 482.65 3.944 Critical Failure Surface (circle 1) Intersects: XL: 202.63 YL: 100.88 Centre: XC: 266.07 YC: 616.38 Generated failure surface: (20 points) 202.63 100.88 217.61 99.25 277.81 97.12 292.87 97.68 352.74 104.27 367.56 107.00 425.86 122.18 440.12 127.02 XR: 482.00 YR: 144.00 Radius: R: 519.39 232.63 98.07 307.90 98.68 382.29 110.16 454.24 132.27 247.68 97.31 322.90 100.11 396.93 113.74 468.21 137.94 Slice Geometry and Properties - Critical Failure Surface (circle 1, 41 slices) Slice X -S Base X -Left Area Angle 1 202.63 14.47 -6.2 8.09 2 210.73 35.09 -6.2 6.89 3 217.61 61.32 -4.5 7.51 4 225.12 84.58 -4.5 7.51 5 232.63 107.25 -2.9 7.52 6 240.16 128.95 -2.9 7.52 7 247.68 149.37 -1.2 7.50 8 255.18 169.31 -1.2 7.50 Width Length Matl Cohesion 8.14 6.93 7.53 7.53 7.53 7.53 7.50 7.50 2 0.00 35.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 262.74 97.00 337.85 101.97 411.45 117.75 482.00 144.00 PoreWater Normal Test Phi Weight Force Stress Factor 1808.92 20608.22 2645.18 1.03 4426.91 17879.10 7790.58 19764.14 10769.71 20043.45 13661.35 20271.77 16419.15 20448.48 19003.10 20494.03 21514.63 20567.51 2912.48 1.02 3156.92 1.01 3398.76 1.01 3622.25 1.01 3833.06 1.01 4024.23 1.00 4203.21 1.00 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 262.69 270.25 277.81 285.34 292.87 300.38 307.90 317.00 321.79 323.00 332.00 337.85 345.30 352.74 355.50 358.50 367.56 374.93 382.29 389.61 396.93 404.19 411.45 418.65 425.86 432.99 440.12 447.18 454.24 461.23 468.21 470.63 475.18 190.02 208.62 225.34 242.12 257.69 272.79 349.13 191.57 49.46 376.38 248.10 308.64 300.08 108.82 116.84 342.82 266.74 255.10 241.08 227.96 212.46 197.91 181.06 165.12 147.05 129.78 110.62 92.07 71.98 52.22 13.39 18.19 10.23 0.5 7.56 7.56 3 100.00 18.0 24112.03 20750.51 4362.99 1.00 0.5 7.56 7.56 3 100.00 18.0 26429.70 20721.64 4512.02 1.00 2.1 7.53 7.53 3 100.00 18.0 28496.96 20561.94 4639.94 1.00 2.1 7.53 7.53 3 100.00 18.0 30561.86 20430.56 4757.21 1.00 3.8 7.52 7.53 3 100.00 18.0 32460.38 20247.82 4852.96 1.00 3.8 7.52 7.53 3 100.00 18.0 34287.42 20013.90 4938.98 1.00 5.5 9.10 9.14 3 100.00 18.0 43770.43 23889.72 5008.78 1.00 5.5 4.79 4.81 3 100.00 18.0 23986.14 12368.72 5064.26 1.00 5.6 1.21 1.22 2 0.00 35.0 6195.14 3116.20 5071.28 0.99 7.1 9.00 9.07 2 0.00 35.0 47236.21 22819.18 5188.05 0.99 7.1 5.85 5.90 2 0.00 35.0 31188.16 14497.49 5265.66 0.99 8.8 7.45 7.53 2 0.00 35.0 38803.26 18076.88 5135.15 0.98 8.8 7.45 7.53 2 0.00 35.0 37733.79 17536.67 4993.44 0.98 10.4 2.76 2.80 2 0.00 35.0 13685.22 6379.89 4877.61 0.98 10.4 3.00 3.05 5 0.00 45.0 12851.95 6842.16 4191.12 0.97 10.4 9.06 9.21 2 0.00 35.0 43124.70 20027.26 4675.80 0.98 12.1 7.37 7.53 2 0.00 35.0 33563.07 15612.21 4463.42 0.98 12.1 7.37 7.53 2 0.00 35.0 32109.04 14869.87 4269.73 0.98 13.8 7.32 7.53 2 0.00 35.0 30354.14 14077.47 4051.35 0.99 13.8 7.32 7.53 2 0.00 35.0 28714.86 13234.96 3832.10 0.99 15.4 7.26 7.53 2 0.00 35.0 26775.97 12342.81 3589.43 0.99 15.4 7.26 7.53 2 0.00 35.0 24957.12 11400.92 3344.96 0.99 17.1 7.20 7.53 2 0.00 35.0 22848.62 10409.56 3078.46 0.99 17.1 7.20 7.53 2 0.00 35.0 20856.30 9369.08 2809.10 0.99 18.7 7.13 7.53 2 0.00 35.0 18595.45 8279.85 2519.27 0.99 18.7 7.13 7.53 2 0.00 35.0 16436.19 7141.56 2225.38 0.99 20.4 7.06 7.53 2 0.00 35.0 14039.53 5954.87 1912.74 1.00 20.4 7.06 7.53 2 0.00 35.0 11720.71 4719.78 1594.71 1.00 22.1 6.98 7.53 2 0.00 35.0 9207.44 3436.77 1259.81 1.01 22.1 6.98 7.53 2 0.00 35.0 6736.99 2105.99 918.08 1.01 23.7 2.42 2.64 2 0.00 35.0 1746.82 417.89 679.95 1.01 23.7 4.55 4.97 1 150.00 22.0 2383.51 310.06 487.40 1.04 23.7 6.82 7.45 1 150.00 22.0 1340.72 0.00 171.55 1.04 X -S Area: 6931.74 Path Length: 286.28 X -S Weight: 872704.12 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 3 Rapid Drawdown.gmf 15:12:31 Processed: 11 May 2017 DATA: Analysis 1 - Case 3 - Rapid Drawdown Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) 100.00 129.00 Profile: 2 (2 points) 100.00 122.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 310.50 129.00 Profile: 6 (2 points) 313.50 129.00 Profile: 7 (2 points) 313.50 122.00 Profile: 8 (2 points) 313.50 100.00 Unit weight of water/medium above ground: 62.400 Material beneath: 310.50 129. Material beneath: 310.50 122. Material beneath: 310.50 100. Material beneath: 310.50 97.0 Material beneath: 313.50 129 Material beneath: 367.00 129 Material beneath: 367.00 122 Material beneath: 367.00 100 1 - Overburden 00 2 - Sand and Gravel 00 3 - Weathered Bedrock 00 4 - Stable Bedrock 0 5 - Slurry Wall .00 1 - Overburden .00 2 - Sand and Gravel .00 3 - Weathered Bedrock .00 Profile: 9 (2 points) Material beneath: 4 - Stable Bedrock 310.50 97.00 367.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 287.00 129.00 367.00 129.00 Phreatic Surface (4 points) 100.00 100.00 200.00 100.00 278.00 126.00 367.00 126.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 347.00 YR: 129.00 Centre: XC: 248.35 YC: 241.99 Radius: 'R: 150.00 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 20.00 100.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 3 - Rapid Drawdown Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 3.779 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 1.51 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 199.47 100.00 337.00 129.00 232.77 282.71 185.71 1.506 <-- Critical Surface 2 200.53 100.18 337.00 129.00 234.11 278.68 181.63 1.507 3 201.58 100.53 337.00 129.00 236.10 272.61 175.51 1.508 4 202.63 100.88 337.00 129.00 238.09 266.51 169.39 1.510 5 196.32 100.00 337.00 129.00 230.30 290.88 193.88 1.511 6 198.42 100.00 337.00 129.00 231.64 286.87 189.80 1.513 7 199.47 100.00 337.00 129.00 232.31 284.86 187.76 1.513 8 197.37 100.00 337.00 129.00 230.97 288.87 191.84 1.513 9 203.68 101.23 337.00 129.00 240.08 260.39 163.27 1.514 10 200.53 100.18 337.00 129.00 233.65 280.84 183.67 1.514 11 201.58 100.53 337.00 129.00 235.64 274.78 177.55 1.516 12 204.74 101.58 337.00 129.00 242.06 254.22 157.14 1.518 13 200.53 100.18 338.05 129.00 234.48 280.68 183.67 1.518 14 194.21 100.00 337.00 129.00 228.53 297.03 200.00 1.519 15 195.26 100.00 337.00 129.00 229.19 295.03 197.96 1.519 16 196.32 100.00 337.00 129.00 229.86 293.03 195.92 1.519 17 202.63 100.88 337.00 129.00 237.64 268.69 171.43 1.519 18 201.58 100.53 338.05 129.00 236.46 274.62 177.55 1.520 19 199.47 100.00 337.00 129.00 231.86 287.01 189.80 1.520 20 198.42 100.00 337.00 129.00 231.19 289.02 191.84 1.521 21 197.37 100.00 337.00 129.00 230.52 291.02 193.88 1.521 22 205.79 101.93 337.00 129.00 244.05 248.02 151.02 1.521 23 200.53 100.18 337.00 129.00 233.19 282.99 185.71 1.522 24 203.68 101.23 337.00 129.00 239.62 262.58 165.31 1.522 25 197.37 100.00 338.05 129.00 231.35 290.88 193.88 1.523 26 198.42 100.00 338.05 129.00 232.02 288.87 191.84 1.524 27 201.58 100.53 337.00 129.00 235.19 276.95 179.59 1.524 28 202.63 100.88 338.05 129.00 238.45 268.52 171.43 1.524 29 199.47 100.00 338.05 129.00 232.69 286.87 189.80 1.525 30 204.74 101.58 337.00 129.00 241.61 256.43 159.18 1.526 31 195.26 100.00 337.00 129.00 228.76 297.18 200.00 1.526 32 196.32 100.00 337.00 129.00 229.41 295.17 197.96 1.526 33 203.68 101.23 338.05 129.00 240.43 262.40 165.31 1.527 34 199.47 100.00 337.00 129.00 231.41 289.16 191.84 1.527 35 202.63 100.88 337.00 129.00 237.18 270.87 173.47 1.528 36 198.42 100.00 337.00 129.00 230.74 291.16 193.88 1.528 37 201.58 100.53 338.05 129.00 236.01 276.79 179.59 1.528 38 197.37 100.00 337.00 129.00 230.08 293.17 195.92 1.528 39 200.53 100.18 337.00 129.00 232.74 285.15 187.76 1.529 40 200.53 100.18 338.05 129.00 234.02 282.84 185.71 1.529 41 200.53 100.18 339.11 129.00 234.85 282.69 185.71 1.529 42 205.79 101.93 337.00 129.00 243.59 250.25 153.06 1.530 43 196.32 100.00 338.05 129.00 230.25 295.03 197.96 1.530 44 195.26 100.00 338.05 129.00 229.59 297.03 200.00 1.530 45 197.37 100.00 338.05 129.00 230.91 293.03 195.92 1.531 46 204.74 101.58 338.05 129.00 242.40 256.24 159.18 1.531 47 202.63 100.88 338.05 129.00 237.99 270.70 173.47 1.531 48 198.42 100.00 338.05 129.00 231.58 291.02 193.88 1.531 49 203.68 101.23 337.00 129.00 239.17 264.77 167.35 1.531 50 201.58 100.53 339.11 129.00 236.83 276.62 179.59 1.531 51 201.58 100.53 337.00 129.00 234.73 279.11 181.63 1.532 52 199.47 100.00 338.05 129.00 232.24 289.02 191.84 1.532 53 205.79 101.93 338.05 129.00 244.38 250.05 153.06 1.533 54 196.32 100.00 337.00 129.00 228.97 297.32 200.00 1.533 55 200.53 100.18 338.05 129.00 233.57 285.00 187.76 1.533 56 206.84 102.28 337.00 129.00 245.57 244.03 146.94 1.534 57 203.68 101.23 338.05 129.00 239.97 264.59 167.35 1.534 58 199.47 100.00 337.00 129.00 230.95 291.30 193.88 1.534 59 204.74 101.58 337.00 129.00 241.15 258.64 161.22 1.534 60 198.42 100.00 337.00 129.00 230.29 293.31 195.92 1.535 61 197.37 100.00 337.00 129.00 229.63 295.31 197.96 1.535 62 200.53 100.18 337.00 129.00 232.29 287.30 189.80 1.536 63 202.63 100.88 337.00 129.00 236.72 273.04 175.51 1.536 64 202.63 100.88 339.11 129.00 238.81 270.53 173.47 1.537 65 198.42 100.00 339.11 129.00 232.41 290.88 193.88 1.537 66 200.53 100.18 339.11 129.00 234.40 284.85 187.76 1.537 67 196.32 100.00 338.05 129.00 229.81 297.18 200.00 1.537 68 197.37 100.00 338.05 129.00 230.47 295.17 197.96 1.538 69 198.42 100.00 338.05 129.00 231.13 293.17 195.92 1.538 70 205.79 101.93 337.00 129.00 243.13 252.47 155.10 1.539 71 203.68 101.23 339.11 129.00 240.78 264.41 167.35 1.539 72 204.74 101.58 338.05 129.00 241.95 258.45 161.22 1.539 73 199.47 100.00 338.05 129.00 231.79 291.16 193.88 1.539 74 201.58 100.53 337.00 129.00 234.28 281.27 183.67 1.539 75 201.58 100.53 338.05 129.00 235.56 278.95 181.63 1.540 76 202.63 100.88 338.05 129.00 237.54 272.88 175.51 1.540 77 199.47 100.00 339.11 129.00 233.07 288.87 191.84 1.540 78 201.58 100.53 339.11 129.00 236.38 278.79 181.63 1.540 79 203.68 101.23 337.00 129.00 238.71 266.95 169.39 1.540 80 200.53 100.18 338.05 129.00 233.12 287.15 189.80 1.540 81 199.47 100.00 337.00 129.00 230.50 293.45 195.92 1.541 82 202.63 100.88 339.11 129.00 238.36 272.71 175.51 1.541 83 196.32 100.00 339.11 129.00 230.64 297.03 200.00 1.541 84 198.42 100.00 337.00 129.00 229.84 295.45 197.96 1.542 85 197.37 100.00 339.11 129.00 231.30 295.03 197.96 1.542 86 205.79 101.93 338.05 129.00 243.92 252.27 155.10 1.542 87 197.37 100.00 337.00 129.00 229.19 297.45 200.00 1.542 88 200.53 100.18 337.00 129.00 231.83 289.44 191.84 1.542 89 198.42 100.00 339.11 129.00 231.96 293.03 195.92 1.542 90 199.47 100.00 339.11 129.00 232.63 291.02 193.88 1.543 91 206.84 102.28 337.00 129.00 245.11 246.26 148.98 1.543 92 204.74 101.58 339.11 129.00 242.74 258.26 161.22 1.544 93 203.68 101.23 338.05 129.00 239.52 266.78 169.39 1.544 94 201.58 100.53 340.16 129.00 237.20 278.63 181.63 1.544 95 201.58 100.53 338.05 129.00 235.11 281.11 183.67 1.544 96 202.63 100.88 337.00 129.00 236.27 275.21 177.55 1.544 97 204.74 101.58 337.00 129.00 240.69 260.84 163.27 1.545 98 197.37 100.00 338.05 129.00 230.03 297.32 200.00 1.545 99 198.42 100.00 338.05 129.00 230.68 295.31 197.96 1.545 Critical Failure Surface (circle 1) Intersects: XL: 199.47 YL: 100.00 Centre: XC: 232.77 YC: 282.71 Generated failure surface: (20 points) 199.47 100.00 206.96 98.79 237.22 97.04 244.80 97.38 274.79 101.81 282.14 103.67 310.61 114.09 317.43 117.41 XR: 337.00 YR: 129.00 Radius: R: 185.71 214.50 97.89 252.36 98.03 289.41 105.84 324.11 121.01 222.06 97.30 259.89 98.98 296.59 108.30 330.64 124.87 Slice Geometry and Properties - Critical Failure Surface (circle 1, 42 slices) 229.64 97.02 267.37 100.24 303.66 111.05 337.00 129.00 Slice X -S Base PoreWater Normal Test X -Left Area Angle Width Length Matl Cohesion Phi Weight Force Stress Factor 1 199.47 2.81 -9.2 3.74 3.79 3 100.00 18.0 369.36 177.62 111.60 1.05 2 203.22 9.74 -9.2 3.74 3.79 3 100.00 18.0 1272.31 615.91 357.26 1.05 3 206.96 16.50 -6.8 3.77 3.79 3 100.00 18.0 2148.73 1036.89 586.56 1.03 4 210.73 22.92 -6.8 3.77 3.79 3 100.00 18.0 2978.82 1440.58 809.98 1.03 5 214.50 29.18 -4.5 3.78 3.79 3 100.00 18.0 3784.35 1826.59 1015.00 1.02 6 218.28 35.07 -4.5 3.78 3.79 3 100.00 18.0 4537.94 2194.97 1216.05 1.02 7 222.06 40.76 -2.1 3.79 3.79 3 100.00 18.0 5263.43 2545.40 1396.98 1.01 8 225.85 46.09 -2.1 3.79 3.79 3 100.00 18.0 5937.58 2877.89 1575.57 1.01 9 229.64 51.16 0.2 3.79 3.79 3 100.00 18.0 6575.03 3192.13 1732.59 1.00 10 233.43 55.90 0.2 3.79 3.79 3 100.00 18.0 7167.19 3488.15 1888.65 1.00 11 237.22 60.29 2.5 3.79 3.79 3 100.00 18.0 7710.20 3765.76 2021.94 0.99 12 241.01 64.44 2.5 3.79 3.79 3 100.00 18.0 8218.46 4024.83 2155.45 0.99 13 244.80 68.10 4.9 3.78 3.79 3 100.00 18.0 8661.48 4265.15 2265.20 0.99 14 248.58 71.64 4.9 3.78 3.79 3 100.00 18.0 9084.45 4486.85 2376.15 0.99 15 252.36 74.56 7.2 3.76 3.79 3 100.00 18.0 9424.09 4689.65 2462.58 0.98 16 256.12 77.48 7.2 3.76 3.79 3 100.00 18.0 9760.89 4873.58 2550.99 0.98 17 259.89 64.11 9.6 3.02 3.06 3 100.00 18.0 8051.07 4057.10 2607.98 0.98 18 262.91 65.62 9.6 3.02 3.06 3 100.00 18.0 8214.27 4152.17 2661.24 0.98 19 265.93 31.82 9.6 1.44 1.46 2 0.00 35.0 3979.42 2013.60 2662.45 0.94 20 267.37 83.28 11.9 3.71 3.79 2 0.00 35.0 10434.38 5311.19 2685.44 0.93 21 271.08 84.97 11.9 3.71 3.79 2 0.00 35.0 10672.69 5418.71 2746.47 0.93 22 274.79 74.64 14.2 3.21 3.31 2 0.00 35.0 9396.60 4805.28 2771.05 0.92 23 278.00 97.51 14.2 4.14 4.27 2 0.00 35.0 12305.51 6093.73 2807.63 0.92 24 282.14 57.68 16.6 2.43 2.53 2 0.00 35.0 7294.81 3473.42 2804.63 0.92 25 284.57 57.89 16.6 2.43 2.53 2 0.00 35.0 7332.74 3358.99 2812.85 0.92 26 287.00 56.73 16.6 2.41 2.52 2 0.00 35.0 7192.94 3222.69 2774.79 0.92 27 289.41 80.88 18.9 3.59 3.79 2 0.00 35.0 10261.14 4625.65 2634.37 0.91 28 293.00 76.47 18.9 3.59 3.79 2 0.00 35.0 9709.42 4334.48 2491.16 0.91 29 296.59 70.73 21.3 3.53 3.79 2 0.00 35.0 8989.61 4026.07 2316.17 0.91 30 300.12 65.87 21.3 3.53 3.79 2 0.00 35.0 8381.62 3700.38 2157.38 0.91 31 303.66 58.85 23.6 3.42 3.73 2 0.00 35.0 7499.39 3308.40 1971.26 0.91 32 307.08 53.73 23.6 3.42 3.73 2 0.00 35.0 6859.72 2959.91 1800.13 0.91 33 310.50 42.69 25.9 3.00 3.33 5 0.00 45.0 4696.21 2336.55 1354.79 0.84 34 313.50 49.29 26.0 3.93 4.37 2 0.00 35.0 6325.97 2602.46 1422.88 0.91 35 317.43 35.70 28.3 3.34 3.79 2 0.00 35.0 4603.24 1820.09 1198.40 0.91 36 320.77 29.70 28.3 3.34 3.79 2 0.00 35.0 3852.73 1394.61 996.22 0.91 37 324.11 12.58 30.6 1.68 1.95 2 0.00 35.0 1642.75 547.14 828.28 0.91 38 325.79 15.23 30.6 2.42 2.82 1 150.00 22.0 1995.45 577.13 687.30 1.00 39 328.21 11.75 30.6 2.42 2.82 1 150.00 22.0 1539.39 324.65 512.71 1.00 40 330.64 6.20 33.0 1.74 2.07 1 150.00 22.0 812.16 73.00 347.86 1.02 41 332.38 5.20 33.0 2.31 2.76 1 150.00 22.0 681.54 0.00 196.00 1.02 42 334.69 1.73 33.0 2.31 2.76 1 150.00 22.0 227.18 0.00 28.64 1.02 X -S Area: 2017.52 Path Length: 144.13 X -S Weight: 255846.28 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 3 Full.gmf Processed: 11 May 2017 15:15:33 DATA: Analysis 1 - Case 3 - Full Reservoir Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Unit weight of water/medium above ground: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) Material beneath: 1 - Overburden 100.00 129.00 Profile: 2 (2 points) 100.00 122.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 310.50 129.00 Profile: 6 (2 points) 313.50 129.00 Profile: 7 (2 points) 313.50 122.00 Profile: 8 (2 points) 313.50 100.00 Profile: 9 (2 points) 310.50 129.00 Material beneath: 2 - 310.50 122.00 Material beneath: 3 - 310.50 100.00 Material beneath: 4 - 310.50 97.00 Material beneath: 5 - 313.50 129.00 Material beneath: 1 - 367.00 129.00 Material beneath: 2 - 367.00 122.00 Material beneath: 3 - 367.00 100.00 Material beneath: 4 - Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Stable Bedrock 310.50 97.00 367.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 287.00 129.00 367.00 129.00 Phreatic Surface (2 points) 100.00 126.00 367.00 126.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 347.00 YR: 129.00 Centre: XC: 248.35 YC: 241.99 Radius: R: 150.00 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 20.00 100.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 3 - Full Reservoir Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 6.545 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 2.71 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 202.63 100.88 337.00 129.00 238.09 266.51 169.39 2.710 <-- Critical Surface 2 201.58 100.53 337.00 129.00 236.10 272.61 175.51 2.711 3 200.53 100.18 337.00 129.00 234.11 278.68 181.63 2.712 4 203.68 101.23 337.00 129.00 240.08 260.39 163.27 2.712 5 199.47 100.00 337.00 129.00 232.77 282.71 185.71 2.713 6 204.74 101.58 337.00 129.00 242.06 254.22 157.14 2.714 7 205.79 101.93 337.00 129.00 244.05 248.02 151.02 2.715 8 201.58 100.53 337.00 129.00 235.64 274.78 177.55 2.724 9 200.53 100.18 337.00 129.00 233.65 280.84 183.67 2.724 10 202.63 100.88 337.00 129.00 237.64 268.69 171.43 2.724 11 203.68 101.23 337.00 129.00 239.62 262.58 165.31 2.725 12 199.47 100.00 337.00 129.00 232.31 284.86 187.76 2.725 13 196.32 100.00 337.00 129.00 230.30 290.88 193.88 2.726 14 204.74 101.58 337.00 129.00 241.61 256.43 159.18 2.727 15 198.42 100.00 337.00 129.00 231.64 286.87 189.80 2.727 16 201.58 100.53 338.05 129.00 236.46 274.62 177.55 2.728 17 200.53 100.18 338.05 129.00 234.48 280.68 183.67 2.729 18 205.79 101.93 337.00 129.00 243.59 250.25 153.06 2.729 19 205.79 101.93 338.05 129.00 244.38 250.05 153.06 2.730 20 197.37 100.00 337.00 129.00 230.97 288.87 191.84 2.730 21 206.84 102.28 337.00 129.00 245.57 244.03 146.94 2.730 22 203.68 101.23 338.05 129.00 240.43 262.40 165.31 2.730 23 202.63 100.88 338.05 129.00 238.45 268.52 171.43 2.731 24 204.74 101.58 338.05 129.00 242.40 256.24 159.18 2.733 25 200.53 100.18 337.00 129.00 233.19 282.99 185.71 2.736 26 199.47 100.00 337.00 129.00 231.86 287.01 189.80 2.737 27 201.58 100.53 337.00 129.00 235.19 276.95 179.59 2.737 28 196.32 100.00 337.00 129.00 229.86 293.03 195.92 2.738 29 202.63 100.88 337.00 129.00 237.18 270.87 173.47 2.738 30 195.26 100.00 337.00 129.00 229.19 295.03 197.96 2.739 31 198.42 100.00 337.00 129.00 231.19 289.02 191.84 2.740 32 194.21 100.00 337.00 129.00 228.53 297.03 200.00 2.740 33 203.68 101.23 337.00 129.00 239.17 264.77 167.35 2.740 34 204.74 101.58 337.00 129.00 241.15 258.64 161.22 2.741 35 201.58 100.53 338.05 129.00 236.01 276.79 179.59 2.741 36 198.42 100.00 338.05 129.00 232.02 288.87 191.84 2.742 37 197.37 100.00 338.05 129.00 231.35 290.88 193.88 2.742 38 199.47 100.00 338.05 129.00 232.69 286.87 189.80 2.742 39 202.63 100.88 338.05 129.00 237.99 270.70 173.47 2.742 40 197.37 100.00 337.00 129.00 230.52 291.02 193.88 2.743 41 203.68 101.23 338.05 129.00 239.97 264.59 167.35 2.743 42 205.79 101.93 337.00 129.00 243.13 252.47 155.10 2.743 43 205.79 101.93 338.05 129.00 243.92 252.27 155.10 2.744 44 201.58 100.53 339.11 129.00 236.83 276.62 179.59 2.745 45 200.53 100.18 339.11 129.00 234.85 282.69 185.71 2.745 46 204.74 101.58 338.05 129.00 241.95 258.45 161.22 2.746 47 206.84 102.28 337.00 129.00 245.11 246.26 148.98 2.746 48 200.53 100.18 338.05 129.00 234.02 282.84 185.71 2.747 49 207.89 102.63 337.00 129.00 247.08 240.01 142.86 2.747 50 202.63 100.88 339.11 129.00 238.81 270.53 173.47 2.747 51 203.68 101.23 339.11 129.00 240.78 264.41 167.35 2.747 52 200.53 100.18 337.00 129.00 232.74 285.15 187.76 2.748 53 199.47 100.00 337.00 129.00 231.41 289.16 191.84 2.748 54 201.58 100.53 337.00 129.00 234.73 279.11 181.63 2.749 55 206.84 102.28 338.05 129.00 245.89 246.05 148.98 2.750 56 196.32 100.00 337.00 129.00 229.41 295.17 197.96 2.750 57 195.26 100.00 337.00 129.00 228.76 297.18 200.00 2.751 58 198.42 100.00 337.00 129.00 230.74 291.16 193.88 2.751 59 204.74 101.58 339.11 129.00 242.74 258.26 161.22 2.751 60 202.63 100.88 337.00 129.00 236.72 273.04 175.51 2.752 61 202.63 100.88 339.11 129.00 238.36 272.71 175.51 2.754 62 200.53 100.18 338.05 129.00 233.57 285.00 187.76 2.754 63 199.47 100.00 338.05 129.00 232.24 289.02 191.84 2.754 64 198.42 100.00 338.05 129.00 231.58 291.02 193.88 2.754 65 197.37 100.00 338.05 129.00 230.91 293.03 195.92 2.754 66 197.37 100.00 337.00 129.00 230.08 293.17 195.92 2.755 67 196.32 100.00 338.05 129.00 230.25 295.03 197.96 2.755 68 203.68 101.23 337.00 129.00 238.71 266.95 169.39 2.755 69 195.26 100.00 338.05 129.00 229.59 297.03 200.00 2.756 70 202.63 100.88 338.05 129.00 237.54 272.88 175.51 2.756 71 205.79 101.93 338.05 129.00 243.47 254.49 157.14 2.757 72 204.74 101.58 337.00 129.00 240.69 260.84 163.27 2.757 73 203.68 101.23 338.05 129.00 239.52 266.78 169.39 2.758 74 200.53 100.18 339.11 129.00 234.40 284.85 187.76 2.758 75 201.58 100.53 339.11 129.00 236.38 278.79 181.63 2.758 76 205.79 101.93 337.00 129.00 242.67 254.68 157.14 2.758 77 208.95 102.98 337.00 129.00 248.60 235.97 138.78 2.759 78 200.53 100.18 337.00 129.00 232.29 287.30 189.80 2.759 79 204.74 101.58 338.05 129.00 241.50 260.65 163.27 2.759 80 199.47 100.00 337.00 129.00 230.95 291.30 193.88 2.760 81 201.58 100.53 338.05 129.00 235.56 278.95 181.63 2.760 82 206.84 102.28 337.00 129.00 244.65 248.49 151.02 2.761 83 201.58 100.53 337.00 129.00 234.28 281.27 183.67 2.761 84 196.32 100.00 337.00 129.00 228.97 297.32 200.00 2.761 85 198.42 100.00 339.11 129.00 232.41 290.88 193.88 2.762 86 203.68 101.23 339.11 129.00 240.33 266.60 169.39 2.762 87 201.58 100.53 340.16 129.00 237.20 278.63 181.63 2.763 88 198.42 100.00 337.00 129.00 230.29 293.31 195.92 2.763 89 207.89 102.63 337.00 129.00 246.62 242.26 144.90 2.763 90 206.84 102.28 338.05 129.00 245.44 248.29 151.02 2.764 91 202.63 100.88 340.16 129.00 239.17 272.54 175.51 2.764 92 204.74 101.58 339.11 129.00 242.29 260.47 163.27 2.765 93 202.63 100.88 337.00 129.00 236.27 275.21 177.55 2.765 94 199.47 100.00 338.05 129.00 231.79 291.16 193.88 2.765 95 200.53 100.18 338.05 129.00 233.12 287.15 189.80 2.765 96 199.47 100.00 339.11 129.00 233.07 288.87 191.84 2.765 97 198.42 100.00 338.05 129.00 231.13 293.17 195.92 2.765 98 197.37 100.00 338.05 129.00 230.47 295.17 197.96 2.766 99 197.37 100.00 337.00 129.00 229.63 295.31 197.96 2.766 Critical Failure Surface (circle 1) Intersects: XL: 202.63 YL: 100.88 Centre: XC: 238.09 YC: 266.51 Generated failure surface: (20 points) 202.63 100.88 239.56 97.13 276.42 101.52 311.44 113.83 209.94 99.48 247.00 97.36 283.63 103.36 318.08 117.20 XR: 337.00 YR: 129.00 Radius: R: 169.39 217.30 98.41 254.42 97.91 290.75 105.52 324.56 120.85 224.70 97.65 261.80 98.79 297.77 107.98 330.87 124.79 Slice Geometry and Properties - Critical Failure Surface (circle 1, 42 slices) 232.13 97.23 269.14 99.99 304.67 110.76 337.00 129.00 Slice X -S Base PoreWater Normal Test X -Left Area Angle Width Length Matl Cohesion Phi Weight Force Stress Factor 1 202.63 1.38 -10.8 2.29 2.34 2 0.00 35.0 172.47 3692.74 1620.96 1.07 2 204.93 4.14 -10.8 2.29 2.34 2 0.00 35.0 517.41 3756.62 1727.56 1.07 3 207.22 8.48 -10.8 2.72 2.77 3 100.00 18.0 1071.53 4536.18 1849.96 1.04 4 209.94 17.35 -8.3 3.68 3.72 3 100.00 18.0 2215.38 6217.31 1990.34 1.03 5 213.62 23.84 -8.3 3.68 3.72 3 100.00 18.0 3058.66 6342.04 2145.05 1.03 6 217.30 30.21 -5.8 3.70 3.72 3 100.00 18.0 3882.42 6447.92 2283.76 1.02 7 221.00 36.17 -5.8 3.70 3.72 3 100.00 18.0 4648.80 6535.05 2415.22 1.02 8 224.70 41.97 -3.3 3.71 3.72 3 100.00 18.0 5392.44 6603.27 2529.56 1.01 9 228.41 47.36 -3.3 3.71 3.72 3 100.00 18.0 6078.27 6652.64 2637.67 1.01 10 232.13 52.53 -0.8 3.72 3.72 3 100.00 18.0 6732.26 6683.09 2727.71 1.00 11 235.84 57.32 -0.8 3.72 3.72 3 100.00 18.0 7334.45 6694.55 2812.41 1.00 12 239.56 61.79 1.8 3.72 3.72 3 100.00 18.0 7890.62 6687.00 2878.24 1.00 13 243.28 65.97 1.8 3.72 3.72 3 100.00 18.0 8406.68 6660.52 2939.49 1.00 14 247.00 69.68 4.3 3.71 3.72 3 100.00 18.0 8858.89 6615.17 2981.23 0.99 15 250.71 73.24 4.3 3.71 3.72 3 100.00 18.0 9287.14 6550.84 3019.07 0.99 16 254.42 76.16 6.8 3.69 3.72 3 100.00 18.0 9630.72 6467.71 3036.88 0.99 17 258.11 79.09 6.8 3.69 3.72 3 100.00 18.0 9970.03 6365.63 3051.36 0.99 18 261.80 93.03 9.3 4.20 4.25 3 100.00 18.0 11686.55 7129.54 3044.79 0.99 19 266.00 71.64 9.3 3.14 3.19 3 100.00 18.0 8977.82 5220.78 3039.11 0.99 20 269.14 84.75 11.8 3.64 3.72 2 0.00 35.0 10629.45 5947.08 2990.93 0.97 21 272.78 86.39 11.8 3.64 3.72 2 0.00 35.0 10861.42 5770.25 2977.11 0.97 22 276.42 37.84 14.3 1.58 1.63 2 0.00 35.0 4765.08 2463.64 2946.52 0.97 23 278.00 68.11 14.3 2.82 2.91 2 0.00 35.0 8589.08 4301.50 2953.12 0.97 24 280.82 68.73 14.3 2.82 2.91 2 0.00 35.0 8682.08 4171.03 2981.29 0.97 25 283.63 82.76 16.9 3.37 3.52 2 0.00 35.0 10474.83 4860.26 2984.17 0.97 26 287.00 90.21 16.9 3.75 3.92 2 0.00 35.0 11433.54 5147.97 2922.48 0.97 27 290.75 80.23 19.4 3.51 3.72 2 0.00 35.0 10176.39 4610.64 2762.01 0.97 28 294.26 75.90 19.4 3.51 3.72 2 0.00 35.0 9635.35 4324.34 2614.24 0.97 29 297.77 70.14 21.9 3.45 3.72 2 0.00 35.0 8912.23 4020.32 2441.16 0.98 30 301.22 65.35 21.9 3.45 3.72 2 0.00 35.0 8314.12 3698.55 2276.02 0.98 31 304.67 51.25 24.4 2.91 3.20 2 0.00 35.0 6528.08 2912.25 2100.22 0.98 32 307.59 47.39 24.4 2.91 3.20 2 0.00 35.0 6046.31 2648.16 1943.61 0.98 33 310.50 14.53 24.4 0.94 1.04 5 0.00 45.0 1598.82 801.73 1560.40 0.94 34 311.44 30.10 26.9 2.06 2.30 5 0.00 45.0 3311.50 1675.32 1471.73 0.94 35 313.50 31.00 26.9 2.29 2.57 2 0.00 35.0 3971.22 1689.01 1610.24 0.99 36 315.79 28.34 26.9 2.29 2.57 2 0.00 35.0 3638.76 1502.88 1473.41 0.99 37 318.08 35.27 29.4 3.24 3.72 2 0.00 35.0 4544.60 1830.71 1287.13 1.00 38 321.32 29.35 29.4 3.24 3.72 2 0.00 35.0 3804.51 1406.49 1073.21 1.00 39 324.56 13.92 32.0 1.84 2.17 2 0.00 35.0 1817.15 618.17 891.05 1.02 40 326.39 25.07 32.0 4.47 5.27 1 150.00 22.0 3284.72 857.01 654.03 1.08 41 330.87 6.35 34.5 1.76 2.14 1 150.00 22.0 832.26 80.69 397.44 1.10 42 332.63 6.56 34.5 4.37 5.30 1 150.00 22.0 858.75 0.00 143.79 1.10 X -S Area: 2040.89 Path Length: 141.33 X -S Weight: 258522.81 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 4 Rapid Drawdown.gmf 16:58:03 Processed: 11 May 2017 DATA: Analysis 1 - Case 4 - Rapid Drawdown Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Unit weight of water/medium above ground: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) Material beneath: 1 - Overburden 100.00 136.00 331.50 136.00 Profile: 2 (2 points) Material beneath: 2 - Sand and Gravel 100.00 130.00 331.50 130.00 Profile: 3 (2 points) Material beneath: 3 - Weathered Bedrock 100.00 100.00 3 31.5 0 100.00 Profile: 4 (2 points) Material beneath: 4 - Stable Bedrock 100.00 97.00 331.50 97.00 Profile: 5 (2 points) Material beneath: 5 - Slurry Wall 331.50 136.00 334.50 136.00 Profile: 6 (2 points) Material beneath: 1 - Overburden 334.50 136.00 383.00 136.00 Profile: 7 (2 points) Material beneath: 2 - Sand and Gravel 334.50 130.00 383.00 130.00 Profile: 8 (2 points) Material beneath: 3 - Weathered Bedrock 334.50 100.00 383.00 100.00 Profile: 9 (2 points) Material beneath: 4 - Stable Bedrock 331.50 97.00 383.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 308.00 136.00 383.00 136.00 Phreatic Surface (4 points) 100.00 100.00 200.00 100.00 299.00 133.00 383.00 133.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 368.00 YR: 136.00 Centre: XC: 258.24 YC: 238.23 Radius: R: 150.00 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 20.00 100.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 4 - Rapid Drawdown Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 3.281 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 1.35 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 202.63 100.88 358.00 136.00 241.34 290.85 193.88 1.350 <-- Critical Surface 2 203.68 101.23 358.00 136.00 243.41 284.73 187.76 1.351 3 202.63 100.88 358.00 136.00 240.85 293.03 195.92 1.356 4 203.68 101.23 358.00 136.00 242.92 286.92 189.80 1.358 5 204.74 101.58 358.00 136.00 244.99 280.79 183.67 1.359 6 205.79 101.93 358.00 136.00 247.05 274.62 177.55 1.360 7 202.63 100.88 358.00 136.00 240.35 295.21 197.96 1.362 8 203.68 101.23 358.00 136.00 242.42 289.11 191.84 1.364 9 202.63 100.88 359.05 136.00 241.19 295.05 197.96 1.366 10 204.74 101.58 358.00 136.00 244.49 282.99 185.71 1.366 11 203.68 101.23 359.05 136.00 243.25 288.94 191.84 1.367 12 202.63 100.88 358.00 136.00 239.86 297.38 200.00 1.368 13 205.79 101.93 358.00 136.00 246.56 276.83 179.59 1.368 14 206.84 102.28 358.00 136.00 248.62 270.64 173.47 1.369 15 207.89 102.63 358.00 136.00 250.69 264.41 167.35 1.369 16 204.74 101.58 359.05 136.00 245.31 282.81 185.71 1.369 17 203.68 101.23 358.00 136.00 241.93 291.30 193.88 1.370 18 205.79 101.93 359.05 136.00 247.37 276.64 179.59 1.370 19 202.63 100.88 359.05 136.00 240.70 297.22 200.00 1.372 20 204.74 101.58 358.00 136.00 244.00 285.18 187.76 1.373 21 203.68 101.23 359.05 136.00 242.76 291.13 193.88 1.374 22 205.79 101.93 358.00 136.00 246.06 279.04 181.63 1.375 23 202.63 100.88 360.11 136.00 241.53 297.06 200.00 1.375 24 204.74 101.58 359.05 136.00 244.82 285.01 187.76 1.376 25 206.84 102.28 358.00 136.00 248.13 272.87 175.51 1.377 26 203.68 101.23 360.11 136.00 243.58 290.96 193.88 1.377 27 208.95 102.98 358.00 136.00 252.26 260.40 163.27 1.378 28 205.79 101.93 359.05 136.00 246.88 278.85 181.63 1.378 29 207.89 102.63 358.00 136.00 250.19 266.65 169.39 1.378 30 203.68 101.23 358.00 136.00 241.44 293.47 195.92 1.378 31 204.74 101.58 358.00 136.00 243.51 287.37 189.80 1.379 32 206.84 102.28 359.05 136.00 248.94 272.67 175.51 1.379 33 203.68 101.23 359.05 136.00 242.27 293.31 195.92 1.380 34 204.74 101.58 360.11 136.00 245.64 284.83 187.76 1.381 35 207.89 102.63 359.05 136.00 250.99 266.44 169.39 1.381 36 205.79 101.93 360.11 136.00 247.69 278.66 181.63 1.381 37 205.79 101.93 358.00 136.00 245.57 281.24 183.67 1.382 38 204.74 101.58 359.05 136.00 244.33 287.20 189.80 1.383 39 203.68 101.23 358.00 136.00 240.95 295.65 197.96 1.383 40 203.68 101.23 360.11 136.00 243.10 293.14 195.92 1.384 41 206.84 102.28 358.00 136.00 247.63 275.08 177.55 1.385 42 204.74 101.58 358.00 136.00 243.02 289.56 191.84 1.385 43 205.79 101.93 359.05 136.00 246.39 281.06 183.67 1.385 44 204.74 101.58 360.11 136.00 245.15 287.02 189.80 1.386 45 210.00 103.33 358.00 136.00 253.83 256.36 159.18 1.387 46 207.89 102.63 358.00 136.00 249.70 268.89 171.43 1.387 47 203.68 101.23 361.16 136.00 243.92 292.97 195.92 1.387 48 206.84 102.28 359.05 136.00 248.44 274.89 177.55 1.388 49 208.95 102.98 358.00 136.00 251.76 262.65 165.31 1.388 50 205.79 101.93 358.00 136.00 245.08 283.44 185.71 1.389 51 204.74 101.58 361.16 136.00 245.97 286.84 189.80 1.389 52 204.74 101.58 359.05 136.00 243.84 289.39 191.84 1.389 53 205.79 101.93 360.11 136.00 247.20 280.87 183.67 1.389 54 208.95 102.98 359.05 136.00 252.56 262.43 165.31 1.389 55 203.68 101.23 359.05 136.00 241.78 295.49 197.96 1.390 56 206.84 102.28 360.11 136.00 249.25 274.69 177.55 1.390 57 203.68 101.23 360.11 136.00 242.61 295.32 197.96 1.390 58 207.89 102.63 360.11 136.00 251.30 268.47 171.43 1.390 59 205.79 101.93 361.16 136.00 248.01 280.68 183.67 1.390 60 203.68 101.23 358.00 136.00 240.46 297.82 200.00 1.391 61 207.89 102.63 359.05 136.00 250.50 268.68 171.43 1.391 62 206.84 102.28 358.00 136.00 247.14 277.29 179.59 1.392 63 205.79 101.93 359.05 136.00 245.90 283.26 185.71 1.392 64 203.68 101.23 359.05 136.00 241.30 297.66 200.00 1.393 65 204.74 101.58 360.11 136.00 244.66 289.21 191.84 1.393 66 204.74 101.58 358.00 136.00 242.53 291.74 193.88 1.394 67 203.68 101.23 361.16 136.00 243.44 295.15 197.96 1.394 68 206.84 102.28 358.00 136.00 249.12 268.41 171.43 1.395 69 207.89 102.63 358.00 136.00 249.20 271.11 173.47 1.395 70 206.84 102.28 359.05 136.00 247.95 277.10 179.59 1.395 71 203.68 101.23 360.11 136.00 242.13 297.50 200.00 1.396 72 204.74 101.58 361.16 136.00 245.48 289.04 191.84 1.396 73 205.79 101.93 358.00 136.00 244.59 285.63 187.76 1.396 74 204.74 101.58 359.05 136.00 243.35 291.57 193.88 1.397 75 203.68 101.23 362.21 136.00 244.26 294.98 197.96 1.397 76 205.79 101.93 360.11 136.00 246.71 283.08 185.71 1.397 77 208.95 102.98 358.00 136.00 251.27 264.89 167.35 1.397 78 210.00 103.33 358.00 136.00 253.33 258.63 161.22 1.397 79 207.89 102.63 359.05 136.00 250.01 270.91 173.47 1.398 80 210.00 103.33 359.05 136.00 254.12 258.40 161.22 1.398 81 206.84 102.28 360.11 136.00 248.76 276.91 179.59 1.398 82 205.79 101.93 361.16 136.00 247.53 282.89 185.71 1.398 83 204.74 101.58 362.21 136.00 246.30 288.86 191.84 1.399 84 205.79 101.93 359.05 136.00 245.41 285.46 187.76 1.399 85 207.89 102.63 360.11 136.00 250.81 270.71 173.47 1.399 86 204.74 101.58 360.11 136.00 244.18 291.40 193.88 1.399 87 208.95 102.98 360.11 136.00 252.86 264.47 167.35 1.400 88 208.95 102.98 359.05 136.00 252.06 264.68 167.35 1.400 89 206.84 102.28 361.16 136.00 249.57 276.72 179.59 1.400 90 203.68 101.23 361.16 136.00 242.96 297.33 200.00 1.401 91 207.89 102.63 361.16 136.00 251.61 270.50 173.47 1.401 92 204.74 101.58 358.00 136.00 242.04 293.91 195.92 1.402 93 204.74 101.58 361.16 136.00 245.00 291.23 193.88 1.403 94 206.84 102.28 359.05 136.00 247.46 279.31 181.63 1.403 95 206.84 102.28 358.00 136.00 246.65 279.50 181.63 1.403 96 203.68 101.23 362.21 136.00 243.78 297.17 200.00 1.403 97 207.89 102.63 358.00 136.00 248.71 273.33 175.51 1.404 98 204.74 101.58 359.05 136.00 242.87 293.75 195.92 1.404 99 205.79 101.93 360.11 136.00 246.23 285.28 187.76 1.404 Critical Failure Surface (circle 1) Intersects: XL: 202.63 YL: 100.88 Centre: XC: 241.34 YC: 290.85 Generated failure surface: (20 points) 202.63 100.88 245.57 97.02 288.29 102.74 328.70 117.77 211.13 99.34 254.20 97.40 296.62 105.02 336.32 121.83 XR: 358.00 YR: 136.00 Radius: R: 193.88 219.69 98.19 262.80 98.17 304.85 107.67 343.75 126.23 228.30 97.41 271.36 99.31 312.94 110.68 350.99 130.96 Slice Geometry and Properties - Critical Failure Surface (circle 1, 42 slices) Slice X -S Base X -Left Area Angle Width Length Matl Cohesion 1 202.63 6.06 -10.2 4.86 4.93 2 0.00 35.0 2 207.49 12.51 -10.2 3.65 3.70 3 100.00 18.0 3 211.13 22.99 -7.7 4.28 4.32 3 100.00 18.0 4 215.41 31.57 -7.7 4.28 4.32 3 100.00 18.0 5 219.69 39.96 -5.1 4.30 4.32 3 100.00 18.0 6 224.00 47.79 -5.1 4.30 4.32 3 100.00 18.0 7 228.30 55.39 -2.6 4.31 4.32 3 100.00 18.0 PoreWater Phi Weight 757.43 384.23 1583.35 793.46 2939.10 1447.82 4051.24 1988.10 5133.24 2503.59 6138.83 2994.27 7108.65 3459.64 236.93 97.02 279.87 100.84 320.90 114.05 358.00 136.00 Normal Test Force Stress Factor 164.06 1.12 458.34 1.06 708.76 1.04 973.10 1.04 1213.59 1.03 1449.99 1.03 1660.11 1.01 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 232.61 236.93 241.25 245.57 249.88 254.20 258.50 262.80 267.08 271.36 275.19 279.87 284.08 288.29 290.00 293.31 296.62 299.00 301.92 304.85 308.00 312.94 316.92 320.90 324.80 328.70 331.50 334.50 336.32 340.04 343.75 346.64 349.52 350.99 353.83 62.43 69.14 75.36 81.09 86.48 91.17 95.70 99.30 102.95 94.77 118.88 109.57 111.48 45.67 89.06 89.72 64.60 79.61 79.71 85.80 129.74 97.35 90.65 81.95 74.70 49.02 47.81 26.67 48.58 40.40 25.45 20.02 8.09 11.43 6.26 -2.6 -0.0 -0.0 2.5 2.5 5.1 5.1 7.6 7.6 10.2 10.2 12.7 12.7 15.3 15.3 15.3 17.8 17.8 17.8 20.4 20.4 23.0 23.0 25.5 25.5 28.1 28.1 28.1 30.6 30.6 33.2 4.31 4.32 4.32 4.32 4.32 4.30 4.30 4.28 4.28 3.83 4.68 4.21 4.21 1.71 3.31 3.31 2.38 2.92 2.92 3.15 4.94 3.98 3.98 3.90 3.90 2.80 3.00 1.82 3.72 3.72 2.88 4.32 4.32 4.32 4.32 4.32 4.32 4.32 4.32 4.32 3.89 4.75 4.32 4.32 1.77 3.43 3.43 2.50 3.07 3.07 3.36 5.28 4.32 4.32 4.32 4.32 3.18 3.40 2.06 4.32 4.32 3.44 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 5 2 2 2 2 33.2 2.88 3.44 2 33.2 1.46 1.75 1 35.7 2.84 3.50 1 35.7 4.17 5.14 1 8002.75 8847.78 9626.43 10335.93 10995.96 11562.14 12101.45 12518.44 12935.91 11867.74 3899.71 1868.47 1.01 4314.11 2048.56 1.00 4702.73 2228.83 1.00 5065.18 2379.20 0.99 5401.56 2531.37 0.99 5711.49 2652.35 0.98 5994.96 2776.45 0.98 6251.66 2868.40 0.98 6481.71 2964.51 0.98 6008.56 3024.40 0.97 0.00 35.0 14860.33 7537.05 3042.15 0.93 0.00 35.0 13696.41 7009.78 3080.10 0.92 0.00 35.0 13934.41 7131.58 3133.62 0.92 0.00 35.0 5708.46 2954.25 3134.22 0.91 0.00 35.0 11143.59 5761.38 3154.76 0.91 0.00 35.0 11247.72 5803.91 3183.83 0.91 0.00 35.0 8112.53 4234.99 3169.58 0.90 0.00 35.0 10012.94 5125.60 3173.28 0.90 0.00 35.0 10042.34 4945.23 3173.46 0.90 0.00 35.0 10828.15 5192.57 3129.33 0.89 0.00 35.0 16395.65 7649.87 3014.08 0.89 0.00 35.0 12312.38 5788.51 2779.42 0.89 0.00 35.0 11474.90 5334.51 2587.88 0.89 0.00 35.0 10383.54 4856.90 2358.23 0.89 0.00 35.0 9477.33 4355.67 2148.85 0.89 0.00 35.0 6227.98 2871.22 1936.04 0.89 0.00 45.0 5259.15 2744.28 1485.32 0.81 0.00 35.0 3398.82 1499.52 1620.54 0.89 0.00 35.0 6206.04 2713.48 1424.94 0.89 0.00 35.0 5184.04 2120.69 1182.35 0.89 0.00 35.0 3285.15 1252.33 942.92 0.89 0.00 35.0 2605.99 847.32 737.25 0.89 150.00 22.0 1059.34 275.27 569.99 1.00 150.00 22.0 1496.84 223.06 379.06 1.01 150.00 22.0 819.87 0.00 95.95 1.01 X -S Area: 2706.88 Path Length: 164.13 X -S Weight: 341680.28 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 4 Full.gmf Processed: 11 May 2017 16:55:44 DATA: Analysis 1 - Case 4 - Full Reservoir Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 14L00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Unit weight of water/medium above ground: 62.400 Material Profiles (9 profiles) Material beneath: 1 - Overburden Profile: 1 (2 points) 100.00 136.00 Profile: 2 (2 points) 100.00 130.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 331.50 136.00 Profile: 6 (2 points) 334.50 136.00 Profile: 7 (2 points) 334.50 130.00 Profile: 8 (2 points) 334.50 100.00 Profile: 9 (2 points) 331.50 136.00 Material beneath: 2 - 331.50 130.00 Material beneath: 3 - 331.50 100.00 Material beneath: 4 - 331.50 97.00 Material beneath: 5 - 334.50 136.00 Material beneath: 1 - 383.00 136.00 Material beneath: 2 - 383.00 130.00 Material beneath: 3 - 383.00 100.00 Material beneath: 4 - Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Stable Bedrock 331.50 97.00 383.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 308.00 136.00 383.00 136.00 Phreatic Surface (2 points) 100.00 133.00 383.00 133.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 368.00 YR: 136.00 Centre: XC: 258.24 YC: 238.23 Radius: R: 150.00 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 20.00 100.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 4 - Full Reservoir Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 5.910 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 2.54 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 203.68 101.23 358.00 136.00 243.41 284.73 187.76 2.541 <-- Critical Surface 2 202.63 100.88 358.00 136.00 241.34 290.85 193.88 2.542 3 205.79 101.93 358.00 136.00 247.05 274.62 177.55 2.552 4 202.63 100.88 358.00 136.00 240.85 293.03 195.92 2.552 5 203.68 101.23 358.00 136.00 242.92 286.92 189.80 2.552 6 204.74 101.58 358.00 136.00 244.99 280.79 183.67 2.553 7 207.89 102.63 358.00 136.00 250.69 264.41 167.35 2.561 8 202.63 100.88 358.00 136.00 240.35 295.21 197.96 2.562 9 203.68 101.23 358.00 136.00 242.42 289.11 191.84 2.563 10 206.84 102.28 358.00 136.00 248.62 270.64 173.47 2.564 11 204.74 101.58 358.00 136.00 244.49 282.99 185.71 2.564 12 205.79 101.93 358.00 136.00 246.56 276.83 179.59 2.565 13 202.63 100.88 359.05 136.00 241.19 295.05 197.96 2.567 14 205.79 101.93 359.05 136.00 247.37 276.64 179.59 2.567 15 203.68 101.23 359.05 136.00 243.25 288.94 191.84 2.567 16 204.74 101.58 359.05 136.00 245.31 282.81 185.71 2.568 17 202.63 100.88 358.00 136.00 239.86 297.38 200.00 2.571 18 203.68 101.23 358.00 136.00 241.93 291.30 193.88 2.573 19 208.95 102.98 358.00 136.00 252.26 260.40 163.27 2.573 20 204.74 101.58 358.00 136.00 244.00 285.18 187.76 2.575 21 202.63 100.88 359.05 136.00 240.70 297.22 200.00 2.577 22 207.89 102.63 358.00 136.00 250.19 266.65 169.39 2.577 23 205.79 101.93 358.00 136.00 246.06 279.04 181.63 2.577 24 206.84 102.28 358.00 136.00 248.13 272.87 175.51 2.578 25 203.68 101.23 359.05 136.00 242.76 291.13 193.88 2.578 26 204.74 101.58 359.05 136.00 244.82 285.01 187.76 2.580 27 206.84 102.28 359.05 136.00 248.94 272.67 175.51 2.580 28 205.79 101.93 359.05 136.00 246.88 278.85 181.63 2.580 29 202.63 100.88 360.11 136.00 241.53 297.06 200.00 2.582 30 203.68 101.23 360.11 136.00 243.58 290.96 193.88 2.582 31 207.89 102.63 359.05 136.00 250.99 266.44 169.39 2.583 32 210.00 103.33 358.00 136.00 253.83 256.36 159.18 2.585 33 205.79 101.93 360.11 136.00 247.69 278.66 181.63 2.586 34 204.74 101.58 358.00 136.00 243.51 287.37 189.80 2.586 35 203.68 101.23 358.00 136.00 241.44 293.47 195.92 2.587 36 203.68 101.23 359.05 136.00 242.27 293.31 195.92 2.588 37 205.79 101.93 358.00 136.00 245.57 281.24 183.67 2.589 38 204.74 101.58 360.11 136.00 245.64 284.83 187.76 2.589 39 208.95 102.98 358.00 136.00 251.76 262.65 165.31 2.590 40 204.74 101.58 359.05 136.00 244.33 287.20 189.80 2.591 41 206.84 102.28 358.00 136.00 247.63 275.08 177.55 2.591 42 207.89 102.63 358.00 136.00 249.70 268.89 171.43 2.591 43 208.95 102.98 359.05 136.00 252.56 262.43 165.31 2.592 44 205.79 101.93 359.05 136.00 246.39 281.06 183.67 2.592 45 203.68 101.23 360.11 136.00 243.10 293.14 195.92 2.593 46 207.89 102.63 360.11 136.00 251.30 268.47 171.43 2.593 47 206.84 102.28 359.05 136.00 248.44 274.89 177.55 2.594 48 204.74 101.58 360.11 136.00 245.15 287.02 189.80 2.595 49 203.68 101.23 358.00 136.00 240.95 295.65 197.96 2.595 50 206.84 102.28 360.11 136.00 249.25 274.69 177.55 2.596 51 204.74 101.58 358.00 136.00 243.02 289.56 191.84 2.596 52 205.79 101.93 361.16 136.00 248.01 280.68 183.67 2.598 53 204.74 101.58 361.16 136.00 245.97 286.84 189.80 2.598 54 203.68 101.23 361.16 136.00 243.92 292.97 195.92 2.598 55 207.89 102.63 359.05 136.00 250.50 268.68 171.43 2.599 56 205.79 101.93 360.11 136.00 247.20 280.87 183.67 2.599 57 205.79 101.93 358.00 136.00 245.08 283.44 185.71 2.600 58 204.74 101.58 359.05 136.00 243.84 289.39 191.84 2.601 59 210.00 103.33 359.05 136.00 254.12 258.40 161.22 2.602 60 210.00 103.33 358.00 136.00 253.33 258.63 161.22 2.603 61 206.84 102.28 358.00 136.00 247.14 277.29 179.59 2.603 62 203.68 101.23 360.11 136.00 242.61 295.32 197.96 2.604 63 205.79 101.93 359.05 136.00 245.90 283.26 185.71 2.604 64 203.68 101.23 359.05 136.00 241.78 295.49 197.96 2.605 65 207.89 102.63 358.00 136.00 249.20 271.11 173.47 2.606 66 208.95 102.98 358.00 136.00 251.27 264.89 167.35 2.606 67 204.74 101.58 360.11 136.00 244.66 289.21 191.84 2.606 68 208.95 102.98 360.11 136.00 252.86 264.47 167.35 2.606 69 206.84 102.28 359.05 136.00 247.95 277.10 179.59 2.607 70 206.84 102.28 358.00 136.00 249.12 268.41 171.43 2.607 71 203.68 101.23 358.00 136.00 240.46 297.82 200.00 2.608 72 207.89 102.63 359.05 136.00 250.01 270.91 173.47 2.608 73 207.89 102.63 360.11 136.00 250.81 270.71 173.47 2.609 74 207.89 102.63 361.16 136.00 251.61 270.50 173.47 2.609 75 203.68 101.23 359.05 136.00 241.30 297.66 200.00 2.609 76 203.68 101.23 361.16 136.00 243.44 295.15 197.96 2.610 77 208.95 102.98 359.05 136.00 252.06 264.68 167.35 2.610 78 204.74 101.58 361.16 136.00 245.48 289.04 191.84 2.610 79 206.84 102.28 360.11 136.00 248.76 276.91 179.59 2.610 80 204.74 101.58 358.00 136.00 242.53 291.74 193.88 2.610 81 206.84 102.28 361.16 136.00 249.57 276.72 179.59 2.611 82 205.79 101.93 361.16 136.00 247.53 282.89 185.71 2.611 83 203.68 101.23 362.21 136.00 244.26 294.98 197.96 2.612 84 205.79 101.93 360.11 136.00 246.71 283.08 185.71 2.612 85 205.79 101.93 358.00 136.00 244.59 285.63 187.76 2.613 86 204.74 101.58 362.21 136.00 246.30 288.86 191.84 2.613 87 203.68 101.23 360.11 136.00 242.13 297.50 200.00 2.614 88 204.74 101.58 359.05 136.00 243.35 291.57 193.88 2.614 89 205.79 101.93 359.05 136.00 245.41 285.46 187.76 2.616 90 204.74 101.58 360.11 136.00 244.18 291.40 193.88 2.617 91 210.00 103.33 360.11 136.00 254.42 260.44 163.27 2.619 92 207.89 102.63 358.00 136.00 248.71 273.33 175.51 2.619 93 206.84 102.28 359.05 136.00 247.46 279.31 181.63 2.620 94 210.00 103.33 358.00 136.00 252.83 260.88 163.27 2.620 95 210.00 103.33 359.05 136.00 253.63 260.66 163.27 2.621 96 203.68 101.23 361.16 136.00 242.96 297.33 200.00 2.621 97 208.95 102.98 358.00 136.00 250.77 267.13 169.39 2.621 98 204.74 101.58 361.16 136.00 245.00 291.23 193.88 2.621 99 207.89 102.63 359.05 136.00 249.52 273.13 175.51 2.622 Critical Failure Surface (circle 1) Intersects: XL: 203.68 YL: 101.23 Centre: XC: 243.41 YC: 284.73 Generated failure surface: (20 points) 203.68 101.23 212.12 99.60 246.35 97.00 254.94 97.33 288.86 102.56 297.15 104.83 329.01 117.62 336.56 121.71 XR: 358.00 YR: 136.00 Radius: R: 187.76 220.63 98.36 263.50 98.05 305.33 107.48 343.92 126.15 229.18 97.52 272.02 99.17 313.37 110.50 351.07 130.91 Slice Geometry and Properties - Critical Failure Surface (circle 1, 44 slices) 237.76 97.06 280.48 100.67 321.27 113.88 358.00 136.00 Slice X -S Base PoreWater Normal Test X -Left Area Angle Width Length Matl Cohesion Phi Weight Force Stress Factor 1 203.68 2.67 -10.9 3.19 3.25 2 0.00 35.0 333.98 6497.66 2057.14 1.08 2 206.87 8.02 -10.9 3.19 3.25 2 0.00 35.0 1001.96 6622.07 2206.29 1.08 3 210.06 8.04 -10.9 2.06 2.10 3 100.00 18.0 1011.15 4352.36 2332.65 1.04 4 212.12 23.20 -8.3 4.25 4.30 3 100.00 18.0 2947.89 9036.99 2468.70 1.03 5 216.37 31.86 -8.3 4.25 4.30 3 100.00 18.0 4072.10 9202.88 2647.29 1.03 6 220.63 40.34 -5.7 4.28 4.30 3 100.00 18.0 5168.75 9342.57 2806.53 1.02 7 224.90 48.24 -5.7 4.28 4.30 3 100.00 18.0 6185.84 9456.13 2957.06 1.02 8 229.18 55.93 -3.0 4.29 4.30 3 100.00 18.0 7170.08 9543.43 3086.83 1.01 9 233.47 63.05 -3.0 4.29 4.30 3 100.00 18.0 8074.76 9604.45 3209.18 1.01 10 237.76 69.84 -0.4 4.30 4.30 3 100.00 18.0 8932.88 9639.15 3309.58 1.00 11 242.05 76.13 -0.4 4.30 4.30 3 100.00 18.0 9720.78 9647.45 3403.70 1.00 12 246.35 81.93 2.2 4.29 4.30 3 100.00 18.0 10441.54 9629.55 3474.88 1.00 13 250.64 87.36 2.2 4.29 4.30 3 100.00 18.0 11109.36 9585.16 3540.74 1.00 14 254.94 92.11 4.8 4.28 4.30 3 100.00 18.0 11683.62 9514.36 3582.89 0.99 15 259.22 96.67 4.8 4.28 4.30 3 100.00 18.0 12228.82 9417.29 3620.55 0.99 16 263.50 100.30 7.5 4.26 4.30 3 100.00 18.0 12650.87 9294.16 3633.88 0.99 17 267.76 103.97 7.5 4.26 4.30 3 100.00 18.0 13072.21 9144.67 3643.45 0.99 18 272.02 117.77 10.1 4.67 4.75 3 100.00 18.0 14751.72 9896.54 3627.29 0.99 19 276.69 97.94 10.1 3.79 3.85 2 0.00 35.0 12242.30 7840.38 3581.43 0.97 20 280.48 110.57 12.7 4.19 4.30 2 0.00 35.0 13821.37 8540.37 3542.60 0.97 21 284.67 112.47 12.7 4.19 4.30 2 0.00 35.0 14058.65 8287.22 3510.35 0.97 22 288.86 30.79 15.3 1.14 1.18 2 0.00 35.0 3849.02 2226.76 3466.60 0.96 23 290.00 97.37 15.3 3.58 3.71 2 0.00 35.0 12184.38 6856.10 3437.79 0.96 24 293.58 98.13 15.3 3.58 3.71 2 0.00 35.0 12304.73 6629.44 3395.67 0.96 25 297.15 50.96 17.9 1.85 1.94 2 0.00 35.0 6399.37 3379.59 3337.73 0.97 26 299.00 87.25 17.9 3.16 3.32 2 0.00 35.0 10973.22 5613.39 3323.27 0.97 27 302.16 87.35 17.9 3.16 3.32 2 0.00 35.0 11005.12 5400.88 3327.29 0.97 28 305.33 73.73 20.6 2.67 2.86 2 0.00 35.0 9304.81 4458.43 3300.17 0.97 29 308.00 72.55 20.6 2.69 2.87 2 0.00 35.0 9165.67 4298.40 3233.30 0.97 30 310.69 69.85 20.6 2.69 2.87 2 0.00 35.0 8827.46 4118.06 3113.25 0.97 31 313.37 97.38 23.2 3.95 4.30 2 0.00 35.0 12314.22 5805.98 2931.47 0.97 32 317.32 90.69 23.2 3.95 4.30 2 0.00 35.0 11478.94 5352.37 2731.17 0.97 33 321.27 81.93 25.8 3.87 4.30 2 0.00 35.0 10380.73 4874.83 2501.66 0.98 34 325.14 74.70 25.8 3.87 4.30 2 0.00 35.0 9476.28 4373.29 2281.59 0.98 35 329.01 44.14 28.4 2.49 2.84 2 0.00 35.0 5607.87 2601.62 2075.86 0.99 36 331.50 48.64 28.4 3.00 3.41 5 0.00 45.0 5350.70 2813.04 1615.12 0.94 37 334.50 30.62 28.4 2.06 2.35 2 0.00 35.0 3901.36 1733.47 1741.85 0.99 38 336.56 48.50 31.1 3.68 4.30 2 0.00 35.0 6195.03 2728.48 1533.97 1.00 39 340.24 40.34 31.1 3.68 4.30 2 0.00 35.0 5175.28 2134.24 1276.66 1.00 40 343.92 25.69 33.7 2.89 3.47 2 0.00 35.0 3315.90 1276.49 1026.21 1.02 41 346.81 20.13 33.7 2.89 3.47 2 0.00 35.0 2619.93 858.99 804.14 1.02 42 349.71 7.59 33.7 1.37 1.65 1 150.00 22.0 994.77 261.27 636.28 1.09 43 351.07 11.49 36.3 2.84 3.53 1 150.00 22.0 1505.05 229.58 442.30 1.11 44 353.92 6.13 36.3 4.08 5.07 1 150.00 22.0 802.48 0.00 137.12 1.11 X -S Area: 2724.33 Path Length: 163.27 X -S Weight: 343813.00 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 5 Rapid Drawdown.gmf 17:00:58 Processed: 11 May 2017 DATA: Analysis 1 - Case 5 - Rapid Drawdown Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) 100.00 143.00 Profile: 2 (2 points) 100.00 139.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 352.50 143.00 Profile: 6 (2 points) 355.50 143.00 Profile: 7 (2 points) 355.50 139.00 Profile: 8 (2 points) 355.50 100.00 Unit weight of water/medium above ground: 62.400 Material beneath: 1 - 352.50 143.00 Material beneath: 2 - 352.50 139.00 Material beneath: 3 - 352.50 100.00 Material beneath: 4 - 352.50 97.00 Material beneath: 5 - 355.50 143.00 Material beneath: 1 - 410.00 143.00 Material beneath: 2 - 410.00 139.00 Material beneath: 3 - 410.00 100.00 Overburden Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Profile: 9 (2 points) Material beneath: 4 - Stable Bedrock 352.50 97.00 410.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 329.00 143.00 410.00 143.00 Phreatic Surface (4 points) 100.00 100.00 200.00 100.00 320.00 140.00 410.00 140.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 399.00 YR: 143.00 Centre: XC: 263.14 YC: 289.77 Radius: R: 200.00 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 20.00 150.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 5 - Rapid Drawdown Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 2.887 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 1.34 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 203.68 101.23 389.00 143.00 248.29 335.28 238.27 1.339 <-- Critical Surface 2 204.74 101.58 389.00 143.00 250.36 329.19 232.14 1.340 3 201.58 100.53 389.00 143.00 243.43 350.62 253.57 1.342 4 205.79 101.93 389.00 143.00 252.42 323.09 226.02 1.343 5 206.84 102.28 389.00 143.00 254.48 316.96 219.90 1.344 6 202.63 100.88 389.00 143.00 245.49 344.59 247.45 1.344 7 202.63 100.88 390.05 143.00 246.34 344.44 247.45 1.346 8 203.68 101.23 389.00 143.00 247.56 338.53 241.33 1.347 9 207.89 102.63 389.00 143.00 256.55 310.80 213.78 1.347 10 200.53 100.18 389.00 143.00 240.63 359.85 262.76 1.348 11 203.68 101.23 390.05 143.00 248.40 338.38 241.33 1.348 12 204.74 101.58 389.00 143.00 249.62 332.46 235.20 1.349 13 201.58 100.53 389.00 143.00 242.69 353.84 256.63 1.350 14 197.37 100.00 389.00 143.00 237.66 368.94 271.94 1.351 15 205.79 101.93 389.00 143.00 251.69 326.37 229.08 1.352 16 199.47 100.00 389.00 143.00 238.77 365.99 268.88 1.352 17 201.58 100.53 390.05 143.00 243.55 353.70 256.63 1.352 18 202.63 100.88 389.00 143.00 244.76 347.82 250.51 1.353 19 204.74 101.58 390.05 143.00 250.45 332.30 235.20 1.353 20 205.79 101.93 390.05 143.00 252.51 326.20 229.08 1.353 21 196.32 100.00 389.00 143.00 236.75 372.01 275.00 1.354 22 206.84 102.28 389.00 143.00 253.75 320.25 222.96 1.355 23 198.42 100.00 389.00 143.00 237.85 369.06 271.94 1.355 24 202.63 100.88 390.05 143.00 245.61 347.67 250.51 1.355 25 200.53 100.18 389.00 143.00 239.90 363.06 265.82 1.355 26 202.63 100.88 391.11 143.00 246.45 347.53 250.51 1.356 27 203.68 101.23 389.00 143.00 246.83 341.78 244.39 1.356 28 207.89 102.63 389.00 143.00 255.81 314.11 216.84 1.357 29 198.42 100.00 390.05 143.00 238.71 368.94 271.94 1.357 30 206.84 102.28 390.05 143.00 254.57 320.07 222.96 1.357 31 203.68 101.23 390.05 143.00 247.67 341.63 244.39 1.357 32 201.58 100.53 389.00 143.00 241.97 357.06 259.69 1.358 33 197.37 100.00 389.00 143.00 236.94 372.14 275.00 1.358 34 200.53 100.18 390.05 143.00 240.76 362.93 265.82 1.358 35 203.68 101.23 391.11 143.00 248.51 341.47 244.39 1.359 36 204.74 101.58 390.05 143.00 249.73 335.56 238.27 1.359 37 199.47 100.00 389.00 143.00 238.04 369.19 271.94 1.359 38 204.74 101.58 389.00 143.00 248.89 335.72 238.27 1.359 39 197.37 100.00 390.05 143.00 237.81 372.01 275.00 1.359 40 207.89 102.63 390.05 143.00 256.62 313.92 216.84 1.360 41 201.58 100.53 390.05 143.00 242.82 356.92 259.69 1.360 42 208.95 102.98 389.00 143.00 257.87 307.94 210.71 1.360 43 202.63 100.88 389.00 143.00 244.03 351.05 253.57 1.361 44 201.58 100.53 391.11 143.00 243.67 356.79 259.69 1.361 45 198.42 100.00 389.00 143.00 237.13 372.26 275.00 1.362 46 199.47 100.00 390.05 143.00 238.91 369.06 271.94 1.362 47 205.79 101.93 390.05 143.00 251.78 329.47 232.14 1.362 48 200.53 100.18 389.00 143.00 239.17 366.26 268.88 1.362 49 205.79 101.93 389.00 143.00 250.95 329.64 232.14 1.362 50 208.95 102.98 390.05 143.00 258.68 307.74 210.71 1.362 51 210.00 103.33 389.00 143.00 259.93 301.74 204.59 1.363 52 202.63 100.88 390.05 143.00 244.88 350.90 253.57 1.363 53 204.74 101.58 391.11 143.00 250.56 335.40 238.27 1.364 54 198.42 100.00 390.05 143.00 238.00 372.14 275.00 1.364 55 202.63 100.88 391.11 143.00 245.73 350.76 253.57 1.364 56 199.47 100.00 391.11 143.00 239.77 368.94 271.94 1.364 57 203.68 101.23 389.00 143.00 246.10 345.01 247.45 1.364 58 204.74 101.58 392.16 143.00 251.39 335.23 238.27 1.365 59 205.79 101.93 391.11 143.00 252.61 329.30 232.14 1.365 60 201.58 100.53 389.00 143.00 241.24 360.27 262.76 1.365 61 206.84 102.28 389.00 143.00 253.01 323.53 226.02 1.365 62 200.53 100.18 390.05 143.00 240.03 366.13 268.88 1.365 63 199.47 100.00 389.00 143.00 237.32 372.38 275.00 1.365 64 207.89 102.63 389.00 143.00 255.07 317.41 219.90 1.366 65 203.68 101.23 390.05 143.00 246.94 344.87 247.45 1.367 66 198.42 100.00 391.11 143.00 238.86 372.01 275.00 1.367 67 202.63 100.88 392.16 143.00 246.57 350.61 253.57 1.367 68 201.58 100.53 390.05 143.00 242.10 360.14 262.76 1.368 69 205.79 101.93 392.16 143.00 253.43 329.13 232.14 1.368 70 200.53 100.18 391.11 143.00 240.89 366.01 268.88 1.368 71 203.68 101.23 391.11 143.00 247.78 344.72 247.45 1.368 72 204.74 101.58 390.05 143.00 249.00 338.81 241.33 1.368 73 204.74 101.58 389.00 143.00 248.16 338.97 241.33 1.368 74 202.63 100.88 389.00 143.00 243.31 354.27 256.63 1.368 75 200.53 100.18 389.00 143.00 238.44 369.46 271.94 1.368 76 206.84 102.28 391.11 143.00 254.66 323.19 226.02 1.369 77 199.47 100.00 390.05 143.00 238.18 372.26 275.00 1.369 78 206.84 102.28 390.05 143.00 253.84 323.36 226.02 1.369 79 201.58 100.53 391.11 143.00 242.95 360.00 262.76 1.369 80 203.68 101.23 392.16 143.00 248.62 344.56 247.45 1.369 81 207.89 102.63 390.05 143.00 255.89 317.23 219.90 1.370 82 200.53 100.18 392.16 143.00 241.75 365.87 268.88 1.370 83 208.95 102.98 389.00 143.00 257.13 311.26 213.78 1.370 84 198.42 100.00 389.00 143.00 238.58 365.86 268.88 1.370 85 206.84 102.28 392.16 143.00 255.47 323.01 226.02 1.371 86 202.63 100.88 390.05 143.00 244.16 354.13 256.63 1.371 87 204.74 101.58 391.11 143.00 249.83 338.65 241.33 1.371 88 201.58 100.53 389.00 143.00 240.51 363.48 265.82 1.371 89 199.47 100.00 391.11 143.00 239.05 372.14 275.00 1.371 90 200.53 100.18 390.05 143.00 239.31 369.33 271.94 1.372 91 207.89 102.63 391.11 143.00 256.70 317.04 219.90 1.372 92 205.79 101.93 389.00 143.00 250.22 332.90 235.20 1.372 93 202.63 100.88 391.11 143.00 245.01 353.99 256.63 1.372 94 205.79 101.93 390.05 143.00 251.05 332.74 235.20 1.372 95 203.68 101.23 389.00 143.00 245.37 348.25 250.51 1.373 96 201.58 100.53 392.16 143.00 243.80 359.87 262.76 1.373 97 204.74 101.58 392.16 143.00 250.66 338.49 241.33 1.373 98 208.95 102.98 390.05 143.00 257.94 311.07 213.78 1.373 99 199.47 100.00 392.16 143.00 239.91 372.01 275.00 1.373 Critical Failure Surface (circle 1) Intersects: XL: 203.68 YL: 101.23 Centre: XC: 248.29 YC: 335.28 Generated failure surface: (20 points) 203.68 101.23 254.84 97.10 305.69 104.03 353.88 121.69 213.82 99.52 265.11 97.61 315.61 106.72 362.99 126.44 XR: 389.00 YR: 143.00 Radius: R: 238.27 224.03 98.25 275.35 98.56 325.41 109.84 371.90 131.58 234.28 97.43 285.54 99.94 335.07 113.38 380.57 137.11 Slice Geometry and Properties - Critical Failure Surface (circle 1, 43 slices) Slice X -S Base X -Left Area Angle Width Length 1 203.68 3.34 -9.6 3.65 3.70 2 207.33 10.01 -9.6 3.65 3.70 3 210.98 12.44 -9.6 2.84 2.88 4 213.82 31.91 -7.1 5.10 5.14 5 218.93 43.82 -7.1 5.10 5.14 6 224.03 55.44 -4.6 5.12 5.14 7 229.15 66.31 -4.6 5.12 5.14 244.56 97.04 295.66 101.77 344.56 117.33 389.00 143.00 PoreWater Normal Test Matl Cohesion Phi Weight Force Stress Factor 2 0.00 35.0 2 0.00 35.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 3 100.00 18.0 417.28 211.24 119.91 1.11 1251.85 633.71 359.72 1.11 1565.87 787.16 575.45 1.06 4053.89 2006.58 816.65 1.04 5594.63 2755.60 1123.47 1.04 7089.69 3470.45 1403.63 1.02 8482.54 4151.06 1678.19 1.02 8 234.28 76.82 -2.1 5.14 5.14 3 100.00 18.0 9821.75 4796.85 1923.33 1.01 9 239.42 86.60 -2.1 5.14 5.14 3 100.00 18.0 11060.53 5407.81 2165.54 1.01 10 244.56 95.88 0.3 5.14 5.14 3 100.00 18.0 12227.40 5983.27 2376.03 1.00 11 249.70 104.54 0.3 5.14 5.14 3 100.00 18.0 13306.82 6523.37 2585.83 1.00 12 254.84 112.49 2.8 5.14 5.14 3 100.00 18.0 14288.42 7027.65 2762.06 0.99 13 259.97 119.98 2.8 5.14 5.14 3 100.00 18.0 15204.73 7495.98 2939.45 0.99 14 265.11 126.51 5.3 5.12 5.14 3 100.00 18.0 15990.30 7927.96 3081.80 0.98 15 270.23 132.82 5.3 5.12 5.14 3 100.00 18.0 16740.68 8323.59 3226.84 0.98 16 275.35 137.87 7.8 5.09 5.14 3 100.00 18.0 17323.06 8682.49 3335.72 0.98 17 280.44 142.99 7.8 5.09 5.14 3 100.00 18.0 17906.00 9004.68 3448.49 0.98 18 285.54 146.51 10.2 5.06 5.14 2 0.00 35.0 18313.40 9289.72 3463.13 0.93 19 290.60 150.42 10.2 5.06 5.14 2 0.00 35.0 18802.71 9537.93 3555.64 0.93 20 295.66 152.41 12.7 5.02 5.14 2 0.00 35.0 19051.12 9748.93 3597.73 0.92 21 300.67 155.12 12.7 5.02 5.14 2 0.00 35.0 19390.40 9922.55 3661.82 0.92 22 305.69 155.58 15.2 4.96 5.14 2 0.00 35.0 19447.38 10058.92 3675.26 0.91 23 310.65 157.11 15.2 4.96 5.14 2 0.00 35.0 19638.39 10157.71 3711.38 0.91 24 315.61 44.13 17.6 1.39 1.46 2 0.00 35.0 5516.03 2889.60 3693.99 0.90 25 317.00 95.57 17.6 3.00 3.15 2 0.00 35.0 11955.80 6258.40 3700.42 0.90 26 320.00 172.78 17.6 5.41 5.68 2 0.00 35.0 21658.90 10994.07 3707.02 0.90 27 325.41 114.46 20.1 3.59 3.82 2 0.00 35.0 14380.19 7033.61 3659.95 0.89 28 329.00 186.49 20.1 6.07 6.46 2 0.00 35.0 23456.54 11183.48 3522.39 0.89 29 335.07 135.92 22.6 4.75 5.14 2 0.00 35.0 17104.21 8224.16 3245.16 0.89 30 339.81 126.55 22.6 4.75 5.14 2 0.00 35.0 15932.15 7590.42 3020.33 0.89 31 344.56 98.20 25.1 3.97 4.38 2 0.00 35.0 12370.55 5944.77 2770.93 0.89 32 348.53 90.83 25.1 3.97 4.38 2 0.00 35.0 11449.58 5437.21 2561.70 0.89 33 352.50 29.78 25.1 1.38 1.52 5 0.00 45.0 3275.72 1767.00 2064.88 0.82 34 353.88 33.92 27.5 1.62 1.83 5 0.00 45.0 3730.92 2044.14 1966.80 0.81 35 355.50 73.03 27.5 3.75 4.23 2 0.00 35.0 9218.94 4348.49 2153.63 0.89 36 359.25 65.71 27.5 3.75 4.23 2 0.00 35.0 8303.69 3833.20 1935.58 0.89 37 362.99 68.00 30.0 4.45 5.14 2 0.00 35.0 8606.49 3937.60 1662.36 0.89 38 367.45 56.55 30.0 4.45 5.14 2 0.00 35.0 7175.22 3112.46 1378.22 0.89 39 371.90 43.52 32.5 4.34 5.14 2 0.00 35.0 5543.98 2256.87 1068.67 0.89 40 376.24 31.54 32.5 4.34 5.14 2 0.00 35.0 4046.89 1370.88 766.65 0.89 41 380.57 13.39 35.0 2.71 3.30 2 0.00 35.0 1738.15 401.00 502.84 0.89 42 383.28 5.01 35.0 1.43 1.75 1 150.00 22.0 655.79 54.45 319.41 1.01 43 384.71 6.44 35.0 4.29 5.24 1 150.00 22.0 843.16 0.00 97.61 1.01 X -S Area: 3768.73 Path Length: 195.38 X -S Weight: 473931.72 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 5 Full.gmf Processed: 11 May 2017 16:59:38 DATA: Analysis 1 - Case 5 - Full Reservoir Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) 100.00 143.00 Profile: 2 (2 points) 100.00 139.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 352.50 143.00 Profile: 6 (2 points) 355.50 143.00 Profile: 7 (2 points) 355.50 139.00 Profile: 8 (2 points) 355.50 100.00 Profile: 9 (2 points) Unit weight of water/medium above ground: 62.400 Material beneath: 1 - 352.50 143.00 Material beneath: 2 - 352.50 139.00 Material beneath: 3 - 352.50 100.00 Material beneath: 4 - 352.50 97.00 Material beneath: 5 - 355.50 143.00 Material beneath: 1 - 410.00 143.00 Material beneath: 2 - 410.00 139.00 Material beneath: 3 - 410.00 100.00 Material beneath: 4 - Overburden Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Stable Bedrock 352.50 97.00 410.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 329.00 143.00 410.00 143.00 Phreatic Surface (2 points) 100.00 140.00 410.00 140.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 399.00 YR: 143.00 Centre: XC: 263.14 YC: 289.77 Radius: R: 200.00 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 20.00 150.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 5 - Full Reservoir Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 5.318 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 2.58 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 206.84 102.28 389.00 143.00 254.48 316.96 219.90 2.577 <-- Critical Surface 2 203.68 101.23 389.00 143.00 248.29 335.28 238.27 2.578 3 204.74 101.58 389.00 143.00 250.36 329.19 232.14 2.578 4 205.79 101.93 389.00 143.00 252.42 323.09 226.02 2.580 5 207.89 102.63 389.00 143.00 256.55 310.80 213.78 2.582 6 201.58 100.53 389.00 143.00 243.43 350.62 253.57 2.585 7 202.63 100.88 389.00 143.00 245.49 344.59 247.45 2.588 8 202.63 100.88 390.05 143.00 246.34 344.44 247.45 2.589 9 203.68 101.23 389.00 143.00 247.56 338.53 241.33 2.590 10 203.68 101.23 390.05 143.00 248.40 338.38 241.33 2.591 11 204.74 101.58 389.00 143.00 249.62 332.46 235.20 2.592 12 205.79 101.93 389.00 143.00 251.69 326.37 229.08 2.595 13 205.79 101.93 390.05 143.00 252.51 326.20 229.08 2.595 14 204.74 101.58 390.05 143.00 250.45 332.30 235.20 2.596 15 200.53 100.18 389.00 143.00 240.63 359.85 262.76 2.597 16 207.89 102.63 389.00 143.00 255.81 314.11 216.84 2.598 17 206.84 102.28 389.00 143.00 253.75 320.25 222.96 2.599 18 201.58 100.53 389.00 143.00 242.69 353.84 256.63 2.599 19 206.84 102.28 390.05 143.00 254.57 320.07 222.96 2.601 20 201.58 100.53 390.05 143.00 243.55 353.70 256.63 2.601 21 202.63 100.88 389.00 143.00 244.76 347.82 250.51 2.602 22 202.63 100.88 391.11 143.00 246.45 347.53 250.51 2.603 23 208.95 102.98 389.00 143.00 257.87 307.94 210.71 2.604 24 197.37 100.00 389.00 143.00 237.66 368.94 271.94 2.604 25 202.63 100.88 390.05 143.00 245.61 347.67 250.51 2.604 26 207.89 102.63 390.05 143.00 256.62 313.92 216.84 2.604 27 199.47 100.00 389.00 143.00 238.77 365.99 268.88 2.605 28 204.74 101.58 390.05 143.00 249.73 335.56 238.27 2.605 29 203.68 101.23 389.00 143.00 246.83 341.78 244.39 2.606 30 208.95 102.98 390.05 143.00 258.68 307.74 210.71 2.606 31 210.00 103.33 389.00 143.00 259.93 301.74 204.59 2.607 32 203.68 101.23 390.05 143.00 247.67 341.63 244.39 2.607 33 203.68 101.23 391.11 143.00 248.51 341.47 244.39 2.607 34 200.53 100.18 389.00 143.00 239.90 363.06 265.82 2.609 35 204.74 101.58 389.00 143.00 248.89 335.72 238.27 2.610 36 205.79 101.93 390.05 143.00 251.78 329.47 232.14 2.610 37 198.42 100.00 389.00 143.00 237.85 369.06 271.94 2.610 38 196.32 100.00 389.00 143.00 236.75 372.01 275.00 2.610 39 201.58 100.53 391.11 143.00 243.67 356.79 259.69 2.612 40 201.58 100.53 389.00 143.00 241.97 357.06 259.69 2.612 41 198.42 100.00 390.05 143.00 238.71 368.94 271.94 2.612 42 200.53 100.18 390.05 143.00 240.76 362.93 265.82 2.612 43 207.89 102.63 389.00 143.00 255.07 317.41 219.90 2.613 44 205.79 101.93 389.00 143.00 250.95 329.64 232.14 2.613 45 204.74 101.58 391.11 143.00 250.56 335.40 238.27 2.614 46 205.79 101.93 391.11 143.00 252.61 329.30 232.14 2.615 47 201.58 100.53 390.05 143.00 242.82 356.92 259.69 2.615 48 204.74 101.58 392.16 143.00 251.39 335.23 238.27 2.615 49 202.63 100.88 389.00 143.00 244.03 351.05 253.57 2.616 50 199.47 100.00 389.00 143.00 238.04 369.19 271.94 2.616 51 206.84 102.28 389.00 143.00 253.01 323.53 226.02 2.616 52 197.37 100.00 390.05 143.00 237.81 372.01 275.00 2.616 53 197.37 100.00 389.00 143.00 236.94 372.14 275.00 2.616 54 202.63 100.88 391.11 143.00 245.73 350.76 253.57 2.617 55 202.63 100.88 390.05 143.00 244.88 350.90 253.57 2.618 56 205.79 101.93 392.16 143.00 253.43 329.13 232.14 2.619 57 206.84 102.28 391.11 143.00 254.66 323.19 226.02 2.620 58 199.47 100.00 390.05 143.00 238.91 369.06 271.94 2.620 59 208.95 102.98 389.00 143.00 257.13 311.26 213.78 2.620 60 203.68 101.23 389.00 143.00 246.10 345.01 247.45 2.621 61 207.89 102.63 390.05 143.00 255.89 317.23 219.90 2.621 62 200.53 100.18 389.00 143.00 239.17 366.26 268.88 2.621 63 206.84 102.28 390.05 143.00 253.84 323.36 226.02 2.621 64 204.74 101.58 390.05 143.00 249.00 338.81 241.33 2.621 65 202.63 100.88 392.16 143.00 246.57 350.61 253.57 2.622 66 198.42 100.00 389.00 143.00 237.13 372.26 275.00 2.622 67 206.84 102.28 392.16 143.00 255.47 323.01 226.02 2.622 68 203.68 101.23 390.05 143.00 246.94 344.87 247.45 2.623 69 199.47 100.00 391.11 143.00 239.77 368.94 271.94 2.623 70 203.68 101.23 391.11 143.00 247.78 344.72 247.45 2.623 71 207.89 102.63 391.11 143.00 256.70 317.04 219.90 2.623 72 198.42 100.00 390.05 143.00 238.00 372.14 275.00 2.624 73 201.58 100.53 389.00 143.00 241.24 360.27 262.76 2.624 74 208.95 102.98 390.05 143.00 257.94 311.07 213.78 2.624 75 200.53 100.18 390.05 143.00 240.03 366.13 268.88 2.625 76 201.58 100.53 391.11 143.00 242.95 360.00 262.76 2.625 77 203.68 101.23 392.16 143.00 248.62 344.56 247.45 2.625 78 210.00 103.33 389.00 143.00 259.19 305.08 207.65 2.625 79 204.74 101.58 389.00 143.00 248.16 338.97 241.33 2.626 80 208.95 102.98 391.11 143.00 258.75 310.88 213.78 2.626 81 210.00 103.33 390.05 143.00 259.99 304.88 207.65 2.627 82 198.42 100.00 391.11 143.00 238.86 372.01 275.00 2.627 83 199.47 100.00 389.00 143.00 237.32 372.38 275.00 2.627 84 204.74 101.58 391.11 143.00 249.83 338.65 241.33 2.627 85 201.58 100.53 390.05 143.00 242.10 360.14 262.76 2.628 86 210.00 103.33 391.11 143.00 260.80 304.68 207.65 2.628 87 205.79 101.93 390.05 143.00 251.05 332.74 235.20 2.628 88 200.53 100.18 391.11 143.00 240.89 366.01 268.88 2.628 89 202.63 100.88 389.00 143.00 243.31 354.27 256.63 2.629 90 204.74 101.58 392.16 143.00 250.66 338.49 241.33 2.629 91 200.53 100.18 392.16 143.00 241.75 365.87 268.88 2.630 92 205.79 101.93 391.11 143.00 251.88 332.57 235.20 2.631 93 205.79 101.93 389.00 143.00 250.22 332.90 235.20 2.631 94 202.63 100.88 391.11 143.00 245.01 353.99 256.63 2.631 95 199.47 100.00 390.05 143.00 238.18 372.26 275.00 2.631 96 200.53 100.18 389.00 143.00 238.44 369.46 271.94 2.632 97 202.63 100.88 390.05 143.00 244.16 354.13 256.63 2.632 98 204.74 101.58 393.21 143.00 251.49 338.33 241.33 2.632 99 201.58 100.53 392.16 143.00 243.80 359.87 262.76 2.633 Critical Failure Surface (circle 1) Intersects: XL: 206.84 YL: 102.28 Centre: XC: 254.48 YC: 316.96 Generated failure surface: (20 points) 206.84 102.28 216.79 100.31 257.19 97.07 267.33 97.43 307.39 103.52 317.18 106.19 354.79 121.27 363.71 126.10 XR: 389.00 YR: 143.00 Radius: R: 219.90 226.83 98.80 277.44 98.26 326.84 109.30 372.40 131.35 Slice Geometry and Properties - Critical Failure Surface (circle 1, Slice X -S Base X -Left Area Angle 1 206.84 6.58 -11.2 4.98 2 211.82 19.73 -11.2 4.98 3 216.79 12.01 -8.5 2.07 4 218.87 28.85 -8.5 3.98 5 222.85 36.51 -8.5 3.98 6 226.83 56.71 -5.9 5.05 7 231.87 67.83 -5.9 5.05 8 236.92 78.66 -3.3 5.06 Width Length Matl 5.07 5.07 2.10 4.02 4.02 5.07 5.07 5.07 236.92 97.76 287.50 99.55 336.34 112.86 380.83 136.98 44 slices) 247.05 97.18 297.49 101.30 345.66 116.85 389.00 143.00 PoreWater Normal Test Cohesion Phi Weight Force Stress Factor 2 0.00 35.0 821.98 12094.54 2471.83 1.08 2 0.00 35.0 2465.96 12406.17 2708.11 1.08 2 0.00 35.0 1501.13 5216.60 2864.02 1.05 3 100.00 18.0 3625.47 10117.16 2988.20 1.03 3 100.00 18.0 4620.45 10267.25 3158.05 1.03 3 100.00 18.0 7206.29 13121.71 3327.49 1.02 3 100.00 18.0 8638.14 13286.85 3508.27 1.02 3 100.00 18.0 10026.11 13415.19 3664.80 1.01 9 241.98 88.67 -3.3 5.06 5.07 3 100.00 18.0 11300.68 13506.50 3812.08 1.01 10 247.05 98.25 -0.6 5.07 5.07 3 100.00 18.0 12512.02 13560.68 3933.69 1.00 11 252.12 107.10 -0.6 5.07 5.07 3 100.00 18.0 13622.99 13577.97 4047.37 1.00 12 257.19 115.29 2.0 5.07 5.07 3 100.00 18.0 14641.65 13558.21 4134.21 1.00 13 262.26 122.95 2.0 5.07 5.07 3 100.00 18.0 15584.13 13501.43 4214.29 1.00 14 267.33 129.65 4.7 5.06 5.07 3 100.00 18.0 16397.33 13407.68 4266.57 0.99 15 272.38 136.08 4.7 5.06 5.07 3 100.00 18.0 17167.86 13276.96 4313.09 0.99 16 277.44 141.22 7.3 5.03 5.07 3 100.00 18.0 17766.67 13109.44 4331.08 0.99 17 282.47 146.41 7.3 5.03 5.07 3 100.00 18.0 18363.15 12904.99 4344.15 0.99 18 287.50 76.34 10.0 2.56 2.60 3 100.00 18.0 9551.31 6524.07 4333.09 0.99 19 290.06 112.64 10.0 3.72 3.77 2 0.00 35.0 14080.40 9340.04 4286.88 0.97 20 293.78 114.82 10.0 3.72 3.77 2 0.00 35.0 14352.61 9186.39 4281.20 0.97 21 297.49 155.76 12.6 4.95 5.07 2 0.00 35.0 19469.66 12072.62 4236.97 0.97 22 302.44 158.45 12.6 4.95 5.07 2 0.00 35.0 19805.97 11722.37 4200.00 0.97 23 307.39 155.75 15.2 4.80 4.98 2 0.00 35.0 19469.03 11130.13 4125.58 0.97 24 312.20 157.16 15.2 4.80 4.98 2 0.00 35.0 19644.54 10723.55 4060.92 0.97 25 317.00 98.67 17.7 3.00 3.15 2 0.00 35.0 12342.42 6562.14 3980.54 0.97 26 320.00 112.52 17.9 3.42 3.59 2 0.00 35.0 14097.42 7250.37 3955.02 0.97 27 323.42 112.64 17.9 3.42 3.59 2 0.00 35.0 14136.11 7003.11 3959.91 0.97 28 326.84 71.29 20.5 2.16 2.31 2 0.00 35.0 8957.96 4369.27 3930.80 0.97 29 329.00 118.11 20.5 3.67 3.92 2 0.00 35.0 14851.86 7136.79 3843.50 0.97 30 332.67 113.07 20.5 3.67 3.92 2 0.00 35.0 14222.06 6801.07 3679.73 0.97 31 336.34 135.89 23.2 4.66 5.07 2 0.00 35.0 17098.73 8274.59 3454.77 0.97 32 341.00 126.59 23.2 4.66 5.07 2 0.00 35.0 15935.21 7642.77 3218.27 0.97 33 345.66 86.58 25.8 3.42 3.80 2 0.00 35.0 10904.04 5290.36 2980.49 0.98 34 349.08 80.92 25.8 3.42 3.80 2 0.00 35.0 10197.07 4898.31 2785.75 0.98 35 352.50 51.12 25.8 2.29 2.55 5 0.00 45.0 5623.34 3066.65 2254.13 0.94 36 354.79 91.51 28.5 4.46 5.07 2 0.00 35.0 11546.06 5545.89 2397.18 0.99 37 359.25 80.73 28.5 4.46 5.07 2 0.00 35.0 10198.61 4780.76 2114.44 0.99 38 363.71 67.69 31.1 4.34 5.07 2 0.00 35.0 8565.41 3983.54 1805.03 1.00 39 368.06 56.31 31.1 4.34 5.07 2 0.00 35.0 7142.81 3154.12 1500.58 1.00 40 372.40 43.21 33.7 4.22 5.07 2 0.00 35.0 5502.77 2293.41 1173.73 1.02 41 376.62 31.33 33.7 4.22 5.07 2 0.00 35.0 4017.14 1401.48 848.59 1.02 42 380.83 13.72 36.4 2.74 3.40 2 0.00 35.0 1780.90 426.66 562.62 1.04 43 383.57 4.75 36.4 1.36 1.69 1 150.00 22.0 622.07 52.59 375.79 1.11 44 384.93 6.11 36.4 4.07 5.06 1 150.00 22.0 799.82 0.00 137.69 1.11 X -S Area: 3826.17 Path Length: 192.75 X -S Weight: 481177.38 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 1 Rapid Drawdown EQ.gmf 08:02:32 Processed: 12 May 2017 DATA: Analysis 1 - Case 1 - Rapid Drawdown EQ Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) 100.00 142.00 Profile: 2 (2 points) 100.00 138.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 349.50 142.00 Profile: 6 (2 points) 352.50 142.00 Profile: 7 (2 points) 352.50 138.00 Profile: 8 (2 points) 352.50 100.00 - Overburden - Sand and Gravel Weathered Bedrock Stable Bedrock - Slurry Wall Unit weight of water/medium above ground: 62.400 Material beneath: 1 - 349.50 142.00 Material beneath: 2 - 349.50 138.00 Material beneath: 3 - 349.50 100.00 Material beneath: 4 - 349.50 97.00 Material beneath: 5 - 352.50 142.00 Material beneath: 1 - 427.00 142.00 Material beneath: 2 - 427.00 138.00 Material beneath: 3 - 427.00 100.00 Overburden Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Profile: 9 (2 points) Material beneath: 4 - Stable Bedrock 349.50 97.00 427.00 97.00 Slope Surface (7 points) 100.00 100.00 200.00 100.00 326.00 142.00 394.00 142.00 408.00 139.00 422.00 142.00 427.00 142.00 Phreatic Surface (4 points) 100.00 100.00 200.00 100.00 317.00 139.00 427.00 139.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 408.00 YR: 139.00 Centre: XC: 262.26 YC: 342.12 Radius: R: 250.00 Earthquake Force Pseudo -static earthquake (seismic) coefficient: 0.070 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 28.00 200.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 1 - Rapid Drawdown EQ Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 2.237 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 1.05 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 205.79 101.93 394.00 142.00 254.16 336.80 239.80 1.053 <-- Critical Surface 2 204.74 101.58 394.00 142.00 251.69 345.05 247.96 1.054 3 203.68 101.23 394.00 142.00 249.21 353.27 256.12 1.056 4 207.89 102.63 394.00 142.00 258.16 324.56 227.55 1.058 5 202.63 100.88 394.00 142.00 246.74 361.46 264.29 1.058 6 201.58 100.53 394.00 142.00 244.26 369.61 272.45 1.060 7 206.84 102.28 394.00 142.00 255.70 332.88 235.71 1.061 8 199.47 100.00 394.00 142.00 240.44 381.73 284.69 1.061 9 205.79 101.93 394.00 142.00 253.23 341.15 243.88 1.061 10 200.53 100.18 394.00 142.00 241.78 377.74 280.61 1.062 11 204.74 101.58 394.00 142.00 250.76 349.38 252.04 1.063 12 204.74 101.58 395.47 141.68 252.28 349.10 252.04 1.063 13 196.32 100.00 394.00 142.00 238.03 389.87 292.86 1.065 14 198.42 100.00 394.00 142.00 239.33 385.86 288.78 1.065 15 208.95 102.98 394.00 142.00 259.70 320.61 223.47 1.065 16 203.68 101.23 394.00 142.00 248.29 357.58 260.20 1.065 17 202.63 100.88 395.47 141.68 247.38 365.49 268.37 1.066 18 207.89 102.63 395.47 141.68 258.70 328.62 231.63 1.067 19 202.63 100.88 394.00 142.00 245.82 365.75 268.37 1.067 20 203.68 101.23 395.47 141.68 249.83 357.31 260.20 1.067 21 201.58 100.53 395.47 141.68 244.92 373.64 276.53 1.068 22 207.89 102.63 394.00 142.00 257.24 328.95 231.63 1.068 23 201.58 100.53 394.00 142.00 243.34 373.89 276.53 1.068 24 195.26 100.00 394.00 142.00 236.94 394.00 296.94 1.068 25 197.37 100.00 394.00 142.00 238.23 389.99 292.86 1.068 26 199.47 100.00 394.00 142.00 239.52 385.98 288.78 1.068 27 206.84 102.28 395.47 141.68 256.26 336.93 239.80 1.069 28 200.53 100.18 394.00 142.00 240.86 382.00 284.69 1.069 29 200.53 100.18 395.47 141.68 242.46 381.76 284.69 1.070 30 205.79 101.93 395.47 141.68 253.81 345.19 247.96 1.070 31 205.79 101.93 394.00 142.00 252.31 345.49 247.96 1.072 32 204.74 101.58 395.47 141.68 251.37 353.42 256.12 1.072 33 204.74 101.58 396.95 141.37 252.89 353.13 256.12 1.072 34 206.84 102.28 394.00 142.00 254.77 337.24 239.80 1.072 35 196.32 100.00 394.00 142.00 237.13 394.12 296.94 1.072 36 198.42 100.00 394.00 142.00 238.42 390.11 292.86 1.072 37 194.21 100.00 394.00 142.00 235.85 398.13 301.02 1.072 38 198.42 100.00 395.47 141.68 240.03 389.89 292.86 1.072 39 192.11 100.00 394.00 142.00 234.57 402.13 305.10 1.072 40 203.68 101.23 396.95 141.37 250.46 361.34 264.29 1.073 41 210.00 103.33 394.00 142.00 261.23 316.65 219.39 1.073 42 204.74 101.58 394.00 142.00 249.84 353.70 256.12 1.073 43 202.63 100.88 396.95 141.37 248.03 369.52 272.45 1.074 44 208.95 102.98 395.47 141.68 260.23 324.68 227.55 1.074 45 203.68 101.23 395.47 141.68 248.92 361.61 264.29 1.074 46 203.68 101.23 394.00 142.00 247.37 361.88 264.29 1.075 47 202.63 100.88 395.47 141.68 246.47 369.78 272.45 1.075 48 202.63 100.88 394.00 142.00 244.90 370.03 272.45 1.075 49 199.47 100.00 394.00 142.00 238.61 390.23 292.86 1.075 50 197.37 100.00 394.00 142.00 237.32 394.24 296.94 1.075 51 195.26 100.00 395.47 141.68 237.66 398.02 301.02 1.075 52 195.26 100.00 394.00 142.00 236.04 398.25 301.02 1.075 53 201.58 100.53 394.00 142.00 242.42 378.15 280.61 1.076 54 201.58 100.53 396.95 141.37 245.60 377.66 280.61 1.076 55 193.16 100.00 394.00 142.00 234.76 402.25 305.10 1.076 56 197.37 100.00 395.47 141.68 238.94 394.01 296.94 1.076 57 208.95 102.98 394.00 142.00 258.77 325.01 227.55 1.076 58 201.58 100.53 395.47 141.68 244.01 377.91 280.61 1.076 59 191.05 100.00 394.00 142.00 233.49 406.26 309.18 1.076 60 199.47 100.00 395.47 141.68 240.23 390.01 292.86 1.076 61 200.53 100.18 394.00 142.00 239.94 386.25 288.78 1.076 62 207.89 102.63 395.47 141.68 257.79 333.01 235.71 1.077 63 200.53 100.18 395.47 141.68 241.56 386.02 288.78 1.077 64 206.84 102.28 396.95 141.37 256.83 340.98 243.88 1.078 65 207.89 102.63 394.00 142.00 256.31 333.32 235.71 1.078 66 206.84 102.28 395.47 141.68 255.35 341.29 243.88 1.078 67 200.53 100.18 396.95 141.37 243.16 385.79 288.78 1.078 68 198.42 100.00 394.00 142.00 237.51 394.35 296.94 1.079 69 196.32 100.00 394.00 142.00 236.23 398.36 301.02 1.079 70 194.21 100.00 394.00 142.00 234.96 402.37 305.10 1.079 71 205.79 101.93 396.95 141.37 254.41 349.24 252.04 1.079 72 194.21 100.00 395.47 141.68 236.58 402.15 305.10 1.079 73 196.32 100.00 395.47 141.68 237.86 398.14 301.02 1.079 74 192.11 100.00 394.00 142.00 233.69 406.37 309.18 1.079 75 198.42 100.00 395.47 141.68 239.14 394.13 296.94 1.079 76 205.79 101.93 395.47 141.68 252.91 349.53 252.04 1.080 77 205.79 101.93 395.47 141.68 254.72 340.85 243.88 1.080 78 190.00 100.00 394.00 142.00 232.42 410.38 313.27 1.080 79 204.74 101.58 398.42 141.05 253.51 357.17 260.20 1.080 80 203.68 101.23 396.95 141.37 249.57 365.64 268.37 1.081 81 203.68 101.23 398.42 141.05 251.11 365.37 268.37 1.081 82 199.47 100.00 394.00 142.00 237.69 394.47 296.94 1.082 83 206.84 102.28 394.00 142.00 253.85 341.58 243.88 1.082 84 193.16 100.00 394.00 142.00 235.65 398.01 301.02 1.082 85 197.37 100.00 394.00 142.00 236.42 398.48 301.02 1.082 86 204.74 101.58 396.95 141.37 251.99 357.46 260.20 1.082 87 204.74 101.58 395.47 141.68 250.46 357.73 260.20 1.082 88 208.95 102.98 396.95 141.37 260.77 328.74 231.63 1.082 89 195.26 100.00 394.00 142.00 235.14 402.48 305.10 1.082 90 205.79 101.93 394.00 142.00 251.39 349.81 252.04 1.082 91 210.00 103.33 395.47 141.68 261.75 320.73 223.47 1.082 92 202.63 100.88 396.95 141.37 247.14 373.80 276.53 1.083 93 201.58 100.53 398.42 141.05 246.29 381.69 284.69 1.083 94 193.16 100.00 394.00 142.00 233.88 406.49 309.18 1.083 95 201.58 100.53 394.00 142.00 241.50 382.41 284.69 1.083 96 202.63 100.88 394.00 142.00 243.98 374.30 276.53 1.083 97 193.16 100.00 395.47 141.68 235.51 406.27 309.18 1.083 98 195.26 100.00 395.47 141.68 236.78 402.26 305.10 1.083 99 200.53 100.18 394.00 142.00 239.02 390.49 292.86 1.083 Critical Failure Surface (circle 1) Intersects: XL: 205.79 YL: 101.93 Centre: XC: 254.16 YC: 336.80 Generated failure surface: (20 points) 205.79 101.93 216.04 100.05 257.56 97.03 267.98 97.40 309.17 103.40 319.26 106.01 358.20 120.75 367.49 125.47 XR: 394.00 YR: 142.00 Radius: R: 239.80 226.36 98.62 278.36 98.23 329.23 109.06 376.56 130.60 236.73 97.63 288.71 99.50 339.05 112.53 385.41 136.11 Slice Geometry and Properties - Critical Failure Surface (circle 1, 43 slices) 247.14 97.10 298.98 101.23 348.72 116.43 394.00 142.00 Slice X -S Base PoreWater Normal X -Left Area Angle Width Length Matl Cohesion Phi Weight Force 1 205.79 6.79 -10.4 5.12 5.21 2 0.00 35.0 848.19 430.48 177.02 1.16 2 210.91 20.36 -10.4 5.12 5.21 2 0.00 35.0 2544.57 1291.43 531.07 1.16 Test Stress Factor 3 216.04 33.62 -7.9 5.16 5.21 3 100.00 18.0 4227.92 2117.99 851.48 1.05 4 221.20 46.19 -7.9 5.16 5.21 3 100.00 18.0 5858.86 2910.16 1174.85 1.05 5 226.36 58.51 -5.4 5.19 5.21 3 100.00 18.0 7448.48 3667.18 1467.30 1.03 6 231.55 70.02 -5.4 5.19 5.21 3 100.00 18.0 8928.94 4389.08 1757.13 1.03 7 236.73 81.23 -2.9 5.20 5.21 3 100.00 18.0 10361.34 5075.16 2012.42 1.02 8 241.94 91.63 -2.9 5.20 5.21 3 100.00 18.0 11684.32 5725.40 2268.75 1.02 9 247.14 101.59 -0.4 5.21 5.21 3 100.00 18.0 12941.48 6339.23 2487.58 1.00 10 252.35 110.84 -0.4 5.21 5.21 3 100.00 18.0 14101.40 6916.65 2710.46 1.00 11 257.56 119.43 2.1 5.21 5.21 3 100.00 18.0 15168.35 7457.04 2893.48 0.99 12 262.77 127.49 2.1 5.21 5.21 3 100.00 18.0 16160.68 7960.52 3083.01 0.99 13 267.98 134.61 4.5 5.19 5.21 3 100.00 18.0 17025.73 8426.49 3230.85 0.98 14 273.17 141.46 4.5 5.19 5.21 3 100.00 18.0 17847.02 8854.97 3387.18 0.98 15 278.36 147.05 7.0 5.17 5.21 3 100.00 18.0 18501.79 9245.70 3500.46 0.97 16 283.53 152.66 7.0 5.17 5.21 3 100.00 18.0 19150.40 9598.52 3623.77 0.97 17 288.71 89.71 9.5 2.96 3.00 3 100.00 18.0 11225.03 5675.98 3683.93 0.96 18 291.67 112.90 9.5 3.66 3.71 2 0.00 35.0 14112.07 7143.30 3663.19 0.91 19 295.32 115.11 9.5 3.66 3.71 2 0.00 35.0 14388.94 7283.45 3735.06 0.91 20 298.98 163.45 12.0 5.10 5.21 2 0.00 35.0 20430.67 10427.58 3760.02 0.90 21 304.08 166.57 12.0 5.10 5.21 2 0.00 35.0 20821.61 10627.11 3831.97 0.90 22 309.17 160.07 14.5 4.83 4.98 2 0.00 35.0 20008.44 10317.24 3841.67 0.88 23 314.00 100.39 14.5 3.00 3.10 2 0.00 35.0 12558.36 6471.01 3878.01 0.88 24 317.00 76.18 14.5 2.26 2.34 2 0.00 35.0 9540.86 4855.03 3901.76 0.88 25 319.26 113.83 17.0 3.37 3.52 2 0.00 35.0 14275.23 7138.13 3864.17 0.87 26 322.63 114.14 17.0 3.37 3.52 2 0.00 35.0 14337.09 6911.79 3868.57 0.87 27 326.00 107.95 17.0 3.23 3.38 2 0.00 35.0 13571.14 6411.83 3814.31 0.87 28 329.23 157.55 19.5 4.91 5.21 2 0.00 35.0 19811.33 9453.09 3610.55 0.86 29 334.14 149.01 19.5 4.91 5.21 2 0.00 35.0 18744.06 8887.93 3414.00 0.86 30 339.05 137.67 22.0 4.83 5.21 2 0.00 35.0 17324.35 8288.34 3163.40 0.85 31 343.88 128.25 22.0 4.83 5.21 2 0.00 35.0 16146.62 7654.34 2945.48 0.85 32 348.72 19.93 24.5 0.78 0.86 2 0.00 35.0 2509.89 1204.81 2779.25 0.84 33 349.50 73.58 24.5 3.00 3.30 5 0.00 45.0 8094.30 4427.76 2289.18 0.77 34 352.50 128.52 24.5 5.70 6.26 2 0.00 35.0 16201.98 7638.83 2465.49 0.84 35 358.20 93.21 27.0 4.64 5.21 2 0.00 35.0 11762.68 5550.05 2161.80 0.84 36 362.84 82.24 27.0 4.64 5.21 2 0.00 35.0 10391.46 4782.08 1903.92 0.84 37 367.49 69.18 29.4 4.54 5.21 2 0.00 35.0 8755.83 3981.68 1611.57 0.83 38 372.02 57.55 29.4 4.54 5.21 2 0.00 35.0 7303.02 3148.82 1335.15 0.83 39 376.56 44.33 31.9 4.42 5.21 2 0.00 35.0 5647.38 2284.32 1031.37 0.83 40 380.98 32.14 31.9 4.42 5.21 2 0.00 35.0 4124.01 1388.19 737.40 0.83 41 385.41 13.65 34.4 2.76 3.35 2 0.00 35.0 1772.22 406.21 479.11 0.83 42 388.16 5.11 34.4 1.46 1.77 1 150.00 22.0 668.89 55.18 292.15 0.96 43 389.62 6.56 34.4 4.38 5.31 1 150.00 22.0 860.00 0.00 78.23 0.96 X -S Area: 3962.25 Path Length: 197.99 X -S Weight: 498186.97 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 1 Full EQ.gmf Processed: 12 May 2017 08:00:06 DATA: Analysis 1 - Case 1 - Full Reservoir EQ Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) 100.00 142.00 Profile: 2 (2 points) 100.00 138.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 349.50 142.00 Profile: 6 (2 points) 352.50 142.00 Profile: 7 (2 points) 352.50 138.00 Profile: 8 (2 points) 352.50 100.00 Profile: 9 (2 points) Unit weight of water/medium above ground: 62.400 Material beneath: 349.50 142. Material beneath: 349.50 138. Material beneath: 349.50 100. Material beneath: 349.50 97.0 Material beneath: 352.50 142. Material beneath: 427.00 142 Material beneath: 427.00 138 Material beneath: 427.00 100 Material beneath: 1 - Overburden 00 2 - Sand and Gravel 00 3 - Weathered Bedrock 00 4 - Stable Bedrock 0 5 - Slurry Wall 00 1 - Overburden .00 2 - Sand and Gravel .00 3 - Weathered Bedrock .00 4 - Stable Bedrock 349.50 97.00 427.00 97.00 Slope Surface (7 points) 100.00 100.00 200.00 100.00 326.00 142.00 394.00 142.00 408.00 139.00 422.00 142.00 427.00 142.00 Phreatic Surface (2 points) 100.00 139.00 427.00 139.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 408.00 YR: 139.00 Centre: XC: 262.26 YC: 342.12 Radius: R: 250.00 Earthquake Force Pseudo -static earthquake (seismic) coefficient: 0.070 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 28.00 200.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 1 - Full Reservoir EQ Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 3.410 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 1.68 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 205.79 101.93 394.00 142.00 254.16 336.80 239.80 1.681 <-- Critical Surface 2 207.89 102.63 394.00 142.00 258.16 324.56 227.55 1.685 3 204.74 101.58 394.00 142.00 251.69 345.05 247.96 1.685 4 203.68 101.23 394.00 142.00 249.21 353.27 256.12 1.689 5 206.84 102.28 394.00 142.00 255.70 332.88 235.71 1.692 6 208.95 102.98 394.00 142.00 259.70 320.61 223.47 1.694 7 207.89 102.63 395.47 141.68 258.70 328.62 231.63 1.694 8 202.63 100.88 394.00 142.00 246.74 361.46 264.29 1.694 9 205.79 101.93 394.00 142.00 253.23 341.15 243.88 1.694 10 204.74 101.58 395.47 141.68 252.28 349.10 252.04 1.695 11 201.58 100.53 394.00 142.00 244.26 369.61 272.45 1.698 12 204.74 101.58 394.00 142.00 250.76 349.38 252.04 1.698 13 206.84 102.28 395.47 141.68 256.26 336.93 239.80 1.699 14 207.89 102.63 394.00 142.00 257.24 328.95 231.63 1.700 15 202.63 100.88 395.47 141.68 247.38 365.49 268.37 1.701 16 199.47 100.00 394.00 142.00 240.44 381.73 284.69 1.702 17 200.53 100.18 394.00 142.00 241.78 377.74 280.61 1.702 18 205.79 101.93 395.47 141.68 253.81 345.19 247.96 1.703 19 204.74 101.58 396.95 141.37 252.89 353.13 256.12 1.703 20 203.68 101.23 394.00 142.00 248.29 357.58 260.20 1.703 21 208.95 102.98 395.47 141.68 260.23 324.68 227.55 1.703 22 210.00 103.33 394.00 142.00 261.23 316.65 219.39 1.703 23 203.68 101.23 395.47 141.68 249.83 357.31 260.20 1.703 24 201.58 100.53 395.47 141.68 244.92 373.64 276.53 1.705 25 203.68 101.23 396.95 141.37 250.46 361.34 264.29 1.706 26 202.63 100.88 394.00 142.00 245.82 365.75 268.37 1.707 27 204.74 101.58 395.47 141.68 251.37 353.42 256.12 1.707 28 198.42 100.00 394.00 142.00 239.33 385.86 288.78 1.707 29 196.32 100.00 394.00 142.00 238.03 389.87 292.86 1.708 30 206.84 102.28 396.95 141.37 256.83 340.98 243.88 1.709 31 206.84 102.28 394.00 142.00 254.77 337.24 239.80 1.709 32 207.89 102.63 395.47 141.68 257.79 333.01 235.71 1.709 33 205.79 101.93 394.00 142.00 252.31 345.49 247.96 1.709 34 202.63 100.88 396.95 141.37 248.03 369.52 272.45 1.709 35 200.53 100.18 395.47 141.68 242.46 381.76 284.69 1.710 36 208.95 102.98 396.95 141.37 260.77 328.74 231.63 1.710 37 208.95 102.98 394.00 142.00 258.77 325.01 227.55 1.710 38 201.58 100.53 394.00 142.00 243.34 373.89 276.53 1.710 39 205.79 101.93 396.95 141.37 254.41 349.24 252.04 1.712 40 204.74 101.58 398.42 141.05 253.51 357.17 260.20 1.712 41 199.47 100.00 394.00 142.00 239.52 385.98 288.78 1.713 42 206.84 102.28 395.47 141.68 255.35 341.29 243.88 1.713 43 197.37 100.00 394.00 142.00 238.23 389.99 292.86 1.713 44 210.00 103.33 395.47 141.68 261.75 320.73 223.47 1.713 45 200.53 100.18 394.00 142.00 240.86 382.00 284.69 1.713 46 195.26 100.00 394.00 142.00 236.94 394.00 296.94 1.713 47 204.74 101.58 394.00 142.00 249.84 353.70 256.12 1.714 48 203.68 101.23 395.47 141.68 248.92 361.61 264.29 1.714 49 201.58 100.53 396.95 141.37 245.60 377.66 280.61 1.714 50 198.42 100.00 395.47 141.68 240.03 389.89 292.86 1.714 51 202.63 100.88 395.47 141.68 246.47 369.78 272.45 1.714 52 207.89 102.63 394.00 142.00 256.31 333.32 235.71 1.715 53 203.68 101.23 398.42 141.05 251.11 365.37 268.37 1.715 54 206.84 102.28 398.42 141.05 257.43 345.03 247.96 1.716 55 205.79 101.93 395.47 141.68 254.72 340.85 243.88 1.717 56 203.68 101.23 394.00 142.00 247.37 361.88 264.29 1.717 57 205.79 101.93 395.47 141.68 252.91 349.53 252.04 1.717 58 201.58 100.53 395.47 141.68 244.01 377.91 280.61 1.718 59 198.42 100.00 394.00 142.00 238.42 390.11 292.86 1.718 60 196.32 100.00 394.00 142.00 237.13 394.12 296.94 1.719 61 203.68 101.23 396.95 141.37 249.57 365.64 268.37 1.719 62 207.89 102.63 396.95 141.37 258.36 337.06 239.80 1.719 63 204.74 101.58 396.95 141.37 251.99 357.46 260.20 1.719 64 202.63 100.88 394.00 142.00 244.90 370.03 272.45 1.719 65 194.21 100.00 394.00 142.00 235.85 398.13 301.02 1.719 66 208.95 102.98 395.47 141.68 259.31 329.07 231.63 1.719 67 200.53 100.18 396.95 141.37 243.16 385.79 288.78 1.720 68 192.11 100.00 394.00 142.00 234.57 402.13 305.10 1.720 69 199.47 100.00 395.47 141.68 240.23 390.01 292.86 1.720 70 197.37 100.00 395.47 141.68 238.94 394.01 296.94 1.720 71 195.26 100.00 395.47 141.68 237.66 398.02 301.02 1.720 72 210.00 103.33 394.00 142.00 260.31 321.07 223.47 1.720 73 201.58 100.53 398.42 141.05 246.29 381.69 284.69 1.720 74 200.53 100.18 395.47 141.68 241.56 386.02 288.78 1.721 75 201.58 100.53 394.00 142.00 242.42 378.15 280.61 1.721 76 210.00 103.33 396.95 141.37 262.29 324.80 227.55 1.721 77 205.79 101.93 398.42 141.05 255.03 353.27 256.12 1.722 78 206.84 102.28 396.95 141.37 255.94 345.33 247.96 1.722 79 202.63 100.88 396.95 141.37 247.14 373.80 276.53 1.722 80 199.47 100.00 394.00 142.00 238.61 390.23 292.86 1.723 81 203.68 101.23 399.89 140.74 251.77 369.40 272.45 1.723 82 202.63 100.88 398.42 141.05 248.70 373.54 276.53 1.723 83 204.74 101.58 395.47 141.68 250.46 357.73 260.20 1.723 84 208.95 102.98 398.42 141.05 261.33 332.80 235.71 1.723 85 197.37 100.00 394.00 142.00 237.32 394.24 296.94 1.723 86 200.53 100.18 394.00 142.00 239.94 386.25 288.78 1.723 87 206.84 102.28 394.00 142.00 253.85 341.58 243.88 1.724 88 195.26 100.00 394.00 142.00 236.04 398.25 301.02 1.724 89 204.74 101.58 398.42 141.05 252.63 361.49 264.29 1.724 90 193.16 100.00 394.00 142.00 234.76 402.25 305.10 1.725 91 205.79 101.93 396.95 141.37 253.52 353.57 256.12 1.725 92 205.79 101.93 394.00 142.00 251.39 349.81 252.04 1.725 93 198.42 100.00 395.47 141.68 239.14 394.13 296.94 1.725 94 196.32 100.00 395.47 141.68 237.86 398.14 301.02 1.726 95 191.05 100.00 394.00 142.00 233.49 406.26 309.18 1.726 96 194.21 100.00 395.47 141.68 236.58 402.15 305.10 1.726 97 207.89 102.63 395.47 141.68 256.88 337.37 239.80 1.726 98 208.95 102.98 394.00 142.00 257.85 329.39 231.63 1.726 99 203.68 101.23 398.42 141.05 250.23 369.67 272.45 1.727 Critical Failure Surface (circle 1) Intersects: XL: 205.79 YL: 101.93 Centre: XC: 254.16 YC: 336.80 Generated failure surface: (20 points) 205.79 101.93 216.04 100.05 257.56 97.03 267.98 97.40 309.17 103.40 319.26 106.01 358.20 120.75 367.49 125.47 XR: 394.00 YR: 142.00 Radius: R: 239.80 226.36 98.62 278.36 98.23 329.23 109.06 376.56 130.60 236.73 97.63 288.71 99.50 339.05 112.53 385.41 136.11 Slice Geometry and Properties - Critical Failure Surface (circle 1, 43 slices) 247.14 97.10 298.98 101.23 348.72 116.43 394.00 142.00 Slice X -S Base PoreWater Normal Test X -Left Area Angle Width Length Matl Cohesion Phi Weight Force Stress Factor 1 205.79 6.79 -10.4 5.12 5.21 2 0.00 35.0 848.19 12205.18 2432.24 1.10 2 210.91 20.36 -10.4 5.12 5.21 2 0.00 35.0 2544.57 12510.70 2670.37 1.10 3 216.04 33.62 -7.9 5.16 5.21 3 100.00 18.0 4227.92 12779.88 2885.41 1.04 4 221.20 46.19 -7.9 5.16 5.21 3 100.00 18.0 5858.86 13012.71 3098.61 1.04 5 226.36 58.51 -5.4 5.19 5.21 3 100.00 18.0 7448.48 13209.02 3286.72 1.02 6 231.55 70.02 -5.4 5.19 5.21 3 100.00 18.0 8928.94 13368.81 3466.98 1.02 7 236.73 81.23 -2.9 5.20 5.21 3 100.00 18.0 10361.34 13491.85 3619.81 1.01 8 241.94 91.63 -2.9 5.20 5.21 3 100.00 18.0 11684.32 13578.14 3767.12 1.01 9 247.14 101.59 -0.4 5.21 5.21 3 100.00 18.0 12941.48 13627.69 3885.07 1.00 10 252.35 110.84 -0.4 5.21 5.21 3 100.00 18.0 14101.40 13640.48 3999.48 1.00 11 257.56 119.43 2.1 5.21 5.21 3 100.00 18.0 15168.35 13616.38 4082.92 0.99 12 262.77 127.49 2.1 5.21 5.21 3 100.00 18.0 16160.68 13555.60 4164.53 0.99 13 267.98 134.61 4.5 5.19 5.21 3 100.00 18.0 17025.73 13457.97 4213.90 0.99 14 273.17 141.46 4.5 5.19 5.21 3 100.00 18.0 17847.02 13323.54 4262.87 0.99 15 278.36 147.05 7.0 5.17 5.21 3 100.00 18.0 18501.79 13152.65 4278.62 0.98 16 283.53 152.66 7.0 5.17 5.21 3 100.00 18.0 19150.40 12945.07 4295.15 0.98 17 288.71 89.71 9.5 2.96 3.00 3 100.00 18.0 11225.03 7349.75 4281.07 0.98 18 291.67 112.90 9.5 3.66 3.71 2 0.00 35.0 14112.07 8957.05 4219.90 0.95 19 295.32 115.11 9.5 3.66 3.71 2 0.00 35.0 14388.94 8814.88 4217.00 0.95 20 298.98 163.45 12.0 5.10 5.21 2 0.00 35.0 20430.67 12104.05 4167.31 0.94 21 304.08 166.57 12.0 5.10 5.21 2 0.00 35.0 20821.61 11751.30 4134.90 0.94 22 309.17 160.07 14.5 4.83 4.98 2 0.00 35.0 20008.44 10878.36 4057.17 0.93 23 314.00 100.39 14.5 3.00 3.10 2 0.00 35.0 12558.36 6567.69 4013.18 0.93 24 317.00 76.18 14.5 2.26 2.34 2 0.00 35.0 9540.86 4855.03 4007.77 0.93 25 319.26 113.83 17.0 3.37 3.52 2 0.00 35.0 14275.23 7138.13 3988.10 0.93 26 322.63 114.14 17.0 3.37 3.52 2 0.00 35.0 14337.09 6911.79 3997.13 0.93 27 326.00 107.95 17.0 3.23 3.38 2 0.00 35.0 13571.14 6411.83 3943.45 0.93 28 329.23 157.55 19.5 4.91 5.21 2 0.00 35.0 19811.33 9453.09 3748.32 0.92 29 334.14 149.01 19.5 4.91 5.21 2 0.00 35.0 18744.06 8887.93 3545.02 0.92 30 339.05 137.67 22.0 4.83 5.21 2 0.00 35.0 17324.35 8288.34 3298.52 0.92 31 343.88 128.25 22.0 4.83 5.21 2 0.00 35.0 16146.62 7654.34 3072.33 0.92 32 348.72 19.93 24.5 0.78 0.86 2 0.00 35.0 2509.89 1204.81 2910.74 0.92 33 349.50 73.58 24.5 3.00 3.30 5 0.00 45.0 8094.30 4427.76 2409.47 0.86 34 352.50 128.52 24.5 5.70 6.26 2 0.00 35.0 16201.98 7638.83 2583.99 0.92 35 358.20 93.21 27.0 4.64 5.21 2 0.00 35.0 11762.68 5550.05 2276.25 0.93 36 362.84 82.24 27.0 4.64 5.21 2 0.00 35.0 10391.46 4782.08 2006.84 0.93 37 367.49 69.18 29.4 4.54 5.21 2 0.00 35.0 8755.83 3981.68 1707.89 0.93 38 372.02 57.55 29.4 4.54 5.21 2 0.00 35.0 7303.02 3148.82 1418.22 0.93 39 376.56 44.33 31.9 4.42 5.21 2 0.00 35.0 5647.38 2284.32 1104.34 0.94 40 380.98 32.14 31.9 4.42 5.21 2 0.00 35.0 4124.01 1388.19 795.36 0.94 41 385.41 13.65 34.4 2.76 3.35 2 0.00 35.0 1772.22 406.21 526.54 0.94 42 388.16 5.11 34.4 1.46 1.77 1 150.00 22.0 668.89 55.18 345.54 1.04 43 389.62 6.56 34.4 4.38 5.31 1 150.00 22.0 860.00 0.00 116.19 1.04 X -S Area: 3962.25 Path Length: 197.99 X -S Weight: 498186.97 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 2 Rapid Drawdown EQ.gmf 15:09:51 Processed: 11 May 2017 DATA: Analysis 1 - Case 2 - Rapid Drawdown EQ Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) 100.00 144.00 Profile: 2 (2 points) 100.00 139.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 355.50 144.00 Profile: 6 (2 points) 358.50 144.00 Profile: 7 (2 points) 358.50 139.00 Profile: 8 (2 points) 358.50 100.00 Unit weight of water/medium above ground: 62.400 Material beneath: 1 - 355.50 144.00 Material beneath: 2 - 355.50 139.00 Material beneath: 3 - 355.50 100.00 Material beneath: 4 - 355.50 97.00 Material beneath: 5 - 358.50 144.00 Material beneath: 1 - 492.00 144.00 Material beneath: 2 - 492.00 139.00 Material beneath: 3 - 492.00 100.00 Overburden Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Profile: 9 (2 points) Material beneath: 4 - Stable Bedrock 355.50 97.00 492.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 332.00 144.00 492.00 144.00 Phreatic Surface (4 points) 100.00 100.00 200.00 100.00 323.00 141.00 492.00 141.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 487.00 YR: 144.00 Centre: XC: 287.02 YC: 490.42 Radius: R: 400.00 Earthquake Force Pseudo -static earthquake (seismic) coefficient: 0.070 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 10.00 300.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 2 - Rapid Drawdown EQ Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 2.532 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 1.42 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 203.68 101.23 482.53 144.00 269.25 604.12 507.14 1.416 <-- Critical Surface 2 202.63 100.88 482.00 144.00 266.07 616.38 519.39 1.416 3 204.74 101.58 482.53 144.00 272.00 591.89 494.90 1.417 4 204.74 101.58 482.00 144.00 271.59 591.94 494.90 1.418 5 205.79 101.93 482.00 144.00 274.33 579.69 482.65 1.419 6 205.79 101.93 482.53 144.00 274.73 579.63 482.65 1.419 7 203.68 101.23 482.00 144.00 268.84 604.17 507.14 1.420 8 206.84 102.28 482.00 144.00 277.06 567.42 470.41 1.420 9 202.63 100.88 483.58 144.00 266.35 622.51 525.51 1.423 10 203.68 101.23 483.58 144.00 269.11 610.31 513.27 1.424 11 200.53 100.18 482.00 144.00 259.54 647.00 550.00 1.424 12 204.74 101.58 484.63 144.00 272.67 597.97 501.02 1.424 13 201.58 100.53 482.53 144.00 262.74 634.79 537.76 1.425 14 202.63 100.88 483.05 144.00 265.93 622.56 525.51 1.425 15 205.79 101.93 484.11 144.00 274.99 585.78 488.78 1.425 16 206.84 102.28 484.11 144.00 277.71 573.51 476.53 1.426 17 204.74 101.58 484.11 144.00 272.26 598.03 501.02 1.426 18 202.63 100.88 482.53 144.00 265.52 622.61 525.51 1.426 19 203.68 101.23 484.11 144.00 269.52 610.25 513.27 1.426 20 203.68 101.23 483.05 144.00 268.69 610.36 513.27 1.426 21 203.68 101.23 482.53 144.00 268.28 610.41 513.27 1.427 22 202.63 100.88 482.00 144.00 265.10 622.66 525.51 1.427 23 205.79 101.93 483.58 144.00 274.58 585.84 488.78 1.427 24 206.84 102.28 483.58 144.00 277.31 573.57 476.53 1.427 25 210.00 103.33 482.00 144.00 284.23 536.82 439.80 1.427 26 204.74 101.58 482.53 144.00 271.03 598.19 501.02 1.427 27 207.89 102.63 483.58 144.00 280.02 561.28 464.29 1.428 28 207.89 102.63 483.05 144.00 279.62 561.34 464.29 1.428 29 203.68 101.23 482.00 144.00 267.87 610.46 513.27 1.428 30 204.74 101.58 483.05 144.00 271.44 598.14 501.02 1.429 31 206.84 102.28 483.05 144.00 276.90 573.63 476.53 1.429 32 205.79 101.93 483.05 144.00 274.18 585.90 488.78 1.429 33 201.58 100.53 482.00 144.00 262.32 634.84 537.76 1.429 34 204.74 101.58 482.00 144.00 270.62 598.25 501.02 1.430 35 207.89 102.63 482.53 144.00 279.22 561.41 464.29 1.430 36 208.95 102.98 482.00 144.00 281.53 549.16 452.04 1.430 37 206.84 102.28 482.53 144.00 276.50 573.69 476.53 1.430 38 201.58 100.53 484.63 144.00 263.45 640.87 543.88 1.431 39 202.63 100.88 485.16 144.00 266.63 628.64 531.63 1.431 40 204.74 101.58 486.21 144.00 272.93 604.12 507.14 1.431 41 205.79 101.93 482.00 144.00 273.37 586.01 488.78 1.431 42 207.89 102.63 482.00 144.00 278.82 561.47 464.29 1.431 43 201.58 100.53 484.11 144.00 263.03 640.92 543.88 1.432 44 205.79 101.93 486.21 144.00 275.65 591.87 494.90 1.432 45 202.63 100.88 484.63 144.00 266.22 628.69 531.63 1.432 46 204.74 101.58 485.68 144.00 272.53 604.17 507.14 1.432 47 206.84 102.28 482.00 144.00 276.10 573.75 476.53 1.432 48 204.74 101.58 483.58 144.00 271.85 598.08 501.02 1.432 49 201.58 100.53 483.58 144.00 262.61 640.97 543.88 1.432 50 203.68 101.23 485.16 144.00 269.38 616.44 519.39 1.433 51 210.00 103.33 484.11 144.00 284.85 542.92 445.92 1.433 52 203.68 101.23 485.68 144.00 269.79 616.39 519.39 1.433 53 205.79 101.93 485.68 144.00 275.25 591.93 494.90 1.433 54 202.63 100.88 484.11 144.00 265.80 628.74 531.63 1.433 55 208.95 102.98 482.53 144.00 281.93 549.09 452.04 1.433 56 206.84 102.28 485.68 144.00 277.96 579.67 482.65 1.434 57 205.79 101.93 485.16 144.00 274.84 591.99 494.90 1.434 58 201.58 100.53 482.53 144.00 261.77 641.06 543.88 1.434 59 202.63 100.88 483.58 144.00 265.38 628.79 531.63 1.434 60 203.68 101.23 484.11 144.00 268.56 616.55 519.39 1.434 61 206.84 102.28 485.16 144.00 277.56 579.73 482.65 1.435 62 208.95 102.98 484.63 144.00 282.56 555.19 458.16 1.435 63 201.58 100.53 482.00 144.00 261.35 641.11 543.88 1.435 64 205.79 101.93 484.63 144.00 274.44 592.04 494.90 1.435 65 202.63 100.88 483.05 144.00 264.97 628.84 531.63 1.435 66 205.79 101.93 482.53 144.00 273.77 585.95 488.78 1.435 67 201.58 100.53 483.05 144.00 262.19 641.02 543.88 1.435 68 204.74 101.58 484.63 144.00 271.71 604.28 507.14 1.436 69 203.68 101.23 483.58 144.00 268.14 616.60 519.39 1.436 70 207.89 102.63 484.63 144.00 279.86 567.50 470.41 1.436 71 206.84 102.28 484.63 144.00 277.16 579.78 482.65 1.436 72 204.74 101.58 484.11 144.00 271.30 604.33 507.14 1.436 73 210.00 103.33 483.58 144.00 284.46 542.99 445.92 1.436 74 208.95 102.98 484.11 144.00 282.16 555.26 458.16 1.437 75 203.68 101.23 483.05 144.00 267.73 616.65 519.39 1.437 76 204.74 101.58 485.16 144.00 272.12 604.23 507.14 1.437 77 203.68 101.23 484.63 144.00 268.97 616.50 519.39 1.437 78 201.58 100.53 486.21 144.00 263.75 647.00 550.00 1.437 79 202.63 100.88 482.00 144.00 264.13 628.94 531.63 1.438 80 207.89 102.63 485.16 144.00 280.26 567.44 470.41 1.438 81 206.84 102.28 484.11 144.00 276.75 579.84 482.65 1.438 82 207.89 102.63 484.11 144.00 279.46 567.56 470.41 1.438 83 204.74 101.58 487.79 144.00 273.21 610.26 513.27 1.438 84 203.68 101.23 482.53 144.00 267.32 616.70 519.39 1.438 85 204.74 101.58 483.05 144.00 270.48 604.44 507.14 1.438 86 201.58 100.53 485.68 144.00 263.33 647.05 550.00 1.438 87 210.00 103.33 483.05 144.00 284.06 543.06 445.92 1.438 88 205.79 101.93 483.58 144.00 273.63 592.16 494.90 1.438 89 203.68 101.23 487.26 144.00 270.07 622.53 525.51 1.439 90 203.68 101.23 486.74 144.00 269.66 622.58 525.51 1.439 91 206.84 102.28 483.58 144.00 276.35 579.90 482.65 1.439 92 205.79 101.93 487.79 144.00 275.92 598.02 501.02 1.439 93 204.74 101.58 487.26 144.00 272.80 610.31 513.27 1.439 94 201.58 100.53 485.16 144.00 262.91 647.10 550.00 1.439 95 207.89 102.63 483.58 144.00 279.07 567.62 470.41 1.439 96 203.68 101.23 482.00 144.00 266.90 616.75 519.39 1.439 97 202.63 100.88 486.74 144.00 266.92 634.78 537.76 1.439 98 206.84 102.28 487.26 144.00 278.22 585.82 488.78 1.440 99 204.74 101.58 482.53 144.00 270.07 604.50 507.14 1.440 Critical Failure Surface (circle 1) Intersects: XL: 203.68 YL: 101.23 Centre: XC: 269.25 YC: 604.12 Generated failure surface: (20 points) 203.68 101.23 218.63 99.50 278.73 97.06 293.77 97.57 353.57 104.03 368.36 106.75 426.55 121.99 440.78 126.86 XR: 482.53 YR: 144.00 Radius: R: 507.14 233.62 98.23 308.78 98.52 383.07 109.91 454.87 132.16 248.64 97.39 323.76 99.91 397.68 113.51 468.78 137.88 Slice Geometry and Properties - Critical Failure Surface (circle 1, 43 slices) Slice X -S Base X -Left Area Angle Width Length Matl 1 203.68 6.36 -6.6 5.32 5.36 2 2 209.01 19.08 -6.6 5.32 5.36 2 3 214.33 24.67 -6.6 4.30 4.33 3 PoreWater 263.68 97.00 338.70 101.75 412.18 117.53 482.53 144.00 Normal Test Cohesion Phi Weight Force Stress Factor 0.00 35.0 795.07 399.53 153.83 1.07 0.00 35.0 2385.20 1198.58 461.50 1.07 100.00 18.0 3101.19 1549.81 739.94 1.03 4 218.63 62.02 -4.9 7.50 7.52 3 100.00 18.0 7850.75 3884.35 1064.16 1.02 5 226.13 85.55 -4.9 7.50 7.52 3 100.00 18.0 10867.71 5357.46 1470.80 1.02 6 233.62 108.48 -3.2 7.51 7.52 3 100.00 18.0 13798.46 6779.63 1853.10 1.01 7 241.13 130.42 -3.2 7.51 7.52 3 100.00 18.0 16590.95 8150.72 2227.32 1.01 8 248.64 151.71 -1.5 7.52 7.52 3 100.00 18.0 19289.68 9470.02 2574.68 1.01 9 256.16 172.02 -1.5 7.52 7.52 3 100.00 18.0 21851.86 10737.82 2916.42 1.01 10 263.68 191.56 0.2 7.52 7.52 3 100.00 18.0 24304.39 11953.62 3229.08 1.00 11 271.21 210.21 0.2 7.52 7.52 3 100.00 18.0 26631.50 13117.07 3538.28 1.00 12 278.73 227.88 1.9 7.52 7.52 3 100.00 18.0 28823.22 14227.63 3816.49 0.99 13 286.25 244.82 1.9 7.52 7.52 3 100.00 18.0 30910.99 15285.59 4093.14 0.99 14 293.77 260.55 3.6 7.51 7.52 3 100.00 18.0 32832.35 16290.68 4337.14 0.99 15 301.27 275.77 3.6 7.51 7.52 3 100.00 18.0 34678.09 17242.47 4581.26 0.99 16 308.78 318.29 5.3 8.22 8.25 3 100.00 18.0 39931.55 19947.47 4801.59 0.98 17 317.00 242.64 5.3 6.00 6.03 3 100.00 18.0 30407.91 15206.11 5008.31 0.98 18 323.00 61.46 6.2 1.49 1.50 3 100.00 18.0 7704.47 3834.07 5111.68 0.98 19 324.49 317.70 7.0 7.51 7.57 2 0.00 35.0 39881.58 19148.72 5148.63 0.95 20 332.00 285.64 7.0 6.70 6.75 2 0.00 35.0 35905.81 16695.73 5197.04 0.95 21 338.70 309.92 8.7 7.44 7.52 2 0.00 35.0 38962.93 18156.89 5040.72 0.94 22 346.13 301.44 8.7 7.44 7.52 2 0.00 35.0 37902.64 17621.41 4903.18 0.94 23 353.57 76.93 10.4 1.93 1.97 2 0.00 35.0 9673.98 4512.82 4778.16 0.93 24 355.50 118.01 10.4 3.00 3.05 5 0.00 45.0 12981.40 6916.47 4090.39 0.90 25 358.50 190.42 10.4 4.93 5.01 2 0.00 35.0 23950.09 11142.52 4636.46 0.93 26 363.43 185.94 10.4 4.93 5.01 2 0.00 35.0 23390.90 10858.70 4527.81 0.93 27 368.36 268.15 12.1 7.35 7.52 2 0.00 35.0 33738.91 15705.56 4347.30 0.92 28 375.72 256.53 12.1 7.35 7.52 2 0.00 35.0 32286.76 14964.13 4159.35 0.92 29 383.07 242.45 13.8 7.30 7.52 2 0.00 35.0 30525.88 14171.89 3929.89 0.92 30 390.38 229.33 13.8 7.30 7.52 2 0.00 35.0 28884.88 13328.29 3717.47 0.92 31 397.68 213.74 15.5 7.25 7.52 2 0.00 35.0 26934.96 12433.88 3466.92 0.91 32 404.93 199.15 15.5 7.25 7.52 2 0.00 35.0 25111.30 11489.05 3230.52 0.91 33 412.18 182.19 17.2 7.19 7.52 2 0.00 35.0 22989.56 10494.05 2959.62 0.91 34 419.37 166.19 17.2 7.19 7.52 2 0.00 35.0 20989.23 9448.62 2699.77 0.91 35 426.55 147.98 18.9 7.12 7.52 2 0.00 35.0 18711.41 8353.30 2409.26 0.90 36 433.67 130.63 18.9 7.12 7.52 2 0.00 35.0 16541.67 7208.31 2126.49 0.90 37 440.78 111.33 20.6 7.04 7.52 2 0.00 35.0 14127.23 6014.10 1817.13 0.90 38 447.83 92.68 20.6 7.04 7.52 2 0.00 35.0 11795.60 4770.48 1511.98 0.90 39 454.87 72.44 22.3 6.96 7.52 2 0.00 35.0 9263.89 3478.14 1184.57 0.90 40 461.83 52.56 22.3 6.96 7.52 2 0.00 35.0 6778.63 2137.02 857.63 0.90 41 468.78 14.03 24.0 2.52 2.76 2 0.00 35.0 1829.24 441.45 623.16 0.90 42 471.31 17.95 24.0 4.49 4.91 1 150.00 22.0 2351.70 306.60 430.05 0.97 43 475.79 10.10 24.0 6.73 7.37 1 150.00 22.0 1322.83 0.00 132.45 0.97 X -S Area: 6986.91 Path Length: 285.86 X -S Weight: 879588.31 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 2 Full EQ.gmf Processed: 11 May 2017 15:08:16 DATA: Analysis 1 - Case 2 - Full Reservoir EQ Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Unit weight of water/medium above ground: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) Material beneath: 1 - Overburden 100.00 144.00 Profile: 2 (2 points) 100.00 139.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 355.50 144.00 Profile: 6 (2 points) 358.50 144.00 Profile: 7 (2 points) 358.50 139.00 Profile: 8 (2 points) 358.50 100.00 Profile: 9 (2 points) 355.50 144.00 Material beneath: 2 - 355.50 139.00 Material beneath: 3 - 355.50 100.00 Material beneath: 4 - 355.50 97.00 Material beneath: 5 - 358.50 144.00 Material beneath: 1 - 492.00 144.00 Material beneath: 2 - 492.00 139.00 Material beneath: 3 - 492.00 100.00 Material beneath: 4 - Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Stable Bedrock 355.50 97.00 492.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 332.00 144.00 492.00 144.00 Phreatic Surface (2 points) 100.00 141.00 492.00 141.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 487.00 YR: 144.00 Centre: XC: 287.02 YC: 490.42 Radius: R: 400.00 Earthquake Force Pseudo -static earthquake (seismic) coefficient: 0.070 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 10.00 300.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 2 - Full Reservoir EQ Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 3.635 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 2.07 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 210.00 103.33 482.00 144.00 284.23 536.82 439.80 2.066 <-- Critical Surface 2 206.84 102.28 482.00 144.00 277.06 567.42 470.41 2.066 3 204.74 101.58 482.53 144.00 272.00 591.89 494.90 2.067 4 205.79 101.93 482.00 144.00 274.33 579.69 482.65 2.067 5 205.79 101.93 482.53 144.00 274.73 579.63 482.65 2.068 6 203.68 101.23 482.53 144.00 269.25 604.12 507.14 2.068 7 204.74 101.58 482.00 144.00 271.59 591.94 494.90 2.069 8 210.00 103.33 484.11 144.00 284.85 542.92 445.92 2.069 9 206.84 102.28 484.11 144.00 277.71 573.51 476.53 2.070 10 207.89 102.63 483.58 144.00 280.02 561.28 464.29 2.071 11 202.63 100.88 482.00 144.00 266.07 616.38 519.39 2.072 12 207.89 102.63 483.05 144.00 279.62 561.34 464.29 2.072 13 205.79 101.93 484.11 144.00 274.99 585.78 488.78 2.073 14 206.84 102.28 483.58 144.00 277.31 573.57 476.53 2.073 15 208.95 102.98 482.00 144.00 281.53 549.16 452.04 2.073 16 204.74 101.58 484.63 144.00 272.67 597.97 501.02 2.073 17 203.68 101.23 482.00 144.00 268.84 604.17 507.14 2.074 18 207.89 102.63 482.53 144.00 279.22 561.41 464.29 2.075 19 208.95 102.98 484.63 144.00 282.56 555.19 458.16 2.076 20 206.84 102.28 483.05 144.00 276.90 573.63 476.53 2.076 21 205.79 101.93 483.58 144.00 274.58 585.84 488.78 2.076 22 210.00 103.33 483.58 144.00 284.46 542.99 445.92 2.076 23 204.74 101.58 484.11 144.00 272.26 598.03 501.02 2.077 24 208.95 102.98 482.53 144.00 281.93 549.09 452.04 2.077 25 203.68 101.23 483.58 144.00 269.11 610.31 513.27 2.077 26 205.79 101.93 486.21 144.00 275.65 591.87 494.90 2.078 27 206.84 102.28 485.68 144.00 277.96 579.67 482.65 2.078 28 207.89 102.63 482.00 144.00 278.82 561.47 464.29 2.079 29 203.68 101.23 484.11 144.00 269.52 610.25 513.27 2.079 30 202.63 100.88 483.58 144.00 266.35 622.51 525.51 2.079 31 208.95 102.98 484.11 144.00 282.16 555.26 458.16 2.079 32 205.79 101.93 483.05 144.00 274.18 585.90 488.78 2.080 33 206.84 102.28 482.53 144.00 276.50 573.69 476.53 2.080 34 204.74 101.58 486.21 144.00 272.93 604.12 507.14 2.080 35 210.00 103.33 483.05 144.00 284.06 543.06 445.92 2.080 36 205.79 101.93 485.68 144.00 275.25 591.93 494.90 2.080 37 207.89 102.63 484.63 144.00 279.86 567.50 470.41 2.081 38 204.74 101.58 482.53 144.00 271.03 598.19 501.02 2.081 39 203.68 101.23 483.05 144.00 268.69 610.36 513.27 2.081 40 206.84 102.28 485.16 144.00 277.56 579.73 482.65 2.081 41 208.95 102.98 486.74 144.00 283.20 561.29 464.29 2.081 42 207.89 102.63 487.26 144.00 280.91 573.53 476.53 2.082 43 207.89 102.63 485.16 144.00 280.26 567.44 470.41 2.082 44 204.74 101.58 483.05 144.00 271.44 598.14 501.02 2.082 45 202.63 100.88 483.05 144.00 265.93 622.56 525.51 2.082 46 210.00 103.33 485.68 144.00 285.09 549.09 452.04 2.082 47 204.74 101.58 485.68 144.00 272.53 604.17 507.14 2.082 48 205.79 101.93 485.16 144.00 274.84 591.99 494.90 2.083 49 203.68 101.23 482.53 144.00 268.28 610.41 513.27 2.083 50 206.84 102.28 487.26 144.00 278.22 585.82 488.78 2.083 51 206.84 102.28 482.00 144.00 276.10 573.75 476.53 2.083 52 208.95 102.98 486.21 144.00 282.80 561.36 464.29 2.084 53 207.89 102.63 484.11 144.00 279.46 567.56 470.41 2.084 54 206.84 102.28 484.63 144.00 277.16 579.78 482.65 2.084 55 206.84 102.28 487.79 144.00 278.62 585.76 488.78 2.084 56 202.63 100.88 482.53 144.00 265.52 622.61 525.51 2.084 57 205.79 101.93 482.00 144.00 273.37 586.01 488.78 2.085 58 208.95 102.98 483.58 144.00 281.77 555.32 458.16 2.085 59 210.00 103.33 485.16 144.00 284.69 549.16 452.04 2.085 60 204.74 101.58 482.00 144.00 270.62 598.25 501.02 2.085 61 201.58 100.53 482.53 144.00 262.74 634.79 537.76 2.085 62 205.79 101.93 484.63 144.00 274.44 592.04 494.90 2.085 63 205.79 101.93 487.79 144.00 275.92 598.02 501.02 2.086 64 203.68 101.23 482.00 144.00 267.87 610.46 513.27 2.086 65 208.95 102.98 485.68 144.00 282.41 561.42 464.29 2.086 66 207.89 102.63 486.21 144.00 280.11 573.66 476.53 2.086 67 208.95 102.98 483.05 144.00 281.37 555.39 458.16 2.086 68 203.68 101.23 485.68 144.00 269.79 616.39 519.39 2.087 69 202.63 100.88 485.16 144.00 266.63 628.64 531.63 2.087 70 206.84 102.28 484.11 144.00 276.75 579.84 482.65 2.087 71 202.63 100.88 482.00 144.00 265.10 622.66 525.51 2.087 72 207.89 102.63 483.58 144.00 279.07 567.62 470.41 2.087 73 204.74 101.58 483.58 144.00 271.85 598.08 501.02 2.087 74 203.68 101.23 485.16 144.00 269.38 616.44 519.39 2.087 75 204.74 101.58 487.79 144.00 273.21 610.26 513.27 2.087 76 210.00 103.33 484.63 144.00 284.30 549.23 452.04 2.088 77 200.53 100.18 482.00 144.00 259.54 647.00 550.00 2.088 78 210.00 103.33 482.00 144.00 283.28 543.19 445.92 2.088 79 205.79 101.93 487.26 144.00 275.51 598.07 501.02 2.088 80 210.00 103.33 487.79 144.00 285.72 555.20 458.16 2.089 81 206.84 102.28 486.74 144.00 277.82 585.88 488.78 2.089 82 202.63 100.88 484.63 144.00 266.22 628.69 531.63 2.089 83 204.74 101.58 484.63 144.00 271.71 604.28 507.14 2.089 84 206.84 102.28 483.58 144.00 276.35 579.90 482.65 2.090 85 208.95 102.98 482.53 144.00 280.97 555.45 458.16 2.090 86 204.74 101.58 487.26 144.00 272.80 610.31 513.27 2.090 87 208.95 102.98 483.05 144.00 282.32 549.03 452.04 2.090 88 204.74 101.58 489.89 144.00 273.89 616.34 519.39 2.090 89 207.89 102.63 483.05 144.00 278.67 567.69 470.41 2.090 90 201.58 100.53 484.63 144.00 263.45 640.87 543.88 2.090 91 210.00 103.33 484.11 144.00 283.91 549.29 452.04 2.090 92 205.79 101.93 482.53 144.00 273.77 585.95 488.78 2.090 93 207.89 102.63 486.74 144.00 280.51 573.60 476.53 2.090 94 204.74 101.58 485.16 144.00 272.12 604.23 507.14 2.091 95 208.95 102.98 488.32 144.00 283.45 567.45 470.41 2.091 96 205.79 101.93 486.74 144.00 275.11 598.13 501.02 2.091 97 203.68 101.23 484.11 144.00 268.56 616.55 519.39 2.091 98 207.89 102.63 488.84 144.00 281.17 579.69 482.65 2.091 99 204.74 101.58 489.37 144.00 273.49 616.40 519.39 2.091 Critical Failure Surface (circle 1) Intersects: XL: 210.00 YL: 103.33 Centre: XC: 284.23 YC: 536.82 Generated failure surface: (20 points) 210.00 103.33 224.55 101.09 283.25 97.02 297.97 97.24 356.53 103.01 371.01 105.67 427.79 121.11 441.62 126.15 XR: 482.00 YR: 144.00 Radius: R: 439.80 239.17 99.34 312.68 97.94 385.39 108.82 455.28 131.65 253.83 98.08 327.35 99.14 399.66 112.44 468.74 137.60 Slice Geometry and Properties - Critical Failure Surface (circle 1, 43 slices) Slice X -S Base X -Left Area Angle Width Length Matl 1 210.00 12.90 -8.8 7.27 7.36 2 2 217.27 38.69 -8.8 7.27 7.36 2 3 224.55 36.97 -6.8 4.55 4.58 2 4 229.10 46.36 -6.8 4.55 4.58 2 Cohesion 0.00 35.0 0.00 35.0 0.00 35.0 0.00 35.0 PoreWater Phi Weight 1612.12 17557.74 4836.37 18072.54 4621.14 11493.17 5794.78 11649.28 268.53 97.30 341.97 100.83 413.80 116.54 482.00 144.00 Normal Test Force Stress Factor 2502.46 1.07 2806.58 1.07 3037.34 1.05 3206.02 1.05 5 233.65 68.74 -6.8 5.51 5.55 3 100.00 18.0 8622.03 14322.65 3385.79 1.03 6 239.17 111.87 -4.9 7.33 7.36 3 100.00 18.0 14098.26 19279.96 3607.51 1.02 7 246.50 134.43 -4.9 7.33 7.36 3 100.00 18.0 16992.04 19570.03 3852.36 1.02 8 253.83 156.47 -3.0 7.35 7.36 3 100.00 18.0 19807.22 19803.62 4070.88 1.01 9 261.18 177.31 -3.0 7.35 7.36 3 100.00 18.0 22458.25 19980.84 4280.18 1.01 10 268.53 197.50 -1.1 7.36 7.36 3 100.00 18.0 25013.32 20101.81 4461.31 1.00 11 275.89 216.58 -1.1 7.36 7.36 3 100.00 18.0 27414.65 20165.82 4635.04 1.00 12 283.25 234.77 0.8 7.36 7.36 3 100.00 18.0 29690.05 20173.01 4778.99 1.00 13 290.61 252.04 0.8 7.36 7.36 3 100.00 18.0 31836.21 20124.02 4917.17 1.00 14 297.97 268.12 2.7 7.35 7.36 3 100.00 18.0 33818.50 20018.75 5024.20 0.99 15 305.32 283.54 2.7 7.35 7.36 3 100.00 18.0 35704.59 19856.49 5126.89 0.99 16 312.68 173.65 4.7 4.32 4.34 3 100.00 18.0 21835.78 11608.12 5183.45 0.99 17 317.00 248.74 4.7 6.00 6.02 3 100.00 18.0 31268.91 15948.92 5236.72 0.99 18 323.00 185.92 4.7 4.35 4.36 3 100.00 18.0 23383.70 11443.04 5339.04 0.99 19 327.35 203.81 6.6 4.65 4.68 3 100.00 18.0 25638.56 12152.43 5453.98 0.99 20 332.00 122.55 6.6 2.78 2.79 3 100.00 18.0 15409.58 7175.18 5493.89 0.99 21 334.78 313.67 6.6 7.20 7.24 2 0.00 35.0 39424.80 18346.88 5367.17 0.97 22 341.97 288.58 8.5 6.76 6.84 2 0.00 35.0 36274.80 16926.94 5223.68 0.96 23 348.74 281.73 8.5 6.76 6.84 2 0.00 35.0 35419.76 16495.36 5100.32 0.96 24 355.50 122.72 9.8 3.00 3.04 5 0.00 45.0 13499.04 7200.35 4335.59 0.94 25 358.50 250.54 10.4 6.25 6.36 2 0.00 35.0 31504.86 14705.22 4877.04 0.96 26 364.75 243.34 10.4 6.25 6.36 2 0.00 35.0 30605.45 14248.70 4737.47 0.96 27 371.01 269.95 12.3 7.19 7.36 2 0.00 35.0 33959.90 15865.54 4545.71 0.95 28 378.20 258.64 12.3 7.19 7.36 2 0.00 35.0 32545.99 15143.03 4355.88 0.95 29 385.39 244.53 14.3 7.13 7.36 2 0.00 35.0 30780.46 14365.76 4127.33 0.95 30 392.52 231.60 14.3 7.13 7.36 2 0.00 35.0 29163.98 13533.17 3909.74 0.95 31 399.66 215.84 16.2 7.07 7.36 2 0.00 35.0 27192.30 12645.77 3656.13 0.95 32 406.73 201.35 16.2 7.07 7.36 2 0.00 35.0 25380.57 11704.07 3411.32 0.95 33 413.80 184.11 18.1 7.00 7.36 2 0.00 35.0 23223.81 10708.26 3133.46 0.95 34 420.79 168.12 18.1 7.00 7.36 2 0.00 35.0 21224.65 9658.37 2861.99 0.95 35 427.79 149.57 20.0 6.92 7.36 2 0.00 35.0 18904.00 8555.07 2560.70 0.95 36 434.71 132.15 20.0 6.92 7.36 2 0.00 35.0 16726.45 7398.19 2263.17 0.95 37 441.62 112.48 21.9 6.83 7.36 2 0.00 35.0 14265.06 6188.40 1939.34 0.95 38 448.45 93.71 21.9 6.83 7.36 2 0.00 35.0 11918.97 4925.89 1616.39 0.95 39 455.28 73.13 23.8 6.73 7.36 2 0.00 35.0 9343.11 3611.28 1270.93 0.95 40 462.01 53.10 23.8 6.73 7.36 2 0.00 35.0 6838.87 2244.47 923.22 0.95 41 468.74 16.52 25.8 2.90 3.22 2 0.00 35.0 2151.52 542.02 661.74 0.95 42 471.64 16.57 25.8 4.14 4.60 1 150.00 22.0 2171.31 287.11 452.18 1.01 43 475.78 9.32 25.8 6.22 6.90 1 150.00 22.0 1221.35 0.00 147.54 1.01 X -S Area: 7102.24 Path Length: 279.70 X -S Weight: 893597.06 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 3 Rapid Drawdown EQ.gmf 15:13:27 Processed: 11 May 2017 DATA: Analysis 1 - Case 3 - Rapid Drawdown EQ Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) 100.00 129.00 Profile: 2 (2 points) 100.00 122.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 310.50 129.00 Profile: 6 (2 points) 313.50 129.00 Profile: 7 (2 points) 313.50 122.00 Profile: 8 (2 points) 313.50 100.00 Unit weight of water/medium above ground: 62.400 Material beneath: 1 - 310.50 129.00 Material beneath: 2 - 310.50 122.00 Material beneath: 3 - 310.50 100.00 Material beneath: 4 - 310.50 97.00 Material beneath: 5 - 313.50 129.00 Material beneath: 1 - 367.00 129.00 Material beneath: 2 - 367.00 122.00 Material beneath: 3 - 367.00 100.00 Overburden Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Profile: 9 (2 points) Material beneath: 4 - Stable Bedrock 310.50 97.00 367.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 287.00 129.00 367.00 129.00 Phreatic Surface (4 points) 100.00 100.00 200.00 100.00 278.00 126.00 367.00 126.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 347.00 YR: 129.00 Centre: XC: 248.35 YC: 241.99 Radius: R: 150.00 Earthquake Force Pseudo -static earthquake (seismic) coefficient: 0.070 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 20.00 100.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 3 - Rapid Drawdown EQ Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 2.804 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 1.11 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 201.58 100.53 337.00 129.00 236.10 272.61 175.51 1.111 <-- Critical Surface 2 200.53 100.18 337.00 129.00 234.11 278.68 181.63 1.111 3 202.63 100.88 337.00 129.00 238.09 266.51 169.39 1.111 4 199.47 100.00 337.00 129.00 232.77 282.71 185.71 1.111 5 203.68 101.23 337.00 129.00 240.08 260.39 163.27 1.113 6 204.74 101.58 337.00 129.00 242.06 254.22 157.14 1.114 7 205.79 101.93 337.00 129.00 244.05 248.02 151.02 1.115 8 200.53 100.18 337.00 129.00 233.65 280.84 183.67 1.117 9 196.32 100.00 337.00 129.00 230.30 290.88 193.88 1.117 10 199.47 100.00 337.00 129.00 232.31 284.86 187.76 1.117 11 201.58 100.53 337.00 129.00 235.64 274.78 177.55 1.117 12 201.58 100.53 338.05 129.00 236.46 274.62 177.55 1.117 13 198.42 100.00 337.00 129.00 231.64 286.87 189.80 1.117 14 200.53 100.18 338.05 129.00 234.48 280.68 183.67 1.117 15 197.37 100.00 337.00 129.00 230.97 288.87 191.84 1.118 16 202.63 100.88 337.00 129.00 237.64 268.69 171.43 1.118 17 203.68 101.23 337.00 129.00 239.62 262.58 165.31 1.119 18 202.63 100.88 338.05 129.00 238.45 268.52 171.43 1.119 19 203.68 101.23 338.05 129.00 240.43 262.40 165.31 1.120 20 204.74 101.58 337.00 129.00 241.61 256.43 159.18 1.120 21 204.74 101.58 338.05 129.00 242.40 256.24 159.18 1.121 22 205.79 101.93 338.05 129.00 244.38 250.05 153.06 1.122 23 205.79 101.93 337.00 129.00 243.59 250.25 153.06 1.122 24 199.47 100.00 337.00 129.00 231.86 287.01 189.80 1.123 25 200.53 100.18 337.00 129.00 233.19 282.99 185.71 1.123 26 196.32 100.00 337.00 129.00 229.86 293.03 195.92 1.123 27 195.26 100.00 337.00 129.00 229.19 295.03 197.96 1.123 28 197.37 100.00 338.05 129.00 231.35 290.88 193.88 1.123 29 198.42 100.00 337.00 129.00 231.19 289.02 191.84 1.123 30 198.42 100.00 338.05 129.00 232.02 288.87 191.84 1.123 31 194.21 100.00 337.00 129.00 228.53 297.03 200.00 1.123 32 199.47 100.00 338.05 129.00 232.69 286.87 189.80 1.123 33 201.58 100.53 337.00 129.00 235.19 276.95 179.59 1.123 34 200.53 100.18 339.11 129.00 234.85 282.69 185.71 1.123 35 201.58 100.53 339.11 129.00 236.83 276.62 179.59 1.123 36 206.84 102.28 337.00 129.00 245.57 244.03 146.94 1.124 37 197.37 100.00 337.00 129.00 230.52 291.02 193.88 1.124 38 201.58 100.53 338.05 129.00 236.01 276.79 179.59 1.124 39 202.63 100.88 338.05 129.00 237.99 270.70 173.47 1.124 40 202.63 100.88 337.00 129.00 237.18 270.87 173.47 1.124 41 203.68 101.23 338.05 129.00 239.97 264.59 167.35 1.125 42 200.53 100.18 338.05 129.00 234.02 282.84 185.71 1.125 43 203.68 101.23 337.00 129.00 239.17 264.77 167.35 1.126 44 203.68 101.23 339.11 129.00 240.78 264.41 167.35 1.126 45 202.63 100.88 339.11 129.00 238.81 270.53 173.47 1.126 46 204.74 101.58 337.00 129.00 241.15 258.64 161.22 1.127 47 204.74 101.58 338.05 129.00 241.95 258.45 161.22 1.127 48 199.47 100.00 337.00 129.00 231.41 289.16 191.84 1.128 49 200.53 100.18 337.00 129.00 232.74 285.15 187.76 1.128 50 196.32 100.00 337.00 129.00 229.41 295.17 197.96 1.128 51 204.74 101.58 339.11 129.00 242.74 258.26 161.22 1.128 52 205.79 101.93 338.05 129.00 243.92 252.27 155.10 1.128 53 198.42 100.00 337.00 129.00 230.74 291.16 193.88 1.128 54 195.26 100.00 337.00 129.00 228.76 297.18 200.00 1.128 55 205.79 101.93 337.00 129.00 243.13 252.47 155.10 1.129 56 197.37 100.00 338.05 129.00 230.91 293.03 195.92 1.129 57 198.42 100.00 338.05 129.00 231.58 291.02 193.88 1.129 58 196.32 100.00 338.05 129.00 230.25 295.03 197.96 1.129 59 199.47 100.00 338.05 129.00 232.24 289.02 191.84 1.129 60 200.53 100.18 338.05 129.00 233.57 285.00 187.76 1.129 61 201.58 100.53 337.00 129.00 234.73 279.11 181.63 1.129 62 195.26 100.00 338.05 129.00 229.59 297.03 200.00 1.129 63 197.37 100.00 337.00 129.00 230.08 293.17 195.92 1.129 64 200.53 100.18 339.11 129.00 234.40 284.85 187.76 1.129 65 202.63 100.88 339.11 129.00 238.36 272.71 175.51 1.130 66 201.58 100.53 339.11 129.00 236.38 278.79 181.63 1.130 67 201.58 100.53 340.16 129.00 237.20 278.63 181.63 1.130 68 198.42 100.00 339.11 129.00 232.41 290.88 193.88 1.130 69 206.84 102.28 337.00 129.00 245.11 246.26 148.98 1.131 70 202.63 100.88 337.00 129.00 236.72 273.04 175.51 1.131 71 206.84 102.28 338.05 129.00 245.89 246.05 148.98 1.131 72 202.63 100.88 338.05 129.00 237.54 272.88 175.51 1.131 73 202.63 100.88 340.16 129.00 239.17 272.54 175.51 1.131 74 207.89 102.63 337.00 129.00 247.08 240.01 142.86 1.132 75 199.47 100.00 339.11 129.00 233.07 288.87 191.84 1.132 76 201.58 100.53 338.05 129.00 235.56 278.95 181.63 1.132 77 203.68 101.23 338.05 129.00 239.52 266.78 169.39 1.132 78 203.68 101.23 337.00 129.00 238.71 266.95 169.39 1.133 79 203.68 101.23 339.11 129.00 240.33 266.60 169.39 1.133 80 199.47 100.00 337.00 129.00 230.95 291.30 193.88 1.133 81 200.53 100.18 337.00 129.00 232.29 287.30 189.80 1.133 82 203.68 101.23 340.16 129.00 241.13 266.43 169.39 1.133 83 196.32 100.00 337.00 129.00 228.97 297.32 200.00 1.134 84 204.74 101.58 338.05 129.00 241.50 260.65 163.27 1.134 85 198.42 100.00 337.00 129.00 230.29 293.31 195.92 1.134 86 198.42 100.00 338.05 129.00 231.13 293.17 195.92 1.134 87 197.37 100.00 338.05 129.00 230.47 295.17 197.96 1.134 88 199.47 100.00 338.05 129.00 231.79 291.16 193.88 1.134 89 199.47 100.00 340.16 129.00 233.46 290.88 193.88 1.134 90 196.32 100.00 338.05 129.00 229.81 297.18 200.00 1.134 91 200.53 100.18 338.05 129.00 233.12 287.15 189.80 1.134 92 204.74 101.58 339.11 129.00 242.29 260.47 163.27 1.134 93 197.37 100.00 337.00 129.00 229.63 295.31 197.96 1.134 94 204.74 101.58 337.00 129.00 240.69 260.84 163.27 1.135 95 201.58 100.53 337.00 129.00 234.28 281.27 183.67 1.135 96 196.32 100.00 339.11 129.00 230.64 297.03 200.00 1.135 97 197.37 100.00 339.11 129.00 231.30 295.03 197.96 1.135 98 198.42 100.00 339.11 129.00 231.96 293.03 195.92 1.135 99 205.79 101.93 338.05 129.00 243.47 254.49 157.14 1.135 Critical Failure Surface (circle 1) Intersects: XL: 201.58 YL: 100.53 Centre: XC: 236.10 YC: 272.61 Generated failure surface: (20 points) 201.58 100.53 208.95 99.21 238.78 97.12 246.27 97.39 275.87 101.66 283.12 103.51 311.15 113.95 317.85 117.30 XR: 337.00 YR: 129.00 Radius: R: 175.51 216.37 98.21 253.73 97.99 290.29 105.67 324.40 120.92 223.82 97.53 261.16 98.90 297.36 108.14 330.78 124.83 Slice Geometry and Properties - Critical Failure Surface (circle 1, 43 slices) 231.30 97.16 268.54 100.12 304.32 110.90 337.00 129.00 Slice X -S Base PoreWater Normal Test X -Left Area Angle Width Length Matl Cohesion Phi Weight Force Stress Factor 1 201.58 2.22 -10.1 2.95 2.99 2 0.00 35.0 278.07 141.01 100.31 1.14 2 204.53 11.67 -10.1 4.42 4.49 3 100.00 18.0 1487.25 740.02 362.80 1.07 3 208.95 17.21 -7.7 3.71 3.74 3 100.00 18.0 2213.30 1083.80 621.92 1.05 4 212.66 23.65 -7.7 3.71 3.74 3 100.00 18.0 3048.17 1489.39 851.77 1.05 5 216.37 29.96 -5.2 3.73 3.74 3 100.00 18.0 3861.58 1877.17 1059.19 1.03 6 220.09 35.86 -5.2 3.73 3.74 3 100.00 18.0 4619.91 2247.11 1265.52 1.03 7 223.82 41.60 -2.8 3.74 3.74 3 100.00 18.0 5353.19 2598.85 1447.02 1.02 8 227.56 46.94 -2.8 3.74 3.74 3 100.00 18.0 6031.57 2932.45 1629.81 1.02 9 231.30 52.04 -0.3 3.74 3.74 3 100.00 18.0 6676.05 3247.60 1785.83 1.00 10 235.04 56.80 -0.3 3.74 3.74 3 100.00 18.0 7271.65 3544.26 1945.10 1.00 11 238.78 61.21 2.1 3.74 3.74 3 100.00 18.0 7819.91 3822.21 2076.03 0.99 12 242.53 65.36 2.1 3.74 3.74 3 100.00 18.0 8330.59 4081.41 2211.85 0.99 13 246.27 69.04 4.5 3.73 3.74 3 100.00 18.0 8776.74 4321.62 2318.08 0.98 14 250.00 72.57 4.5 3.73 3.74 3 100.00 18.0 9200.91 4542.90 2430.51 0.98 15 253.73 75.48 7.0 3.72 3.74 3 100.00 18.0 9540.95 4745.04 2512.43 0.97 16 257.44 78.39 7.0 3.72 3.74 3 100.00 18.0 9877.58 4927.95 2601.60 0.97 17 261.16 52.51 9.4 2.42 2.45 3 100.00 18.0 6599.14 3321.71 2648.24 0.97 18 263.58 53.49 9.4 2.42 2.45 3 100.00 18.0 6706.08 3383.71 2691.53 0.97 19 266.00 40.59 9.4 1.81 1.83 3 100.00 18.0 5081.60 2567.63 2731.08 0.97 20 267.81 16.66 9.4 0.74 0.75 2 0.00 35.0 2086.20 1054.08 2702.50 0.92 21 268.54 84.07 11.9 3.66 3.74 2 0.00 35.0 10540.39 5360.46 2708.47 0.90 22 272.21 85.72 11.9 3.66 3.74 2 0.00 35.0 10773.53 5465.71 2767.99 0.90 23 275.87 50.53 14.3 2.13 2.20 2 0.00 35.0 6362.60 3254.02 2776.94 0.89 24 278.00 61.20 14.3 2.56 2.64 2 0.00 35.0 7717.46 3870.61 2798.61 0.89 25 280.56 61.71 14.3 2.56 2.64 2 0.00 35.0 7794.61 3762.79 2818.91 0.89 26 283.12 94.06 16.8 3.88 4.05 2 0.00 35.0 11904.97 5534.82 2798.33 0.88 27 287.00 78.38 16.8 3.29 3.44 2 0.00 35.0 9935.81 4464.76 2745.33 0.88 28 290.29 80.28 19.2 3.53 3.74 2 0.00 35.0 10183.24 4603.92 2583.72 0.87 29 293.82 75.93 19.2 3.53 3.74 2 0.00 35.0 9639.20 4316.33 2443.68 0.87 30 297.36 70.18 21.6 3.48 3.74 2 0.00 35.0 8919.09 4011.19 2265.17 0.86 31 300.84 65.38 21.7 3.48 3.74 2 0.00 35.0 8318.67 3688.71 2109.86 0.86 32 304.32 53.83 24.1 3.09 3.39 2 0.00 35.0 6858.01 3045.32 1928.38 0.85 33 307.41 49.55 24.1 3.09 3.39 2 0.00 35.0 6323.87 2753.23 1774.60 0.85 34 310.50 9.89 24.1 0.65 0.71 5 0.00 45.0 1087.93 542.56 1409.88 0.78 35 311.15 33.97 26.5 2.35 2.63 5 0.00 45.0 3736.40 1877.66 1319.11 0.77 36 313.50 55.60 26.5 4.35 4.86 2 0.00 35.0 7133.19 2968.51 1393.96 0.85 37 317.85 35.35 29.0 3.27 3.74 2 0.00 35.0 4555.91 1820.72 1157.23 0.85 38 321.12 29.41 29.0 3.27 3.74 2 0.00 35.0 3813.62 1397.13 959.91 0.85 39 324.40 13.26 31.4 1.76 2.06 2 0.00 35.0 1731.56 583.78 789.26 0.85 40 326.16 14.56 31.4 2.31 2.71 1 150.00 22.0 1907.79 557.27 644.34 0.96 41 328.47 11.29 31.4 2.31 2.71 1 150.00 22.0 1479.13 317.98 476.74 0.96 42 330.78 6.26 33.9 1.75 2.10 1 150.00 22.0 820.18 76.89 311.91 0.97 43 332.53 6.70 33.9 4.47 5.38 1 150.00 22.0 878.27 0.00 85.09 0.97 X -S Area: 2030.38 Path Length: 142.23 X -S Weight: 257275.86 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 3 Full EQ.gmf Processed: 11 May 2017 15:46:33 DATA: Analysis 1 - Case 3 - Full Reservoir EQ Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) 100.00 129.00 Profile: 2 (2 points) 100.00 122.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 310.50 129.00 Profile: 6 (2 points) 313.50 129.00 Profile: 7 (2 points) 313.50 122.00 Profile: 8 (2 points) 313.50 100.00 Profile: 9 (2 points) Unit weight of water/medium above ground: 62.400 Material beneath: 1 - 310.50 129.00 Material beneath: 2 - 310.50 122.00 Material beneath: 3 - 310.50 100.00 Material beneath: 4 - 310.50 97.00 Material beneath: 5 - 313.50 129.00 Material beneath: 1 - 367.00 129.00 Material beneath: 2 - 367.00 122.00 Material beneath: 3 - 367.00 100.00 Material beneath: 4 - Overburden Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Stable Bedrock 310.50 97.00 367.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 287.00 129.00 367.00 129.00 Phreatic Surface (2 points) 100.00 126.00 367.00 126.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 347.00 YR: 129.00 Centre: XC: 248.35 YC: 241.99 Radius: R: 150.00 Earthquake Force Pseudo -static earthquake (seismic) coefficient: 0.070 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 20.00 100.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 3 - Full Reservoir EQ Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 4.106 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 1.70 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 205.79 101.93 337.00 129.00 244.05 248.02 151.02 1.700 <-- Critical Surface 2 204.74 101.58 337.00 129.00 242.06 254.22 157.14 1.702 3 203.68 101.23 337.00 129.00 240.08 260.39 163.27 1.703 4 202.63 100.88 337.00 129.00 238.09 266.51 169.39 1.704 5 205.79 101.93 338.05 129.00 244.38 250.05 153.06 1.706 6 201.58 100.53 337.00 129.00 236.10 272.61 175.51 1.706 7 206.84 102.28 337.00 129.00 245.57 244.03 146.94 1.709 8 204.74 101.58 338.05 129.00 242.40 256.24 159.18 1.709 9 200.53 100.18 337.00 129.00 234.11 278.68 181.63 1.709 10 203.68 101.23 338.05 129.00 240.43 262.40 165.31 1.710 11 205.79 101.93 337.00 129.00 243.59 250.25 153.06 1.710 12 204.74 101.58 337.00 129.00 241.61 256.43 159.18 1.711 13 199.47 100.00 337.00 129.00 232.77 282.71 185.71 1.711 14 203.68 101.23 337.00 129.00 239.62 262.58 165.31 1.711 15 201.58 100.53 338.05 129.00 236.46 274.62 177.55 1.712 16 202.63 100.88 338.05 129.00 238.45 268.52 171.43 1.712 17 202.63 100.88 337.00 129.00 237.64 268.69 171.43 1.713 18 200.53 100.18 338.05 129.00 234.48 280.68 183.67 1.715 19 205.79 101.93 338.05 129.00 243.92 252.27 155.10 1.715 20 201.58 100.53 337.00 129.00 235.64 274.78 177.55 1.715 21 203.68 101.23 339.11 129.00 240.78 264.41 167.35 1.716 22 206.84 102.28 338.05 129.00 245.89 246.05 148.98 1.716 23 204.74 101.58 339.11 129.00 242.74 258.26 161.22 1.716 24 207.89 102.63 337.00 129.00 247.08 240.01 142.86 1.717 25 200.53 100.18 337.00 129.00 233.65 280.84 183.67 1.717 26 204.74 101.58 338.05 129.00 241.95 258.45 161.22 1.718 27 203.68 101.23 338.05 129.00 239.97 264.59 167.35 1.718 28 201.58 100.53 339.11 129.00 236.83 276.62 179.59 1.718 29 202.63 100.88 339.11 129.00 238.81 270.53 173.47 1.718 30 206.84 102.28 337.00 129.00 245.11 246.26 148.98 1.719 31 199.47 100.00 337.00 129.00 232.31 284.86 187.76 1.719 32 205.79 101.93 337.00 129.00 243.13 252.47 155.10 1.719 33 202.63 100.88 338.05 129.00 237.99 270.70 173.47 1.720 34 204.74 101.58 337.00 129.00 241.15 258.64 161.22 1.720 35 200.53 100.18 339.11 129.00 234.85 282.69 185.71 1.720 36 198.42 100.00 337.00 129.00 231.64 286.87 189.80 1.721 37 196.32 100.00 337.00 129.00 230.30 290.88 193.88 1.721 38 201.58 100.53 338.05 129.00 236.01 276.79 179.59 1.721 39 203.68 101.23 337.00 129.00 239.17 264.77 167.35 1.722 40 197.37 100.00 337.00 129.00 230.97 288.87 191.84 1.723 41 204.74 101.58 340.16 129.00 243.09 260.28 163.27 1.723 42 202.63 100.88 337.00 129.00 237.18 270.87 173.47 1.723 43 202.63 100.88 339.11 129.00 238.36 272.71 175.51 1.723 44 203.68 101.23 340.16 129.00 241.13 266.43 169.39 1.723 45 202.63 100.88 340.16 129.00 239.17 272.54 175.51 1.723 46 206.84 102.28 339.11 129.00 246.22 248.08 151.02 1.723 47 201.58 100.53 337.00 129.00 235.19 276.95 179.59 1.724 48 208.95 102.98 337.00 129.00 248.60 235.97 138.78 1.724 49 205.79 101.93 338.05 129.00 243.47 254.49 157.14 1.724 50 205.79 101.93 339.11 129.00 244.26 254.29 157.14 1.724 51 201.58 100.53 340.16 129.00 237.20 278.63 181.63 1.724 52 204.74 101.58 339.11 129.00 242.29 260.47 163.27 1.724 53 207.89 102.63 338.05 129.00 247.40 242.04 144.90 1.725 54 199.47 100.00 338.05 129.00 232.69 286.87 189.80 1.725 55 203.68 101.23 339.11 129.00 240.33 266.60 169.39 1.725 56 200.53 100.18 337.00 129.00 233.19 282.99 185.71 1.725 57 198.42 100.00 338.05 129.00 232.02 288.87 191.84 1.725 58 206.84 102.28 338.05 129.00 245.44 248.29 151.02 1.726 59 197.37 100.00 338.05 129.00 231.35 290.88 193.88 1.726 60 200.53 100.18 338.05 129.00 234.02 282.84 185.71 1.727 61 204.74 101.58 338.05 129.00 241.50 260.65 163.27 1.727 62 199.47 100.00 337.00 129.00 231.86 287.01 189.80 1.727 63 201.58 100.53 339.11 129.00 236.38 278.79 181.63 1.727 64 203.68 101.23 338.05 129.00 239.52 266.78 169.39 1.728 65 207.89 102.63 337.00 129.00 246.62 242.26 144.90 1.728 66 198.42 100.00 337.00 129.00 231.19 289.02 191.84 1.729 67 206.84 102.28 337.00 129.00 244.65 248.49 151.02 1.729 68 200.53 100.18 339.11 129.00 234.40 284.85 187.76 1.729 69 202.63 100.88 338.05 129.00 237.54 272.88 175.51 1.729 70 196.32 100.00 337.00 129.00 229.86 293.03 195.92 1.729 71 203.68 101.23 341.21 129.00 241.49 268.44 171.43 1.730 72 202.63 100.88 341.21 129.00 239.53 274.55 177.55 1.730 73 205.79 101.93 337.00 129.00 242.67 254.68 157.14 1.730 74 195.26 100.00 337.00 129.00 229.19 295.03 197.96 1.730 75 206.84 102.28 340.16 129.00 246.55 250.10 153.06 1.731 76 197.37 100.00 337.00 129.00 230.52 291.02 193.88 1.731 77 194.21 100.00 337.00 129.00 228.53 297.03 200.00 1.731 78 204.74 101.58 337.00 129.00 240.69 260.84 163.27 1.731 79 202.63 100.88 340.16 129.00 238.72 274.72 177.55 1.731 80 200.53 100.18 338.05 129.00 233.57 285.00 187.76 1.731 81 205.79 101.93 340.16 129.00 244.60 256.31 159.18 1.731 82 204.74 101.58 340.16 129.00 242.64 262.48 165.31 1.732 83 203.68 101.23 337.00 129.00 238.71 266.95 169.39 1.732 84 202.63 100.88 337.00 129.00 236.72 273.04 175.51 1.732 85 201.58 100.53 337.00 129.00 234.73 279.11 181.63 1.732 86 202.63 100.88 339.11 129.00 237.91 274.89 177.55 1.732 87 207.89 102.63 339.11 129.00 247.73 244.07 146.94 1.732 88 201.58 100.53 340.16 129.00 236.75 280.80 183.67 1.733 89 199.47 100.00 338.05 129.00 232.24 289.02 191.84 1.733 90 203.68 101.23 339.11 129.00 239.88 268.79 171.43 1.733 91 198.42 100.00 339.11 129.00 232.41 290.88 193.88 1.733 92 200.53 100.18 337.00 129.00 232.74 285.15 187.76 1.733 93 204.74 101.58 339.11 129.00 241.85 262.67 165.31 1.733 94 199.47 100.00 340.16 129.00 233.46 290.88 193.88 1.733 95 200.53 100.18 340.16 129.00 234.78 286.85 189.80 1.733 96 198.42 100.00 338.05 129.00 231.58 291.02 193.88 1.733 97 205.79 101.93 338.05 129.00 243.01 256.70 159.18 1.733 98 208.95 102.98 338.05 129.00 248.91 238.01 140.82 1.734 99 205.79 101.93 339.11 129.00 243.81 256.51 159.18 1.734 Critical Failure Surface (circle 1) Intersects: XL: 205.79 YL: 101.93 Centre: XC: 244.05 YC: 248.02 Generated failure surface: (20 points) 205.79 101.93 212.90 100.25 241.90 97.02 249.20 97.09 278.13 100.90 285.20 102.72 312.38 113.35 318.81 116.81 XR: 337.00 YR: 129.00 Radius: R: 151.02 220.08 98.92 256.49 97.52 292.18 104.88 325.07 120.58 227.32 97.93 263.76 98.30 299.05 107.38 331.14 124.64 Slice Geometry and Properties - Critical Failure Surface (circle 1, 43 slices) Slice X -S Base X -Left Area Angle Width Length Matl Cohesion 1 205.79 3.60 -13.3 3.55 3.65 2 0.00 35.0 2 209.34 10.79 -13.3 3.55 3.65 2 0.00 35.0 3 212.90 5.94 -10.5 1.35 1.37 2 0.00 35.0 4 214.25 16.06 -10.5 2.92 2.97 3 100.00 18.0 234.60 97.30 270.97 99.42 305.78 110.20 337.00 129.00 PoreWater Normal Test Phi Weight Force Stress Factor 449.77 5581.69 1598.36 1.14 1349.32 5773.01 1791.13 1.14 742.79 2218.11 1912.77 1.10 2019.62 4861.53 2012.48 1.05 5 217.17 20.47 -10.5 2.92 2.97 3 100.00 18.0 2596.41 4961.70 2153.45 1.05 6 220.08 31.22 -7.7 3.62 3.65 3 100.00 18.0 3979.17 6228.65 2289.72 1.04 7 223.70 37.37 -7.7 3.62 3.65 3 100.00 18.0 4776.10 6340.81 2437.69 1.04 8 227.32 43.44 -5.0 3.64 3.65 3 100.00 18.0 5559.62 6433.00 2562.65 1.02 9 230.96 49.01 -5.0 3.64 3.65 3 100.00 18.0 6273.77 6505.16 2684.92 1.02 10 234.60 54.42 -2.2 3.65 3.65 3 100.00 18.0 6964.58 6557.22 2782.55 1.01 11 238.25 59.37 -2.2 3.65 3.65 3 100.00 18.0 7591.83 6589.20 2879.13 1.01 12 241.90 64.05 0.6 3.65 3.65 3 100.00 18.0 8179.52 6601.10 2949.73 1.00 13 245.55 68.37 0.6 3.65 3.65 3 100.00 18.0 8716.65 6592.84 3020.68 1.00 14 249.20 72.23 3.3 3.65 3.65 3 100.00 18.0 9192.51 6564.36 3064.57 0.99 15 252.85 75.89 3.3 3.65 3.65 3 100.00 18.0 9637.05 6515.86 3109.98 0.99 16 256.49 78.90 6.1 3.63 3.65 3 100.00 18.0 9995.04 6447.22 3127.53 0.99 17 260.13 81.88 6.1 3.63 3.65 3 100.00 18.0 10345.41 6358.56 3147.55 0.99 18 263.76 51.93 8.9 2.24 2.27 3 100.00 18.0 6545.72 3899.07 3140.11 0.98 19 266.00 58.64 8.9 2.49 2.52 3 100.00 18.0 7381.92 4266.64 3139.15 0.98 20 268.49 59.73 8.9 2.49 2.52 3 100.00 18.0 7515.79 4205.60 3140.44 0.98 21 270.97 68.15 11.7 2.79 2.85 3 100.00 18.0 8567.29 4675.95 3115.59 0.98 22 273.77 105.23 11.7 4.23 4.32 2 0.00 35.0 13238.04 6895.27 3047.61 0.94 23 278.00 91.02 14.3 3.60 3.72 2 0.00 35.0 11476.87 5722.77 3029.60 0.93 24 281.60 92.01 14.4 3.60 3.72 2 0.00 35.0 11626.12 5510.21 3060.51 0.93 25 285.20 46.17 17.2 1.80 1.88 2 0.00 35.0 5843.23 2698.89 3047.48 0.93 26 287.00 65.61 17.2 2.59 2.71 2 0.00 35.0 8310.18 3778.06 3002.19 0.93 27 289.59 63.53 17.2 2.59 2.71 2 0.00 35.0 8050.41 3642.31 2907.60 0.93 28 292.18 80.66 20.0 3.43 3.65 2 0.00 35.0 10226.35 4671.34 2757.66 0.93 29 295.61 76.37 20.0 3.43 3.65 2 0.00 35.0 9691.00 4386.99 2611.88 0.93 30 299.05 70.46 22.7 3.37 3.65 2 0.00 35.0 8949.28 4083.83 2430.27 0.92 31 302.42 65.71 22.7 3.37 3.65 2 0.00 35.0 8354.76 3762.02 2266.76 0.92 32 305.78 43.00 25.5 2.36 2.61 2 0.00 35.0 5473.66 2483.94 2096.49 0.93 33 308.14 40.34 25.5 2.36 2.61 2 0.00 35.0 5142.08 2300.52 1967.39 0.93 34 310.50 30.23 25.5 1.88 2.08 5 0.00 45.0 3324.80 1700.51 1562.14 0.87 35 312.38 17.24 28.3 1.12 1.28 5 0.00 45.0 1896.00 982.72 1467.96 0.86 36 313.50 38.06 28.3 2.65 3.01 2 0.00 35.0 4868.67 2132.43 1629.47 0.93 37 316.15 34.26 28.3 2.65 3.01 2 0.00 35.0 4394.51 1863.63 1467.10 0.93 38 318.81 35.20 31.1 3.13 3.65 2 0.00 35.0 4531.09 1880.15 1262.68 0.94 39 321.94 29.30 31.1 3.13 3.65 2 0.00 35.0 3794.12 1450.67 1050.57 0.94 40 325.07 16.37 33.8 2.12 2.56 2 0.00 35.0 2135.31 751.26 851.93 0.94 41 327.19 22.40 33.8 3.95 4.75 1 150.00 22.0 2934.61 793.64 613.57 1.04 42 331.14 6.71 36.6 1.83 2.27 1 150.00 22.0 879.35 96.16 360.18 1.06 43 332.96 6.06 36.6 4.04 5.03 1 150.00 22.0 793.68 0.00 111.33 1.06 X -S Area: 2087.39 Path Length: 138.79 X -S Weight: 264313.97 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 4 Rapid Drawdown EQ.gmf 16:57:24 Processed: 11 May 2017 DATA: Analysis 1 - Case 4 - Rapid Drawdown EQ Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) 100.00 136.00 Profile: 2 (2 points) 100.00 130.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 331.50 136.00 Profile: 6 (2 points) 334.50 136.00 Profile: 7 (2 points) 334.50 130.00 Profile: 8 (2 points) 334.50 100.00 Unit weight of water/medium above ground: 62.400 Material beneath: 1 - 331.50 136.00 Material beneath: 2 - 331.50 130.00 Material beneath: 3 - 331.50 100.00 Material beneath: 4 - 331.50 97.00 Material beneath: 5 - 334.50 136.00 Material beneath: 1 - 383.00 136.00 Material beneath: 2 - 383.00 130.00 Material beneath: 3 - 383.00 100.00 Overburden Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Profile: 9 (2 points) Material beneath: 4 - Stable Bedrock 331.50 97.00 383.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 308.00 136.00 383.00 136.00 Phreatic Surface (4 points) 100.00 100.00 200.00 100.00 299.00 133.00 383.00 133.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 368.00 YR: 136.00 Centre: XC: 258.24 YC: 238.23 Radius: R: 150.00 Earthquake Force Pseudo -static earthquake (seismic) coefficient: 0.070 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 20.00 100.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 4 - Rapid Drawdown EQ Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 2.491 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 1.01 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 202.63 100.88 358.00 136.00 241.34 290.85 193.88 1.010 <-- Critical Surface 2 203.68 101.23 358.00 136.00 243.41 284.73 187.76 1.010 3 202.63 100.88 358.00 136.00 240.85 293.03 195.92 1.015 4 203.68 101.23 358.00 136.00 242.92 286.92 189.80 1.015 5 204.74 101.58 358.00 136.00 244.99 280.79 183.67 1.016 6 205.79 101.93 358.00 136.00 247.05 274.62 177.55 1.016 7 202.63 100.88 358.00 136.00 240.35 295.21 197.96 1.019 8 203.68 101.23 358.00 136.00 242.42 289.11 191.84 1.021 9 202.63 100.88 359.05 136.00 241.19 295.05 197.96 1.021 10 203.68 101.23 359.05 136.00 243.25 288.94 191.84 1.021 11 204.74 101.58 358.00 136.00 244.49 282.99 185.71 1.022 12 207.89 102.63 358.00 136.00 250.69 264.41 167.35 1.022 13 204.74 101.58 359.05 136.00 245.31 282.81 185.71 1.022 14 205.79 101.93 358.00 136.00 246.56 276.83 179.59 1.022 15 205.79 101.93 359.05 136.00 247.37 276.64 179.59 1.022 16 206.84 102.28 358.00 136.00 248.62 270.64 173.47 1.022 17 202.63 100.88 358.00 136.00 239.86 297.38 200.00 1.024 18 203.68 101.23 358.00 136.00 241.93 291.30 193.88 1.025 19 202.63 100.88 359.05 136.00 240.70 297.22 200.00 1.025 20 203.68 101.23 359.05 136.00 242.76 291.13 193.88 1.026 21 202.63 100.88 360.11 136.00 241.53 297.06 200.00 1.027 22 204.74 101.58 358.00 136.00 244.00 285.18 187.76 1.027 23 203.68 101.23 360.11 136.00 243.58 290.96 193.88 1.027 24 204.74 101.58 359.05 136.00 244.82 285.01 187.76 1.027 25 205.79 101.93 358.00 136.00 246.06 279.04 181.63 1.028 26 208.95 102.98 358.00 136.00 252.26 260.40 163.27 1.028 27 205.79 101.93 359.05 136.00 246.88 278.85 181.63 1.028 28 206.84 102.28 359.05 136.00 248.94 272.67 175.51 1.028 29 205.79 101.93 360.11 136.00 247.69 278.66 181.63 1.029 30 206.84 102.28 358.00 136.00 248.13 272.87 175.51 1.029 31 207.89 102.63 358.00 136.00 250.19 266.65 169.39 1.029 32 207.89 102.63 359.05 136.00 250.99 266.44 169.39 1.029 33 204.74 101.58 360.11 136.00 245.64 284.83 187.76 1.029 34 203.68 101.23 359.05 136.00 242.27 293.31 195.92 1.031 35 204.74 101.58 358.00 136.00 243.51 287.37 189.80 1.032 36 203.68 101.23 358.00 136.00 241.44 293.47 195.92 1.032 37 203.68 101.23 360.11 136.00 243.10 293.14 195.92 1.032 38 204.74 101.58 359.05 136.00 244.33 287.20 189.80 1.033 39 203.68 101.23 361.16 136.00 243.92 292.97 195.92 1.033 40 204.74 101.58 360.11 136.00 245.15 287.02 189.80 1.033 41 205.79 101.93 358.00 136.00 245.57 281.24 183.67 1.033 42 204.74 101.58 361.16 136.00 245.97 286.84 189.80 1.034 43 205.79 101.93 359.05 136.00 246.39 281.06 183.67 1.034 44 205.79 101.93 361.16 136.00 248.01 280.68 183.67 1.034 45 210.00 103.33 358.00 136.00 253.83 256.36 159.18 1.034 46 207.89 102.63 360.11 136.00 251.30 268.47 171.43 1.034 47 206.84 102.28 360.11 136.00 249.25 274.69 177.55 1.035 48 208.95 102.98 359.05 136.00 252.56 262.43 165.31 1.035 49 205.79 101.93 360.11 136.00 247.20 280.87 183.67 1.035 50 206.84 102.28 358.00 136.00 247.63 275.08 177.55 1.035 51 206.84 102.28 359.05 136.00 248.44 274.89 177.55 1.035 52 203.68 101.23 358.00 136.00 240.95 295.65 197.96 1.036 53 208.95 102.98 358.00 136.00 251.76 262.65 165.31 1.036 54 207.89 102.63 358.00 136.00 249.70 268.89 171.43 1.036 55 207.89 102.63 359.05 136.00 250.50 268.68 171.43 1.036 56 204.74 101.58 358.00 136.00 243.02 289.56 191.84 1.036 57 203.68 101.23 360.11 136.00 242.61 295.32 197.96 1.037 58 204.74 101.58 359.05 136.00 243.84 289.39 191.84 1.038 59 203.68 101.23 361.16 136.00 243.44 295.15 197.96 1.038 60 203.68 101.23 362.21 136.00 244.26 294.98 197.96 1.038 61 204.74 101.58 360.11 136.00 244.66 289.21 191.84 1.038 62 203.68 101.23 359.05 136.00 241.78 295.49 197.96 1.039 63 205.79 101.93 358.00 136.00 245.08 283.44 185.71 1.039 64 204.74 101.58 361.16 136.00 245.48 289.04 191.84 1.039 65 204.74 101.58 362.21 136.00 246.30 288.86 191.84 1.039 66 205.79 101.93 359.05 136.00 245.90 283.26 185.71 1.039 67 205.79 101.93 361.16 136.00 247.53 282.89 185.71 1.040 68 207.89 102.63 361.16 136.00 251.61 270.50 173.47 1.040 69 206.84 102.28 361.16 136.00 249.57 276.72 179.59 1.040 70 208.95 102.98 360.11 136.00 252.86 264.47 167.35 1.041 71 205.79 101.93 360.11 136.00 246.71 283.08 185.71 1.041 72 210.00 103.33 359.05 136.00 254.12 258.40 161.22 1.041 73 206.84 102.28 358.00 136.00 247.14 277.29 179.59 1.041 74 206.84 102.28 359.05 136.00 247.95 277.10 179.59 1.041 75 203.68 101.23 359.05 136.00 241.30 297.66 200.00 1.041 76 206.84 102.28 360.11 136.00 248.76 276.91 179.59 1.041 77 207.89 102.63 360.11 136.00 250.81 270.71 173.47 1.041 78 203.68 101.23 358.00 136.00 240.46 297.82 200.00 1.041 79 203.68 101.23 360.11 136.00 242.13 297.50 200.00 1.042 80 207.89 102.63 359.05 136.00 250.01 270.91 173.47 1.042 81 207.89 102.63 358.00 136.00 249.20 271.11 173.47 1.042 82 210.00 103.33 358.00 136.00 253.33 258.63 161.22 1.042 83 208.95 102.98 359.05 136.00 252.06 264.68 167.35 1.043 84 208.95 102.98 358.00 136.00 251.27 264.89 167.35 1.043 85 204.74 101.58 358.00 136.00 242.53 291.74 193.88 1.043 86 203.68 101.23 361.16 136.00 242.96 297.33 200.00 1.043 87 206.84 102.28 358.00 136.00 249.12 268.41 171.43 1.043 88 204.74 101.58 359.05 136.00 243.35 291.57 193.88 1.043 89 204.74 101.58 360.11 136.00 244.18 291.40 193.88 1.044 90 203.68 101.23 362.21 136.00 243.78 297.17 200.00 1.044 91 203.68 101.23 363.26 136.00 244.60 297.00 200.00 1.044 92 204.74 101.58 361.16 136.00 245.00 291.23 193.88 1.044 93 205.79 101.93 358.00 136.00 244.59 285.63 187.76 1.044 94 205.79 101.93 359.05 136.00 245.41 285.46 187.76 1.045 95 204.74 101.58 362.21 136.00 245.82 291.05 193.88 1.045 96 204.74 101.58 363.26 136.00 246.63 290.88 193.88 1.045 97 205.79 101.93 361.16 136.00 247.04 285.10 187.76 1.046 98 205.79 101.93 362.21 136.00 247.85 284.91 187.76 1.046 99 207.89 102.63 362.21 136.00 251.92 272.53 175.51 1.046 Critical Failure Surface (circle 1) Intersects: XL: 202.63 YL: 100.88 Centre: XC: 241.34 YC: 290.85 Generated failure surface: (20 points) 202.63 100.88 211.13 99.34 245.57 97.02 254.20 97.40 288.29 102.74 296.62 105.02 328.70 117.77 336.32 121.83 XR: 358.00 YR: 136.00 Radius: R: 193.88 219.69 98.19 262.80 98.17 304.85 107.67 343.75 126.23 228.30 97.41 271.36 99.31 312.94 110.68 350.99 130.96 Slice Geometry and Properties - Critical Failure Surface (circle 1, 42 slices) 236.93 97.02 279.87 100.84 320.90 114.05 358.00 136.00 Slice X -S Base PoreWater Normal Test X -Left Area Angle Width Length Matl Cohesion Phi Weight Force Stress Factor 1 202.63 6.06 -10.2 4.86 4.93 2 0.00 35.0 757.43 384.23 167.17 1.16 2 207.49 12.51 -10.2 3.65 3.70 3 100.00 18.0 1583.35 793.46 466.90 1.08 3 211.13 22.99 -7.7 4.28 4.32 3 100.00 18.0 2939.10 1447.82 716.54 1.05 4 215.41 31.57 -7.7 4.28 4.32 3 100.00 18.0 4051.24 1988.10 982.46 1.05 5 219.69 39.96 -5.1 4.30 4.32 3 100.00 18.0 5133.24 2503.59 1220.64 1.03 6 224.00 47.79 -5.1 4.30 4.32 3 100.00 18.0 6138.83 2994.27 1457.96 1.03 7 228.30 55.39 -2.6 4.31 4.32 3 100.00 18.0 7108.65 3459.64 1664.43 1.02 8 232.61 62.43 -2.6 4.31 4.32 3 100.00 18.0 8002.75 3899.71 1873.18 1.02 9 236.93 69.14 -0.0 4.32 4.32 3 100.00 18.0 8847.78 4314.11 2048.61 1.00 10 241.25 75.36 -0.0 4.32 4.32 3 100.00 18.0 9626.43 4702.73 2228.89 1.00 11 245.57 81.09 2.5 4.32 4.32 3 100.00 18.0 10335.93 5065.18 2373.87 0.99 12 249.88 86.48 2.5 4.32 4.32 3 100.00 18.0 10995.96 5401.56 2525.78 0.99 13 254.20 91.17 5.1 4.30 4.32 3 100.00 18.0 11562.14 5711.49 2640.91 0.98 14 258.50 95.70 5.1 4.30 4.32 3 100.00 18.0 12101.45 5994.96 2764.60 0.98 15 262.80 99.30 7.6 4.28 4.32 3 100.00 18.0 12518.44 6251.66 2850.44 0.97 16 267.08 102.95 7.6 4.28 4.32 3 100.00 18.0 12935.91 6481.71 2946.10 0.97 17 271.36 94.77 10.2 3.83 3.89 3 100.00 18.0 11867.74 6008.56 2999.85 0.96 18 275.19 118.88 10.2 4.68 4.75 2 0.00 35.0 14860.33 7537.05 3001.60 0.90 19 279.87 109.57 12.7 4.21 4.32 2 0.00 35.0 13696.41 7009.78 3030.45 0.89 20 284.08 111.48 12.7 4.21 4.32 2 0.00 35.0 13934.41 7131.58 3083.11 0.89 21 288.29 45.67 15.3 1.71 1.77 2 0.00 35.0 5708.46 2954.25 3075.49 0.87 22 290.00 89.06 15.3 3.31 3.43 2 0.00 35.0 11143.59 5761.38 3095.58 0.87 23 293.31 89.72 15.3 3.31 3.43 2 0.00 35.0 11247.72 5803.91 3123.98 0.87 24 296.62 64.60 17.8 2.38 2.50 2 0.00 35.0 8112.53 4234.99 3102.02 0.86 25 299.00 79.61 17.8 2.92 3.07 2 0.00 35.0 10012.94 5125.60 3104.24 0.86 26 301.92 79.71 17.8 2.92 3.07 2 0.00 35.0 10042.34 4945.23 3101.72 0.86 27 304.85 85.80 20.4 3.15 3.36 2 0.00 35.0 10828.15 5192.57 3047.62 0.85 28 308.00 129.74 20.4 4.94 5.28 2 0.00 35.0 16395.65 7649.87 2933.47 0.85 29 312.94 97.35 23.0 3.98 4.32 2 0.00 35.0 12312.38 5788.51 2697.28 0.84 30 316.92 90.65 23.0 3.98 4.32 2 0.00 35.0 11474.90 5334.51 2510.67 0.84 31 320.90 81.95 25.5 3.90 4.32 2 0.00 35.0 10383.54 4856.90 2281.12 0.83 32 324.80 74.70 25.5 3.90 4.32 2 0.00 35.0 9477.33 4355.67 2077.57 0.83 33 328.70 49.02 28.1 2.80 3.18 2 0.00 35.0 6227.98 2871.22 1866.00 0.83 34 331.50 47.81 28.1 3.00 3.40 5 0.00 45.0 5259.15 2744.28 1426.42 0.74 35 334.50 26.67 28.1 1.82 2.06 2 0.00 35.0 3398.82 1499.52 1559.92 0.83 36 336.32 48.58 30.6 3.72 4.32 2 0.00 35.0 6206.04 2713.48 1366.66 0.82 37 340.04 40.40 30.6 3.72 4.32 2 0.00 35.0 5184.04 2120.69 1131.78 0.82 38 343.75 25.45 33.2 2.88 3.44 2 0.00 35.0 3285.15 1252.33 897.49 0.82 39 346.64 20.02 33.2 2.88 3.44 2 0.00 35.0 2605.99 847.32 698.73 0.82 40 349.52 8.09 33.2 1.46 1.75 1 150.00 22.0 1059.34 275.27 529.14 0.95 41 350.99 11.43 35.7 2.84 3.50 1 150.00 22.0 1496.84 223.06 340.49 0.96 42 353.83 6.26 35.7 4.17 5.14 1 150.00 22.0 819.87 0.00 69.71 0.96 X -S Area: 2706.88 Path Length: 164.13 X -S Weight: 341680.28 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 4 Full EQ.gmf Processed: 11 May 2017 16:56:35 DATA: Analysis 1 - Case 4 - Full Reservoir EQ Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Unit weight of water/medium above ground: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) Material beneath: 100.00 136.00 Profile: 2 (2 points) 100.00 130.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 331.50 136.00 Profile: 6 (2 points) 334.50 136.00 Profile: 7 (2 points) 334.50 130.00 Profile: 8 (2 points) 334.50 100.00 Profile: 9 (2 points) 1 - Overburden 331.50 136.00 Material beneath: 2 - 331.50 130.00 Material beneath: 3 - 331.50 100.00 Material beneath: 4 - 331.50 97.00 Material beneath: 5 - 334.50 136.00 Material beneath: 1 - 383.00 136.00 Material beneath: 2 - 383.00 130.00 Material beneath: 3 - 383.00 100.00 Material beneath: 4 - Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Stable Bedrock 331.50 97.00 383.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 308.00 136.00 383.00 136.00 Phreatic Surface (2 points) 100.00 133.00 383.00 133.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 368.00 YR: 136.00 Centre: XC: 258.24 YC: 238.23 Radius: R: 150.00 Earthquake Force Pseudo -static earthquake (seismic) coefficient: 0.070 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 20.00 100.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 4 - Full Reservoir EQ Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 3.786 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 1.62 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 203.68 101.23 358.00 136.00 243.41 284.73 187.76 1.620 <-- Critical Surface 2 202.63 100.88 358.00 136.00 241.34 290.85 193.88 1.622 3 205.79 101.93 358.00 136.00 247.05 274.62 177.55 1.625 4 204.74 101.58 358.00 136.00 244.99 280.79 183.67 1.627 5 203.68 101.23 358.00 136.00 242.92 286.92 189.80 1.628 6 207.89 102.63 358.00 136.00 250.69 264.41 167.35 1.629 7 202.63 100.88 358.00 136.00 240.85 293.03 195.92 1.629 8 205.79 101.93 359.05 136.00 247.37 276.64 179.59 1.631 9 206.84 102.28 358.00 136.00 248.62 270.64 173.47 1.632 10 204.74 101.58 359.05 136.00 245.31 282.81 185.71 1.633 11 205.79 101.93 358.00 136.00 246.56 276.83 179.59 1.634 12 203.68 101.23 359.05 136.00 243.25 288.94 191.84 1.634 13 202.63 100.88 359.05 136.00 241.19 295.05 197.96 1.635 14 204.74 101.58 358.00 136.00 244.49 282.99 185.71 1.635 15 203.68 101.23 358.00 136.00 242.42 289.11 191.84 1.635 16 208.95 102.98 358.00 136.00 252.26 260.40 163.27 1.636 17 202.63 100.88 358.00 136.00 240.35 295.21 197.96 1.636 18 207.89 102.63 359.05 136.00 250.99 266.44 169.39 1.638 19 206.84 102.28 359.05 136.00 248.94 272.67 175.51 1.638 20 205.79 101.93 360.11 136.00 247.69 278.66 181.63 1.638 21 207.89 102.63 358.00 136.00 250.19 266.65 169.39 1.639 22 203.68 101.23 360.11 136.00 243.58 290.96 193.88 1.640 23 205.79 101.93 359.05 136.00 246.88 278.85 181.63 1.640 24 202.63 100.88 360.11 136.00 241.53 297.06 200.00 1.640 25 204.74 101.58 359.05 136.00 244.82 285.01 187.76 1.641 26 203.68 101.23 359.05 136.00 242.76 291.13 193.88 1.641 27 206.84 102.28 358.00 136.00 248.13 272.87 175.51 1.641 28 207.89 102.63 360.11 136.00 251.30 268.47 171.43 1.641 29 202.63 100.88 359.05 136.00 240.70 297.22 200.00 1.642 30 204.74 101.58 360.11 136.00 245.64 284.83 187.76 1.642 31 210.00 103.33 358.00 136.00 253.83 256.36 159.18 1.642 32 205.79 101.93 358.00 136.00 246.06 279.04 181.63 1.642 33 202.63 100.88 358.00 136.00 239.86 297.38 200.00 1.642 34 203.68 101.23 358.00 136.00 241.93 291.30 193.88 1.642 35 204.74 101.58 358.00 136.00 244.00 285.18 187.76 1.642 36 205.79 101.93 361.16 136.00 248.01 280.68 183.67 1.643 37 208.95 102.98 359.05 136.00 252.56 262.43 165.31 1.643 38 204.74 101.58 361.16 136.00 245.97 286.84 189.80 1.644 39 206.84 102.28 360.11 136.00 249.25 274.69 177.55 1.645 40 203.68 101.23 361.16 136.00 243.92 292.97 195.92 1.646 41 204.74 101.58 360.11 136.00 245.15 287.02 189.80 1.647 42 208.95 102.98 358.00 136.00 251.76 262.65 165.31 1.647 43 203.68 101.23 360.11 136.00 243.10 293.14 195.92 1.647 44 205.79 101.93 360.11 136.00 247.20 280.87 183.67 1.648 45 207.89 102.63 361.16 136.00 251.61 270.50 173.47 1.648 46 206.84 102.28 359.05 136.00 248.44 274.89 177.55 1.648 47 203.68 101.23 359.05 136.00 242.27 293.31 195.92 1.648 48 205.79 101.93 359.05 136.00 246.39 281.06 183.67 1.648 49 204.74 101.58 359.05 136.00 244.33 287.20 189.80 1.649 50 208.95 102.98 360.11 136.00 252.86 264.47 167.35 1.649 51 207.89 102.63 359.05 136.00 250.50 268.68 171.43 1.649 52 210.00 103.33 359.05 136.00 254.12 258.40 161.22 1.649 53 207.89 102.63 358.00 136.00 249.70 268.89 171.43 1.649 54 204.74 101.58 358.00 136.00 243.51 287.37 189.80 1.650 55 204.74 101.58 362.21 136.00 246.30 288.86 191.84 1.650 56 206.84 102.28 361.16 136.00 249.57 276.72 179.59 1.650 57 206.84 102.28 358.00 136.00 247.63 275.08 177.55 1.650 58 205.79 101.93 358.00 136.00 245.57 281.24 183.67 1.650 59 203.68 101.23 362.21 136.00 244.26 294.98 197.96 1.651 60 205.79 101.93 361.16 136.00 247.53 282.89 185.71 1.652 61 203.68 101.23 358.00 136.00 241.44 293.47 195.92 1.652 62 207.89 102.63 360.11 136.00 250.81 270.71 173.47 1.652 63 204.74 101.58 361.16 136.00 245.48 289.04 191.84 1.653 64 203.68 101.23 361.16 136.00 243.44 295.15 197.96 1.653 65 207.89 102.63 362.21 136.00 251.92 272.53 175.51 1.654 66 203.68 101.23 360.11 136.00 242.61 295.32 197.96 1.654 67 206.84 102.28 360.11 136.00 248.76 276.91 179.59 1.654 68 204.74 101.58 360.11 136.00 244.66 289.21 191.84 1.654 69 210.00 103.33 358.00 136.00 253.33 258.63 161.22 1.654 70 208.95 102.98 361.16 136.00 253.16 266.50 169.39 1.655 71 208.95 102.98 359.05 136.00 252.06 264.68 167.35 1.655 72 204.74 101.58 363.26 136.00 246.63 290.88 193.88 1.655 73 210.00 103.33 360.11 136.00 254.42 260.44 163.27 1.656 74 204.74 101.58 359.05 136.00 243.84 289.39 191.84 1.656 75 207.89 102.63 359.05 136.00 250.01 270.91 173.47 1.656 76 203.68 101.23 363.26 136.00 244.60 297.00 200.00 1.656 77 206.84 102.28 362.21 136.00 249.89 278.74 181.63 1.656 78 205.79 101.93 360.11 136.00 246.71 283.08 185.71 1.656 79 205.79 101.93 359.05 136.00 245.90 283.26 185.71 1.657 80 206.84 102.28 359.05 136.00 247.95 277.10 179.59 1.657 81 204.74 101.58 358.00 136.00 243.02 289.56 191.84 1.657 82 203.68 101.23 358.00 136.00 240.95 295.65 197.96 1.657 83 205.79 101.93 362.21 136.00 247.85 284.91 187.76 1.658 84 208.95 102.98 358.00 136.00 251.27 264.89 167.35 1.658 85 204.74 101.58 362.21 136.00 245.82 291.05 193.88 1.658 86 207.89 102.63 361.16 136.00 251.12 272.73 175.51 1.658 87 205.79 101.93 358.00 136.00 245.08 283.44 185.71 1.658 88 207.89 102.63 363.26 136.00 252.24 274.56 177.55 1.658 89 203.68 101.23 362.21 136.00 243.78 297.17 200.00 1.658 90 206.84 102.28 363.26 136.00 250.21 280.76 183.67 1.659 91 206.84 102.28 358.00 136.00 247.14 277.29 179.59 1.659 92 207.89 102.63 358.00 136.00 249.20 271.11 173.47 1.659 93 203.68 101.23 359.05 136.00 241.78 295.49 197.96 1.659 94 206.84 102.28 361.16 136.00 249.08 278.93 181.63 1.660 95 208.95 102.98 360.11 136.00 252.37 266.71 169.39 1.660 96 204.74 101.58 361.16 136.00 245.00 291.23 193.88 1.660 97 205.79 101.93 361.16 136.00 247.04 285.10 187.76 1.660 98 203.68 101.23 361.16 136.00 242.96 297.33 200.00 1.661 99 203.68 101.23 360.11 136.00 242.13 297.50 200.00 1.661 Critical Failure Surface (circle 1) Intersects: XL: 203.68 YL: 101.23 Centre: XC: 243.41 YC: 284.73 Generated failure surface: (20 points) 203.68 101.23 212.12 99.60 246.35 97.00 254.94 97.33 288.86 102.56 297.15 104.83 329.01 117.62 336.56 121.71 XR: 358.00 YR: 136.00 Radius: R: 187.76 220.63 98.36 263.50 98.05 305.33 107.48 343.92 126.15 229.18 97.52 272.02 99.17 313.37 110.50 351.07 130.91 Slice Geometry and Properties - Critical Failure Surface (circle 1, 44 slices) Slice X -S X -Left 1 203.68 2 206.87 3 210.06 4 212.12 Area Angle 2.67 -10.9 8.02 -10.9 8.04 -10.9 23.20 -8.3 237.76 97.06 280.48 100.67 321.27 113.88 358.00 136.00 Base PoreWater Normal Test Width Length Matl Cohesion Phi Weight Force Stress Factor 3.19 3.25 2 0.00 35.0 333.98 6497.66 2058.96 1.11 3.19 3.25 2 0.00 35.0 1001.96 6622.07 2211.76 1.11 2.06 2.10 3 100.00 18.0 1011.15 4352.36 2340.93 1.06 4.25 4.30 3 100.00 18.0 2947.89 9036.99 2476.04 1.04 5 216.37 6 220.63 7 224.90 8 229.18 9 233.47 10 237.76 11 242.05 12 246.35 13 250.64 14 254.94 15 259.22 16 263.50 17 267.76 18 272.02 19 276.69 20 280.48 21 284.67 22 288.86 23 290.00 24 293.58 25 297.15 26 299.00 27 302.16 28 305.33 29 308.00 30 310.69 31 313.37 32 317.32 33 321.27 34 325.14 35 329.01 36 331.50 37 334.50 38 336.56 39 340.24 40 343.92 41 346.81 42 349.71 43 351.07 44 353.92 31.86 -8.3 4.25 4.30 3 40.34 -5.7 4.28 4.30 3 48.24 -5.7 4.28 4.30 3 55.93 -3.0 4.29 4.30 3 63.05 -3.0 4.29 4.30 3 69.84 -0.4 4.30 4.30 3 76.13 -0.4 4.30 4.30 3 81.93 2.2 4.29 4.30 3 87.36 2.2 4.29 4.30 3 92.11 4.8 4.28 4.30 3 96.67 4.8 4.28 4.30 3 100.30 7.5 4.26 4.30 3 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 18.0 18.0 18.0 18.0 18.0 18.0 18.0 18.0 18.0 18.0 18.0 18.0 4072.10 5168.75 6185.84 7170.08 8074.76 8932.88 9720.78 10441.54 11109.36 11683.62 12228.82 9202.88 9342.57 9456.13 9543.43 9604.45 9639.15 9647.45 9629.55 9585.16 9514.36 9417.29 2656.15 2813.44 2964.88 3091.40 3214.17 3310.30 3404.47 3470.59 3536.25 3572.77 3610.07 12650.87 9294.16 3617.41 1.04 1.03 1.03 1.01 1.01 1.00 1.00 0.99 0.99 0.99 0.99 0.98 103.97 7.5 4.26 4.30 3 100.00 18.0 13072.21 9144.67 3626.57 0.98 117.77 10.1 4.67 4.75 3 100.00 18.0 14751.72 9896.54 3604.23 0.98 97.94 10.1 3.79 3.85 2 0.00 35.0 3541.55 110.57 12.7 4.19 4.30 2 0.00 35.0 3492.61 112.47 12.7 4.19 4.30 2 0.00 35.0 3459.50 30.79 15.3 1.14 1.18 2 0.00 35.0 3406.12 97.37 15.3 3.58 3.71 2 0.00 35.0 3376.87 98.13 15.3 3.58 3.71 2 0.00 35.0 3334.02 50.96 17.9 1.85 1.94 2 0.00 35.0 3266.63 87.25 17.9 3.16 3.32 2 0.00 35.0 3250.55 87.35 17.9 3.16 3.32 2 0.00 35.0 3251.56 73.73 20.6 2.67 2.86 2 0.00 35.0 3212.27 72.55 20.6 2.69 2.87 2 0.00 35.0 3145.61 69.85 20.6 2.69 2.87 2 0.00 35.0 3028.45 97.38 23.2 3.95 4.30 2 0.00 35.0 2842.05 90.69 23.2 3.95 4.30 2 0.00 35.0 2647.11 81.93 25.8 3.87 4.30 2 0.00 35.0 2416.04 74.70 25.8 3.87 4.30 2 0.00 35.0 2202.44 44.14 28.4 2.49 2.84 2 0.00 35.0 1996.27 48.64 28.4 3.00 3.41 5 0.00 45.0 1543.39 30.62 28.4 2.06 2.35 2 0.00 35.0 1672.96 48.50 31.1 3.68 4.30 2 0.00 35.0 1466.72 40.34 31.1 3.68 4.30 2 0.00 35.0 1218.31 25.69 33.7 2.89 3.47 2 0.00 35.0 972.85 12242.30 13821.37 14058.65 3849.02 12184.38 12304.73 6399.37 10973.22 11005.12 9304.81 9165.67 8827.46 12314.22 11478.94 10380.73 9476.28 5607.87 5350.70 3901.36 6195.03 5175.28 3315.90 7840.38 8540.37 8287.22 2226.76 6856.10 6629.44 3379.59 5613.39 5400.88 4458.43 4298.40 4118.06 5805.98 5352.37 4874.83 4373.29 2601.62 2813.04 1733.47 2728.48 2134.24 1276.49 0.94 0.93 0.93 0.93 0.93 0.93 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.85 0.92 0.93 0.93 0.93 20.13 33.7 2.89 3.47 2 0.00 35.0 2619.93 858.99 759.03 0.93 7.59 33.7 1.37 1.65 1 150.00 22.0 994.77 261.27 592.46 1.03 11.49 36.3 2.84 3.53 1 150.00 22.0 1505.05 229.58 400.32 1.05 6.13 36.3 4.08 5.07 1 150.00 22.0 802.48 0.00 108.61 1.05 X -S Area: 2724.33 Path Length: 163.27 X -S Weight: 343813.00 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 5 Rapid Drawdown EQ.gmf 17:00:21 Processed: 11 May 2017 DATA: Analysis 1 - Case 5 - Rapid Drawdown EQ Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) 100.00 143.00 Profile: 2 (2 points) 100.00 139.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 352.50 143.00 Profile: 6 (2 points) 355.50 143.00 Profile: 7 (2 points) 355.50 139.00 Profile: 8 (2 points) 355.50 100.00 Unit weight of water/medium above ground: 62.400 Material beneath: 1 - 352.50 143.00 Material beneath: 2 - 352.50 139.00 Material beneath: 3 - 352.50 100.00 Material beneath: 4 - 352.50 97.00 Material beneath: 5 - 355.50 143.00 Material beneath: 1 - 410.00 143.00 Material beneath: 2 - 410.00 139.00 Material beneath: 3 - 410.00 100.00 Overburden Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Profile: 9 (2 points) Material beneath: 4 - Stable Bedrock 352.50 97.00 410.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 329.00 143.00 410.00 143.00 Phreatic Surface (4 points) 100.00 100.00 200.00 100.00 320.00 140.00 410.00 140.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 399.00 YR: 143.00 Centre: XC: 263.14 YC: 289.77 Radius: R: 200.00 Earthquake Force Pseudo -static earthquake (seismic) coefficient: 0.070 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 20.00 150.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 5 - Rapid Drawdown EQ Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 2.194 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 1.00 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 203.68 101.23 389.00 143.00 248.29 335.28 238.27 1.001 <-- Critical Surface 2 204.74 101.58 389.00 143.00 250.36 329.19 232.14 1.001 3 205.79 101.93 389.00 143.00 252.42 323.09 226.02 1.002 4 206.84 102.28 389.00 143.00 254.48 316.96 219.90 1.003 5 201.58 100.53 389.00 143.00 243.43 350.62 253.57 1.004 6 202.63 100.88 390.05 143.00 246.34 344.44 247.45 1.005 7 207.89 102.63 389.00 143.00 256.55 310.80 213.78 1.005 8 202.63 100.88 389.00 143.00 245.49 344.59 247.45 1.005 9 203.68 101.23 390.05 143.00 248.40 338.38 241.33 1.006 10 203.68 101.23 389.00 143.00 247.56 338.53 241.33 1.007 11 204.74 101.58 389.00 143.00 249.62 332.46 235.20 1.008 12 205.79 101.93 390.05 143.00 252.51 326.20 229.08 1.009 13 205.79 101.93 389.00 143.00 251.69 326.37 229.08 1.009 14 200.53 100.18 389.00 143.00 240.63 359.85 262.76 1.009 15 204.74 101.58 390.05 143.00 250.45 332.30 235.20 1.010 16 201.58 100.53 389.00 143.00 242.69 353.84 256.63 1.010 17 201.58 100.53 390.05 143.00 243.55 353.70 256.63 1.011 18 202.63 100.88 391.11 143.00 246.45 347.53 250.51 1.011 19 206.84 102.28 389.00 143.00 253.75 320.25 222.96 1.011 20 206.84 102.28 390.05 143.00 254.57 320.07 222.96 1.011 21 202.63 100.88 390.05 143.00 245.61 347.67 250.51 1.012 22 202.63 100.88 389.00 143.00 244.76 347.82 250.51 1.012 23 197.37 100.00 389.00 143.00 237.66 368.94 271.94 1.012 24 207.89 102.63 389.00 143.00 255.81 314.11 216.84 1.012 25 203.68 101.23 391.11 143.00 248.51 341.47 244.39 1.013 26 199.47 100.00 389.00 143.00 238.77 365.99 268.88 1.013 27 207.89 102.63 390.05 143.00 256.62 313.92 216.84 1.013 28 203.68 101.23 390.05 143.00 247.67 341.63 244.39 1.013 29 203.68 101.23 389.00 143.00 246.83 341.78 244.39 1.014 30 204.74 101.58 390.05 143.00 249.73 335.56 238.27 1.014 31 208.95 102.98 390.05 143.00 258.68 307.74 210.71 1.014 32 196.32 100.00 389.00 143.00 236.75 372.01 275.00 1.014 33 208.95 102.98 389.00 143.00 257.87 307.94 210.71 1.014 34 200.53 100.18 389.00 143.00 239.90 363.06 265.82 1.015 35 198.42 100.00 389.00 143.00 237.85 369.06 271.94 1.015 36 204.74 101.58 392.16 143.00 251.39 335.23 238.27 1.015 37 198.42 100.00 390.05 143.00 238.71 368.94 271.94 1.015 38 204.74 101.58 389.00 143.00 248.89 335.72 238.27 1.015 39 200.53 100.18 390.05 143.00 240.76 362.93 265.82 1.015 40 205.79 101.93 390.05 143.00 251.78 329.47 232.14 1.016 41 210.00 103.33 389.00 143.00 259.93 301.74 204.59 1.016 42 204.74 101.58 391.11 143.00 250.56 335.40 238.27 1.016 43 201.58 100.53 391.11 143.00 243.67 356.79 259.69 1.016 44 205.79 101.93 391.11 143.00 252.61 329.30 232.14 1.016 45 201.58 100.53 389.00 143.00 241.97 357.06 259.69 1.016 46 201.58 100.53 390.05 143.00 242.82 356.92 259.69 1.017 47 205.79 101.93 392.16 143.00 253.43 329.13 232.14 1.017 48 205.79 101.93 389.00 143.00 250.95 329.64 232.14 1.017 49 197.37 100.00 390.05 143.00 237.81 372.01 275.00 1.017 50 197.37 100.00 389.00 143.00 236.94 372.14 275.00 1.017 51 202.63 100.88 391.11 143.00 245.73 350.76 253.57 1.018 52 202.63 100.88 392.16 143.00 246.57 350.61 253.57 1.018 53 202.63 100.88 389.00 143.00 244.03 351.05 253.57 1.018 54 199.47 100.00 389.00 143.00 238.04 369.19 271.94 1.018 55 202.63 100.88 390.05 143.00 244.88 350.90 253.57 1.018 56 206.84 102.28 391.11 143.00 254.66 323.19 226.02 1.018 57 206.84 102.28 392.16 143.00 255.47 323.01 226.02 1.019 58 206.84 102.28 389.00 143.00 253.01 323.53 226.02 1.019 59 199.47 100.00 390.05 143.00 238.91 369.06 271.94 1.019 60 207.89 102.63 389.00 143.00 255.07 317.41 219.90 1.019 61 203.68 101.23 392.16 143.00 248.62 344.56 247.45 1.019 62 199.47 100.00 391.11 143.00 239.77 368.94 271.94 1.019 63 203.68 101.23 391.11 143.00 247.78 344.72 247.45 1.020 64 206.84 102.28 390.05 143.00 253.84 323.36 226.02 1.020 65 200.53 100.18 389.00 143.00 239.17 366.26 268.88 1.020 66 203.68 101.23 389.00 143.00 246.10 345.01 247.45 1.020 67 203.68 101.23 390.05 143.00 246.94 344.87 247.45 1.020 68 207.89 102.63 390.05 143.00 255.89 317.23 219.90 1.020 69 198.42 100.00 389.00 143.00 237.13 372.26 275.00 1.021 70 207.89 102.63 391.11 143.00 256.70 317.04 219.90 1.021 71 198.42 100.00 390.05 143.00 238.00 372.14 275.00 1.021 72 200.53 100.18 390.05 143.00 240.03 366.13 268.88 1.021 73 204.74 101.58 392.16 143.00 250.66 338.49 241.33 1.021 74 198.42 100.00 391.11 143.00 238.86 372.01 275.00 1.022 75 204.74 101.58 390.05 143.00 249.00 338.81 241.33 1.022 76 200.53 100.18 391.11 143.00 240.89 366.01 268.88 1.022 77 201.58 100.53 389.00 143.00 241.24 360.27 262.76 1.022 78 204.74 101.58 391.11 143.00 249.83 338.65 241.33 1.022 79 204.74 101.58 393.21 143.00 251.49 338.33 241.33 1.022 80 200.53 100.18 392.16 143.00 241.75 365.87 268.88 1.022 81 201.58 100.53 391.11 143.00 242.95 360.00 262.76 1.022 82 208.95 102.98 389.00 143.00 257.13 311.26 213.78 1.022 83 208.95 102.98 391.11 143.00 258.75 310.88 213.78 1.022 84 208.95 102.98 390.05 143.00 257.94 311.07 213.78 1.022 85 201.58 100.53 390.05 143.00 242.10 360.14 262.76 1.023 86 204.74 101.58 389.00 143.00 248.16 338.97 241.33 1.023 87 210.00 103.33 391.11 143.00 260.80 304.68 207.65 1.023 88 201.58 100.53 392.16 143.00 243.80 359.87 262.76 1.023 89 199.47 100.00 389.00 143.00 237.32 372.38 275.00 1.023 90 205.79 101.93 391.11 143.00 251.88 332.57 235.20 1.024 91 205.79 101.93 393.21 143.00 253.53 332.24 235.20 1.024 92 210.00 103.33 390.05 143.00 259.99 304.88 207.65 1.024 93 202.63 100.88 389.00 143.00 243.31 354.27 256.63 1.024 94 205.79 101.93 390.05 143.00 251.05 332.74 235.20 1.024 95 202.63 100.88 391.11 143.00 245.01 353.99 256.63 1.024 96 199.47 100.00 390.05 143.00 238.18 372.26 275.00 1.024 97 210.00 103.33 389.00 143.00 259.19 305.08 207.65 1.024 98 202.63 100.88 390.05 143.00 244.16 354.13 256.63 1.025 99 202.63 100.88 393.21 143.00 246.70 353.70 256.63 1.025 Critical Failure Surface (circle 1) Intersects: XL: 203.68 YL: 101.23 Centre: XC: 248.29 YC: 335.28 Generated failure surface: (20 points) 203.68 101.23 213.82 99.52 254.84 97.10 265.11 97.61 305.69 104.03 315.61 106.72 353.88 121.69 362.99 126.44 XR: 389.00 YR: 143.00 Radius: R: 238.27 224.03 98.25 275.35 98.56 325.41 109.84 371.90 131.58 234.28 97.43 285.54 99.94 335.07 113.38 380.57 137.11 Slice Geometry and Properties - Critical Failure Surface (circle 1, 43 slices) 244.56 97.04 295.66 101.77 344.56 117.33 389.00 143.00 Slice X -S Base PoreWater Normal Test X -Left Area Angle Width Length Matl Cohesion Phi Weight Force Stress Factor 1 203.68 3.34 -9.6 3.65 3.70 2 0.00 35.0 417.28 211.24 122.03 1.15 2 207.33 10.01 -9.6 3.65 3.70 2 0.00 35.0 1251.85 633.71 366.08 1.15 3 210.98 12.44 -9.6 2.84 2.88 3 100.00 18.0 1565.87 787.16 584.37 1.07 4 213.82 31.91 -7.1 5.10 5.14 3 100.00 18.0 4053.89 2006.58 824.45 1.05 5 218.93 43.82 -7.1 5.10 5.14 3 100.00 18.0 5594.63 2755.60 1132.98 1.05 6 224.03 55.44 -4.6 5.12 5.14 3 100.00 18.0 7089.69 3470.45 1410.67 1.03 7 229.15 66.31 -4.6 5.12 5.14 3 100.00 18.0 8482.54 4151.06 1686.20 1.03 8 234.28 76.82 -2.1 5.14 5.14 3 100.00 18.0 9821.75 4796.85 1927.35 1.01 9 239.42 86.60 -2.1 5.14 5.14 3 100.00 18.0 11060.53 5407.81 2169.94 1.01 10 244.56 95.88 0.3 5.14 5.14 3 100.00 18.0 12227.40 5983.27 2375.29 1.00 11 249.70 104.54 0.3 5.14 5.14 3 100.00 18.0 13306.82 6523.37 2585.04 1.00 12 254.84 112.49 2.8 5.14 5.14 3 100.00 18.0 14288.42 7027.65 2755.30 0.99 13 259.97 119.98 2.8 5.14 5.14 3 100.00 18.0 15204.73 7495.98 2932.35 0.99 14 265.11 126.51 5.3 5.12 5.14 3 100.00 18.0 15990.30 7927.96 3068.19 0.97 15 270.23 132.82 5.3 5.12 5.14 3 100.00 18.0 16740.68 8323.59 3212.73 0.97 16 275.35 137.87 7.8 5.09 5.14 3 100.00 18.0 17323.06 8682.49 3314.79 0.97 17 280.44 142.99 7.8 5.09 5.14 3 100.00 18.0 17906.00 9004.68 3427.02 0.97 18 285.54 146.51 10.2 5.06 5.14 2 0.00 35.0 18313.40 9289.72 3416.19 0.90 19 290.60 150.42 10.2 5.06 5.14 2 0.00 35.0 18802.71 9537.93 3507.45 0.90 20 295.66 152.41 12.7 5.02 5.14 2 0.00 35.0 19051.12 9748.93 3539.13 0.89 21 300.67 155.12 12.7 5.02 5.14 2 0.00 35.0 19390.40 9922.55 3602.18 0.89 22 305.69 155.58 15.2 4.96 5.14 2 0.00 35.0 19447.38 10058.92 3605.95 0.87 23 310.65 157.11 15.2 4.96 5.14 2 0.00 35.0 19638.39 10157.71 3641.39 0.87 24 315.61 44.13 17.6 1.39 1.46 2 0.00 35.0 5516.03 2889.60 3615.37 0.86 25 317.00 95.57 17.6 3.00 3.15 2 0.00 35.0 11955.80 6258.40 3621.60 0.86 26 320.00 172.78 17.6 5.41 5.68 2 0.00 35.0 21658.90 10994.07 3625.49 0.86 27 325.41 114.46 20.1 3.59 3.82 2 0.00 35.0 14380.19 7033.61 3566.13 0.85 28 329.00 186.49 20.1 6.07 6.46 2 0.00 35.0 23456.54 11183.48 3429.97 0.85 29 335.07 135.92 22.6 4.75 5.14 2 0.00 35.0 17104.21 8224.16 3151.35 0.84 30 339.81 126.55 22.6 4.75 5.14 2 0.00 35.0 15932.15 7590.42 2932.31 0.84 31 344.56 98.20 25.1 3.97 4.38 2 0.00 35.0 12370.55 5944.77 2682.79 0.83 32 348.53 90.83 25.1 3.97 4.38 2 0.00 35.0 11449.58 5437.21 2479.38 0.83 33 352.50 29.78 25.1 1.38 1.52 5 0.00 45.0 3275.72 1767.00 1992.25 0.75 34 353.88 33.92 27.5 1.62 1.83 5 0.00 45.0 3730.92 2044.14 1893.16 0.74 35 355.50 73.03 27.5 3.75 4.23 2 0.00 35.0 9218.94 4348.49 2077.63 0.83 36 359.25 65.71 27.5 3.75 4.23 2 0.00 35.0 8303.69 3833.20 1866.08 0.83 37 362.99 68.00 30.0 4.45 5.14 2 0.00 35.0 8606.49 3937.60 1597.13 0.82 38 367.45 56.55 30.0 4.45 5.14 2 0.00 35.0 7175.22 3112.46 1321.99 0.82 39 371.90 43.52 32.5 4.34 5.14 2 0.00 35.0 5543.98 2256.87 1019.61 0.82 40 376.24 31.54 32.5 4.34 5.14 2 0.00 35.0 4046.89 1370.88 727.70 0.82 41 380.57 13.39 35.0 2.71 3.30 2 0.00 35.0 1738.15 401.00 471.17 0.82 42 383.28 5.01 35.0 1.43 1.75 1 150.00 22.0 655.79 54.45 282.71 0.95 43 384.71 6.44 35.0 4.29 5.24 1 150.00 22.0 843.16 0.00 71.52 0.95 X -S Area: 3768.73 Path Length: 195.38 X -S Weight: 473931.72 GALENA 7.00 Analysis Results Licensee: J & T Consulting Project: Bennett Pit File: C:\Galena Models\Bennett Case 5 Full EQ.gmf Processed: 11 May 2017 16:58:56 DATA: Analysis 1 - Case 5 - Full Reservoir EQ Material Properties (5 materials) Material: 1 (Mohr -Coulomb Isotropic) - Overburden Cohesion Phi UnitWeight Ru 150.00 22.0 131.00 Auto Material: 2 (Mohr -Coulomb Isotropic) - Sand and Gravel Cohesion Phi UnitWeight Ru 0.00 35.0 125.00 Auto Material: 3 (Mohr -Coulomb Isotropic) - Weathered Bedrock Cohesion Phi UnitWeight Ru 100.00 18.0 141.00 Auto Material: 4 (Mohr -Coulomb Isotropic) - Stable Bedrock Cohesion Phi UnitWeight Ru 2000.00 20.0 141.00 Auto Material: 5 (Mohr -Coulomb Isotropic) - Slurry Wall Cohesion Phi UnitWeight Ru 0.00 45.0 110.00 Auto Water Properties Unit weight of water: 62.400 Unit weight of water/medium above ground: 62.400 Material Profiles (9 profiles) Profile: 1 (2 points) Material beneath: 100.00 143.00 Profile: 2 (2 points) 100.00 139.00 Profile: 3 (2 points) 100.00 100.00 Profile: 4 (2 points) 100.00 97.00 Profile: 5 (2 points) 352.50 143.00 Profile: 6 (2 points) 355.50 143.00 Profile: 7 (2 points) 355.50 139.00 Profile: 8 (2 points) 355.50 100.00 Profile: 9 (2 points) 1 - Overburden 352.50 143.00 Material beneath: 2 - 352.50 139.00 Material beneath: 3 - 352.50 100.00 Material beneath: 4 - 352.50 97.00 Material beneath: 5 - 355.50 143.00 Material beneath: 1 - 410.00 143.00 Material beneath: 2 - 410.00 139.00 Material beneath: 3 - 410.00 100.00 Material beneath: 4 - Sand and Gravel Weathered Bedrock Stable Bedrock Slurry Wall Overburden Sand and Gravel Weathered Bedrock Stable Bedrock 352.50 97.00 410.00 97.00 Slope Surface (4 points) 100.00 100.00 200.00 100.00 329.00 143.00 410.00 143.00 Phreatic Surface (2 points) 100.00 140.00 410.00 140.00 Failure Surface Initial circular surface for critical search defined by: XL,XR,R Intersects: XL: 200.00 YL: 100.00 XR: 399.00 YR: 143.00 Centre: XC: 263.14 YC: 289.77 Radius: R: 200.00 Earthquake Force Pseudo -static earthquake (seismic) coefficient: 0.070 Variable Restraints Parameter descriptor: XL XR R Range of variation: 20.00 20.00 150.00 Trial positions within range: 20 20 50 RESULTS: Analysis 1 - Case 5 - Full Reservoir EQ Bishop Simplified Method of Analysis - Circular Failure Surface Critical Failure Surface Search using Multiple Circle Generation Techniques Factor of Safety for initial failure surface approximation: 3.392 There were: 20001 successful analyses from a total of 20001 trial surfaces Critical (minimum) Factor of Safety: 1.63 Results Summary - Lowest 99 Factor of Safety circles Circle X -Left Y -Left X -Right Y -Right X -Centre Y -Centre Radius FoS 1 206.84 102.28 389.00 143.00 254.48 316.96 219.90 1.628 <-- Critical Surface 2 204.74 101.58 389.00 143.00 250.36 329.19 232.14 1.629 3 207.89 102.63 389.00 143.00 256.55 310.80 213.78 1.630 4 205.79 101.93 389.00 143.00 252.42 323.09 226.02 1.630 5 203.68 101.23 389.00 143.00 248.29 335.28 238.27 1.630 6 202.63 100.88 390.05 143.00 246.34 344.44 247.45 1.636 7 203.68 101.23 390.05 143.00 248.40 338.38 241.33 1.636 8 205.79 101.93 390.05 143.00 252.51 326.20 229.08 1.637 9 201.58 100.53 389.00 143.00 243.43 350.62 253.57 1.638 10 202.63 100.88 389.00 143.00 245.49 344.59 247.45 1.638 11 203.68 101.23 389.00 143.00 247.56 338.53 241.33 1.639 12 204.74 101.58 390.05 143.00 250.45 332.30 235.20 1.639 13 206.84 102.28 390.05 143.00 254.57 320.07 222.96 1.639 14 204.74 101.58 389.00 143.00 249.62 332.46 235.20 1.640 15 205.79 101.93 389.00 143.00 251.69 326.37 229.08 1.640 16 207.89 102.63 390.05 143.00 256.62 313.92 216.84 1.640 17 208.95 102.98 390.05 143.00 258.68 307.74 210.71 1.640 18 207.89 102.63 389.00 143.00 255.81 314.11 216.84 1.641 19 206.84 102.28 389.00 143.00 253.75 320.25 222.96 1.641 20 202.63 100.88 391.11 143.00 246.45 347.53 250.51 1.642 21 208.95 102.98 389.00 143.00 257.87 307.94 210.71 1.643 22 210.00 103.33 389.00 143.00 259.93 301.74 204.59 1.643 23 203.68 101.23 391.11 143.00 248.51 341.47 244.39 1.643 24 204.74 101.58 392.16 143.00 251.39 335.23 238.27 1.644 25 205.79 101.93 392.16 143.00 253.43 329.13 232.14 1.645 26 204.74 101.58 390.05 143.00 249.73 335.56 238.27 1.645 27 201.58 100.53 390.05 143.00 243.55 353.70 256.63 1.645 28 206.84 102.28 392.16 143.00 255.47 323.01 226.02 1.646 29 205.79 101.93 391.11 143.00 252.61 329.30 232.14 1.646 30 202.63 100.88 390.05 143.00 245.61 347.67 250.51 1.646 31 203.68 101.23 390.05 143.00 247.67 341.63 244.39 1.647 32 200.53 100.18 389.00 143.00 240.63 359.85 262.76 1.647 33 204.74 101.58 391.11 143.00 250.56 335.40 238.27 1.647 34 205.79 101.93 390.05 143.00 251.78 329.47 232.14 1.647 35 201.58 100.53 389.00 143.00 242.69 353.84 256.63 1.647 36 206.84 102.28 391.11 143.00 254.66 323.19 226.02 1.648 37 202.63 100.88 389.00 143.00 244.76 347.82 250.51 1.648 38 207.89 102.63 391.11 143.00 256.70 317.04 219.90 1.649 39 210.00 103.33 391.11 143.00 260.80 304.68 207.65 1.649 40 208.95 102.98 391.11 143.00 258.75 310.88 213.78 1.650 41 203.68 101.23 389.00 143.00 246.83 341.78 244.39 1.650 42 201.58 100.53 391.11 143.00 243.67 356.79 259.69 1.650 43 202.63 100.88 392.16 143.00 246.57 350.61 253.57 1.651 44 207.89 102.63 389.00 143.00 255.07 317.41 219.90 1.651 45 204.74 101.58 389.00 143.00 248.89 335.72 238.27 1.651 46 207.89 102.63 390.05 143.00 255.89 317.23 219.90 1.651 47 204.74 101.58 393.21 143.00 251.49 338.33 241.33 1.651 48 203.68 101.23 392.16 143.00 248.62 344.56 247.45 1.651 49 202.63 100.88 391.11 143.00 245.73 350.76 253.57 1.652 50 197.37 100.00 389.00 143.00 237.66 368.94 271.94 1.652 51 208.95 102.98 390.05 143.00 257.94 311.07 213.78 1.652 52 205.79 101.93 389.00 143.00 250.95 329.64 232.14 1.652 53 205.79 101.93 393.21 143.00 253.53 332.24 235.20 1.653 54 206.84 102.28 390.05 143.00 253.84 323.36 226.02 1.653 55 199.47 100.00 389.00 143.00 238.77 365.99 268.88 1.653 56 210.00 103.33 390.05 143.00 259.99 304.88 207.65 1.653 57 204.74 101.58 392.16 143.00 250.66 338.49 241.33 1.653 58 206.84 102.28 389.00 143.00 253.01 323.53 226.02 1.653 59 200.53 100.18 390.05 143.00 240.76 362.93 265.82 1.654 60 208.95 102.98 389.00 143.00 257.13 311.26 213.78 1.654 61 206.84 102.28 393.21 143.00 255.57 326.12 229.08 1.654 62 203.68 101.23 391.11 143.00 247.78 344.72 247.45 1.654 63 201.58 100.53 390.05 143.00 242.82 356.92 259.69 1.654 64 198.42 100.00 390.05 143.00 238.71 368.94 271.94 1.654 65 200.53 100.18 389.00 143.00 239.90 363.06 265.82 1.655 66 207.89 102.63 393.21 143.00 257.60 319.98 222.96 1.655 67 202.63 100.88 390.05 143.00 244.88 350.90 253.57 1.656 68 204.74 101.58 391.11 143.00 249.83 338.65 241.33 1.656 69 210.00 103.33 389.00 143.00 259.19 305.08 207.65 1.656 70 201.58 100.53 389.00 143.00 241.97 357.06 259.69 1.656 71 206.84 102.28 392.16 143.00 254.75 326.30 229.08 1.656 72 204.74 101.58 390.05 143.00 249.00 338.81 241.33 1.656 73 198.42 100.00 389.00 143.00 237.85 369.06 271.94 1.656 74 196.32 100.00 389.00 143.00 236.75 372.01 275.00 1.656 75 205.79 101.93 391.11 143.00 251.88 332.57 235.20 1.657 76 203.68 101.23 390.05 143.00 246.94 344.87 247.45 1.657 77 202.63 100.88 389.00 143.00 244.03 351.05 253.57 1.658 78 197.37 100.00 390.05 143.00 237.81 372.01 275.00 1.658 79 207.89 102.63 392.16 143.00 256.79 320.16 222.96 1.658 80 199.47 100.00 391.11 143.00 239.77 368.94 271.94 1.658 81 202.63 100.88 393.21 143.00 246.70 353.70 256.63 1.658 82 200.53 100.18 392.16 143.00 241.75 365.87 268.88 1.658 83 201.58 100.53 391.11 143.00 242.95 360.00 262.76 1.659 84 205.79 101.93 392.16 143.00 252.71 332.41 235.20 1.659 85 208.95 102.98 392.16 143.00 258.83 314.00 216.84 1.659 86 206.84 102.28 391.11 143.00 253.93 326.47 229.08 1.659 87 204.74 101.58 394.26 143.00 251.61 341.43 244.39 1.659 88 210.00 103.33 392.16 143.00 260.87 307.82 210.71 1.659 89 205.79 101.93 390.05 143.00 251.05 332.74 235.20 1.659 90 203.68 101.23 393.21 143.00 248.74 347.65 250.51 1.659 91 199.47 100.00 390.05 143.00 238.91 369.06 271.94 1.659 92 201.58 100.53 392.16 143.00 243.80 359.87 262.76 1.659 93 203.68 101.23 389.00 143.00 246.10 345.01 247.45 1.660 94 207.89 102.63 391.11 143.00 255.98 320.34 222.96 1.660 95 204.74 101.58 393.21 143.00 250.78 341.59 244.39 1.660 96 205.79 101.93 394.26 143.00 253.64 335.34 238.27 1.660 97 199.47 100.00 389.00 143.00 238.04 369.19 271.94 1.661 98 197.37 100.00 389.00 143.00 236.94 372.14 275.00 1.661 99 200.53 100.18 391.11 143.00 240.89 366.01 268.88 1.661 Critical Failure Surface (circle 1) Intersects: XL: 206.84 YL: 102.28 Centre: XC: 254.48 YC: 316.96 Generated failure surface: (20 points) 206.84 102.28 216.79 100.31 257.19 97.07 267.33 97.43 307.39 103.52 317.18 106.19 354.79 121.27 363.71 126.10 XR: 389.00 YR: 143.00 Radius: R: 226.83 98.80 277.44 98.26 326.84 109.30 372.40 131.35 219.90 236.92 97.76 287.50 99.55 336.34 112.86 380.83 136.98 Slice Geometry and Properties - Critical Failure Surface (circle 1, 44 slices) Slice X -S X -Left Area Angle 1 206.84 6.58 -11.2 2 211.82 19.73 -11.2 3 216.79 12.01 -8.5 4 218.87 28.85 -8.5 247.05 97.18 297.49 101.30 345.66 116.85 389.00 143.00 Base PoreWater Normal Test Width Length Matl Cohesion Phi Weight Force Stress Factor 4.98 5.07 2 0.00 35.0 821.98 12094.54 2474.82 1.11 4.98 5.07 2 0.00 35.0 2465.96 12406.17 2717.09 1.11 2.07 2.10 2 0.00 35.0 1501.13 5216.60 2873.63 1.08 3.98 4.02 3 100.00 18.0 3625.47 10117.16 2997.10 1.04 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 222.85 226.83 231.87 236.92 241.98 247.05 252.12 257.19 262.26 267.33 272.38 277.44 282.47 287.50 290.06 293.78 297.49 302.44 307.39 312.20 317.00 320.00 323.42 326.84 329.00 332.67 336.34 341.00 345.66 349.08 352.50 354.79 359.25 363.71 368.06 372.40 376.62 380.83 383.57 384.93 36.51 56.71 67.83 78.66 88.67 98.25 107.10 115.29 122.95 129.65 136.08 141.22 146.41 76.34 112.64 114.82 155.76 158.45 155.75 157.16 98.67 112.52 112.64 71.29 118.11 113.07 135.89 126.59 86.58 80.92 51.12 91.51 80.73 67.69 56.31 43.21 31.33 13.72 4.75 6.11 -8.5 3.98 4.02 3 100.00 - 5.9 5.05 5.07 3 100.00 - 5.9 5.05 5.07 3 100.00 -3.3 5.06 5.07 3 100.00 - 3.3 5.06 5.07 3 100.00 -0.6 5.07 5.07 3 100.00 -0.6 5.07 5.07 3 100.00 2.0 5.07 5.07 3 100.00 2.0 5.07 5.07 3 100.00 4.7 5.06 5.07 3 100.00 4.7 5.06 5.07 3 100.00 7.3 5.03 5.07 3 100.00 7.3 5.03 5.07 3 100.00 10.0 2.56 2.60 3 100.00 10.0 3.72 3.77 2 0.00 10.0 3.72 3.77 2 0.00 12.6 4.95 5.07 2 0.00 12.6 4.95 5.07 2 0.00 15.2 4.80 4.98 2 0.00 15.2 4.80 4.98 2 0.00 17.7 3.00 3.15 2 0.00 17.9 3.42 3.59 2 0.00 17.9 3.42 3.59 2 0.00 20.5 2.16 2.31 2 0.00 20.5 3.67 3.92 2 0.00 20.5 3.67 3.92 2 0.00 23.2 4.66 5.07 2 0.00 23.2 4.66 5.07 2 0.00 25.8 3.42 3.80 2 0.00 25.8 3.42 3.80 2 0.00 25.8 2.29 2.55 5 0.00 28.5 4.46 5.07 2 0.00 28.5 4.46 5.07 2 0.00 31.1 4.34 5.07 2 0.00 31.1 4.34 5.07 2 0.00 33.7 4.22 5.07 2 0.00 33.7 4.22 5.07 2 0.00 36.4 2.74 3.40 2 0.00 36.4 1.36 1.69 1 150.00 36.4 4.07 5.06 1 150.00 18.0 4620.45 10267.25 3168.45 1.04 18.0 7206.29 13121.71 3335.62 1.03 18.0 8638.14 13286.85 3517.55 1.03 18.0 10026.11 13415.19 3670.42 1.01 18.0 11300.68 13506.50 3818.25 1.01 18.0 12512.02 13560.68 3934.93 1.00 18.0 13 622.99 13577.97 4048.70 1.00 18.0 14641.65 13558.21 4129.65 0.99 18.0 15584.13 13501.43 4209.49 0.99 18.0 16397.33 13407.68 4255.17 0.99 18.0 17167.86 13276.96 4301.25 0.99 18.0 17766.67 13109.44 4312.19 0.98 18.0 18363.15 12904.99 4324.77 0.98 18.0 9551.31 6524.07 4306.53 0.98 35.0 14080.40 9340.04 4240.06 0.94 35.0 14352.61 9186.39 4233.48 0.94 35.0 19469.66 12072.62 4177.01 0.93 35.0 19805.97 11722.37 4139.00 0.93 35.0 19469.03 11130.13 4052.57 0.93 35.0 19644.54 10723.55 3987.26 0.93 35.0 12342.42 6562.14 3896.11 0.92 35.0 14097.42 7250.37 3868.12 0.92 35.0 1413 6.11 7003.11 3869.70 0.92 35.0 8957.96 4369.27 3826.58 0.92 35.0 14851.86 7136.79 3740.25 0.92 35.0 14222.06 6801.07 3580.47 0.92 35.0 17098.73 8274.59 3350.38 0.92 35.0 15935.21 7642.77 3120.29 0.92 35.0 10904.04 5290.36 2879.81 0.92 35.0 10197.07 4898.31 2690.87 0.92 45.0 5623.34 3066.65 2165.50 0.86 35.0 11546.06 5545.89 2306.42 0.92 35.0 10198.61 4780.76 2032.86 0.92 35.0 8565.41 3983.54 1727.67 0.93 35.0 7142.81 3154.12 1433.91 0.93 35.0 5502.77 2293.41 1114.43 0.93 35.0 4017.14 1401.48 801.55 0.93 35.0 1780.90 426.66 523.87 0.94 22.0 622.07 52.59 335.03 1.05 22.0 799.82 0.00 108.72 1.05 X -S Area: 3826.17 Path Length: 192.75 X -S Weight: 481177.38 APPENDIX D Lal J&T Consulting, Inc. Northern Colorado Constructors, Inc. — Bennett Pit Slope Stability Analysis U-. Wit■ NMIIOW NY an, IN •, ■• _ ■', R • • M .;, . SARE, INC. Geotechaical Engineers & Construction Materials Consultants September 1, 2016 Mr. JC York, P.E. J&T Consulting, Inc. 305 Denver Avenue, Suite D Fort Lupton, CO 80621 Subject: Subsurface and Laboratory Results Bennett Property Gravel Site Weld County, Colorado Project No. 16.3066 Dear Mr. York: Enclosed are boring logs and laboratory test results for the subsurface study at the project titled "Bennett Property Gravel Site" located at the northeast corner of Weld County Road (WCR) 25 and 22-1/2 between Platteville and Fort Lupton, Colorado. The site is bound by WCR 25 to the west, WCR 22-1/2 to the south, the South Platte River to the east, and farmland to the north. The study was conducted to assist in determining the nature and extent of potential gravel resources. Subsurface conditions were investigated by drilling nine borings at the locations indicated in Figure 1. Boring locations were determined by others prior to drilling. The borings were advanced using an AP -1000 percussion hammer Becker drill rig with a 5 inch inner diameter dual wall steel drive pipe. This allows for continuous recovery of the subsurface materials. Bulk samples of the subsurface materials were collected from each boring at various intervals. The subsurface conditions indicated 3 to 8 feet of topsoil over 27 to 48 feet of overburden soils, over bedrock. The overburden soils consisted of sands with varying amount of gravel, sandy gravel, and clay lenses. The clay lenses were encountered in Borings B-2 and B-4 at depths of 16 and 32 feet, respectively, and were a foot or less in thickness. Bedrock was encountered at depths of 32 to 52 feet and consisted of claystone, siltstone, and sandstone with lenses of lignite. In general, the top 1 to 3 feet of the bedrock was weathered. Groundwater was encountered at depths of 5 to 11 feet at the time of drilling. These observations represent conditions at the time and location of field exploration and may not be indicative of other times or other locations. Groundwater can be expected to fluctuate with various seasonal, irrigation, water level in the South Platte River, and weather conditions. A more complete description of subsurface conditions is shown in Figure 2 with Key to Symbols. Samples were returned to the Cesare laboratory where they were visually classified and appropriate testing assigned to specific samples to evaluate grain size distribution of the bulk samples collected. Laboratory test results are presented in Table 1 and Appendix A. 7108 South Alton Way, Building B 0 Centennial, Colorado 80112 0 www.cesareinc.com Phone 303-220-0300 O Fax 303-220-0442 CESARE, INC. If you have any questions or comments in regards to this information, please feel free to contact our office. Sincerely, CESARE, INC. Darin R. Duran, P.E. Principal, Geotechnical Engineering Manager DRD/ksm Attachments 16.3066 Bennett Property Gravel Site Letter 09.01.16 2 4J a) 4_, in a) O ro �0' - O w 49 a -a QZ J V a o 2 fp J ilul W. " "Mitt 1 "Ur , l li► i1 lull' Material Type SAND, with gravel, well graded (SW; A -1-b) GRAVEL, with sand, poorly graded (GP; A -1-a) SAND, with gravel, poorly graded (SP; A -1-a) SAND, with gravel, poorly graded (SP; A -1-a) SAND, with gravel, poorly graded (SP; A -1-a) SAND, with gravel, poorly graded (SP; A -1-a) Gradation >. •••••• de 1 ,`El. V N d" N M MN 'v. R p ul u N m Ln Lf) LIB 00 el O > L v M N N O M N d- d" d- co +-I Sample Location Depth (feet) N O . 1 � tD M M O N d' O M O N I O N O N C1 C O m ,-I m ,--I m t0 m t.O m r".• 07 N m 16.3066 Bennett Property Gravel Site Summary of Laboratory Test Results Table 1 Inns m IS f- m. : It •. .* ::::� • ".• 1 c7. .'.. :i :ii :1 ee F.:pans pa a;; l. AimInas Mi. II .1*! neon..e PROJECT NO: PROJECT NAME: DWG DATE: 16.3066 Bennett Property Gravel Site 8/31/2016 FIGURE 2 Logs of Borings SARE, GeGlec la deaf Engineers & Construelrorr h/artertarc Consultants KEY TO SYMBOLS Symbol Description Strata symbols s' Notes: TOPSOIL; CLAY, sandy, moist, brown. Symbol Description SANDSTONE, wet, tan. Misc. Symbols SAND, with occasional gravel, wet, well `_� Water level during drilling graded, brown (SW; A- 1-b). SAND, with gravel, poorly to well graded, wet, brown (SP. SW; A -1-a, A -1-b). CLAY, sandy, silty, very moist to moist, with occasional iron oxide staining, brown (CL; A- 6). SAND, with gravel and occasional cobbles, poorly graded ,moist to wet, poorly graded, brown (SP; A -1-a). GRAVEL, with sand and cobbles, poorly graded, wet, brown (GP, A -1-a). WEATHERED CLAYSTONE, moist, laminated, with iron oxide staining and lignite, brown to gray. WEATHERED SHALE, clayey, moist, brown to gray. CLAYSTONE, moist, gray. SHALE, clayey, moist, gray. LIGNITE, clayey, moist, black. 1. Exploratory borings B-1 through B-9 were drilled on August 8th and 9th, 2016, using an AP -1000 percussion hammer Becker drill rig with a 5 -inch inner diameter dual wall steel drive pipe. 2. Groundwater was encountered at depths of 5 to 11 feet below ground surface in all borings during drilling. For safety purposes, borings were backfilled at the completion of the study. 3. Contacts between soil units are approximate and may be gradational. 4. These logs are subject to the limitations, conclusions, and recommendations in this report. Project No. 16.3066. APPENDIX A Laboratory Test Results SARE, INC. Geotecl nical Engineers & Construction Materials Consuhants GRADATION PLOT - SOIL & AGGREGATE Project Number: 16.3066, J&T Consulting Project Name: Bennett Property Gravel Site Lab ID Number: F162093 Sample Location: B-1 at 10' to 20' Visual Description: SAND, with gravel, brown Date: Technician: Reviewer: 25 -Aug -16 F. Sperberg/N. Dillon D. Duran AASHTO M 145 Classification: A -1-b Group Index: Unified Soil Classification System (ASTM D 2487): (SW) Well graded sand with gravel 0 0 0 0 0 0 0 0 - - -- °3 0 0 6 0 0 0 0 0 0 ;--1 Z Z Z Z Z Z Z Z Z azis anais CD C 'y U) d ° cal v- M r--+ M 100 I 1 1 I I I I I 1 - I I I I I 1 I 1 I I I I I I I I I I I I I I I I I I I I 1 I I I t I I I 1 I 1 I 1 I 1 I I I I I 1 1 1 I t I I I 1 I 1 I I I I I t 1 / I I I I I I I I I 1 I 1 1 1 90 I I I I I I 1 I I I 1 I 1 I 1 I I I I 100 I211 $ I 1 I I I 1 1 1 I 1 1 1 1 I 1 I 1 1 a 1 I 1 I I I I I I I I 1 I 1 I 1 I I I I I I 1.5" 99 I I I I I I I I I I I I I I I I I 111 97 I 1 I t I 1 I I 1 I I I I 1 I 1 t I I i t I I I 80 I I II I I I I I I I I I I I I I I 3/411 96 I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I 1 I I 1/2" 93 I I I I 1 I I I I I I I 1 I 1 I I I I I I I 1 3/8" 90 I I I I I I 1 1 , I 1 I I I I i I t I t 1 1 70 •1 I I I I I I I 1 I I 1 I I 1 I #4 77 I I I I 1 I t 1 I I I I I 1 1 1 1 I I I I I I 1 I I I I I I I I I 1 I I I I I I I I I 1 1 #8 1 I I I I I I I I I I I I I I 1 I I I I I I I 1 #10 51 ^ I I 1 1 I t 1 I I, I 1 I II I I 1 I Ian 60 -�� 1 I I I J I I 11 I I 1 I I #16 34 al I I $ I 1 I I I I I 1 I , I I $ I 1 I 1 I 1 #30 til I I I I I I I I I I 1 1 1 I 1 .� 1 I f I 1 I I 1 I I f I 1 I 11 I . 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Geateehniral Engineers & Construction Materials Consultants Project Number: Project Name: Lab ID Number: Sample Location: Visual Description: GRADATION PLOT - SOIL & AGGREGATE 16.3066, J&T Consulting Bennett Property Gravel Site F162094 B-1 at 36' to 40' Date: Technician: Reviewer: 25 -Aug -16 F. Sperberg/N. Dillon D. Duran GRAVEL, with sand, light brown AASHTO M 145 Classification: Unified Soil Classification System (ASTM D 2487): A -1-a Group Index: (GP) Poorly graded gravel with sand 0 0 0 LO O O O 0 0 'Cr CO* -1 .--1 f'ri 7r L(1 „I N _ - �? ..O 00 6 O O O 6 6 CO Cn N *-I •--I Cn .--1 fn Z ZZ a a a Z Z Z az!s ana!s 100 I 1 I 1 I i I 1 I I ` I I 1 I I I I I t I t I I I I I r I I I t I I I I I I I 1 I 1 I 1 I I I r I I I i I I I 1 I 1 I I I I I I I_ 611 I I I I I I I I I I I I I 1 I I I I I a I I I I I I 311 Uf al CD U'I NJ NJ I I I I I a I I I I I I I 1 I I I I , I I . I I I I 90 r I I I I I I I I I I I I I I I I I+ I I I I I I I I 211 I I I I I I I I I I I I I I 1 1 I t I 1 I 1 I I I I I I I I I 1 I 1 I I I I I 11 ..J5 1 I I I r 1 I I I 1 t I 1 I 111 1 ‘rI j 80 1 I I I I I 1 1 3/411 I I I I I I 1 I I I I .l I -I I 1 I I 1/2" t I I I I I I 3/8" I 1 t r I ► j I I I 1 70 I I , 1 I I I I 1 I I 1 1 I I I 1 I i I 1 I _1 #4 1 I I f 1 I I I 1 ( #8 I I I I I I I I I 4 I I 1 I I I I II I I I I I 1 IIII #10 29 emes v I II' I I I -I I 60 IE # 16 22 1 1 1 I 1 I 1 #30 I I I I ma I 1 I I #40 11 I $ a / 1 50 , I 1 I #50 8 1 I I #100 6 Z Ztimi I I I I I I II 1 I I i #200 4.2 (n I I I I I l Q 40 I I I 1 I 1 I I 1 1 a I I I I I 1 Moisture (M) Density (D) & o I 1 I 1 I I i I 1 I I I f I I I I I I 1._ I 1II I 30 I ..� ., t I •R i i M, %: 0.2 I • I I I 1 J I II ,t D, pcf: I I 1 I I I I II 1 1 I 1 1 1 I 1 I t 1 1i I I I LL 20 Y I I r ti I I I I' r r I 1 I I I I I 1 I I I I I I I I! I I I I PL I 1 I 1 1 I I J 1 I L I 4 I I I I I I I I ' I I I I I 1 is t I I 1 PI I I I I 1 I 1 1 1 $ 10 I I ' 1 I I I 1 1 I 1 I I I I I ! I I t I I I I I I I I I I I I I I D0 6 V 47.00 I I , I I I I� I - ' I,J47.00 I' I 2.23 0.37 I I D30 2.23 I I I I 1 :i 1 I I I t I I l I I VI I I ■ I I l A 1 I 1 1 0 O O O o �. N In O N co Ln rt --4 r\ O O n LA Q; N O N in rn N.--4 • I: O ri O in co c) co CD N M O Z O N (Ni •-+ .--I SIEVE SIZE, mm O M O LIl O � m r, O O O O I t ---O O 0 O D10 0.37 Cu 12 5.6 7 Cc 0.28 7108 South Alton Way, Building B • Centennial, Colorado 80112 • www.cesareinc.com Gradation F162094 Phone 303-220-0300 • Fax 303-220-0442 Rev. 3/30/12 SARE, INC. Geotechnical Engineers & Construction Materials Consultants GRADATION PLOT - SOIL & AGGREGATE Project Number: 16.3066, J&T Consulting Date: Project Name: Bennett Property Gravel Site Technician: Lab ID Number: F162095 Reviewer: Sample Location: B-6 at 20' to 30' Visual Description: SAND, with gravel, light brown 25 -Aug -16 F. Sperberg/N. Dillon D. Duran AASHTO M 145 Classification: A -1-a Group Index: Unified Soil Classification System (ASTM D 2487): (SP) Poorly graded sand with gravel o 1/4.0 O O O 0 0 d' 00.- ri M 9t' if 1-1 N O O O O O O O O O M 0/0 Passing 0) N •ii ; N �--i M •\-i Z Z Z Z Z Z Z Z Z T-i M 100 I I I Ilk 3.. 90 r 2" 92 1.5" 87 1" 81 80 78 I13/4" 1/2" 74 ' 3/8" 71 70 I l I a #4 61 a< L I #8 I I a I II _ I '— b' a l #10 46 ril 60 i + —t I g 1■t�■■■' ' a ' d ■ ■ NO a l■d #30 #40 15 50I 1 —' #50 8 � #100 3 ;i #200 2.2 n a 40 I i a 1 a O O Moisture (M) & Density (D) i a MIIIIIIIIIIIIIIIII0�■SMI A 30 IIIa I A_ _ t _ 'jiff! 11111 �� '■II M,%: 2.0 a nil_MIII a D, pcf: FIi11�I a lID-,.�� III___:I�1111201 ' . ' 1■IIlal l 111111111'FIIIj t LL ■A■E■ R■ ■■ ■■■■■MI■_ A■■■■ PL AEU ' ' i r■■■■W =I ' Al 1111 1:S� ■1■�� PI 10��sinus a 1 1 Hill D60 4.45 1111 ' '' ' 'H ' ' ' ' H■■■ 4.45 ' 0.92 ■■ ' 0.347 '"""�Ill uuq D30 0.92 1 IL I 1 Lill 1 I II 1 1 At 1 1 0I Q 0 o N 00 N in Ln M d' r1 N. N .-i O Ln lfl O OD Q M O .� O d' N N .4~ SIEVE SIZE, Lin O M cr.;)) M O O O O mm O Ln N o Q Q D10 0.34 Cu 13.24 Cc 0.57 7108 South Alton Way, Building B • Centennial, Colorado 80112 • www.cesareinc.com Gradation F162095 Phone 303-220-0300 • Fax 303-220-0442 Rev. 3/30/12 SARE, INC. Geotechnical Engineers & Construction Materials Consultants GRADATION PLOT - SOIL & AGGREGATE Project Number: 16.3066, J&T Consulting Project Name: Bennett Property Gravel Site Lab ID Number: F162096 Sample Location: B-6 at 30' to 40' Visual Description: SAND, with gravel, light brown Date: Technician: Reviewer: 25 -Aug -16 F. Sperberg/N. Dillon D. Duran AASHTO M 145 Classification: A -1-a Group Index: Unified Soil Classification System (ASTM D 2487): (SP) Poorly graded sand with gravel O O o ko o o o o o _ Cod' oo .-+ ri en Cr L *--N N t.:1- d" N 6 6 6 6 6 6 6 6 6 °7 .N ; 0/0 Passing N ,--N �--� M\ -I M Z Z Z Z Z Z Z Z Z FO ■-w .6 100 1 I 1 I 1 1 I I 1 - 3" 90 2" 89 1 1.5" 81 1 - - 1" 74 80 l 3/4" 71 1 1/2" 66 , i3/8" 63 70 1 1 1 1 1 1 1 #4 53 1 ' 1 1 #8 1 I ,-. #10 39 g160 __ ;Is. _ all. _�_.4. �.. I #16 30 E I I #30 ti 13 >i12 #40 13 50 # 50 8 1 1 I 0 z 1 #100 4 # 200 2.6 u) a 40 , . �- , 0. '_ Moisture Density (M) & (D) i 30 -- , — —1— - —1— _ 1 M, %: 0.7 D, pcf: t t I I 1 • I 20 I II I LL L PL i � PI ' 10 1 ' i _� '_ I D60 7.90 1 + - 7.90 1.18 0.35 D30 1.18 :I G I i t :I *: 0 D10 0.35 o N OO to v- ri N. co. In lD O a' o M o .� OO ^ in M N r V- N N A~ SIEVE SIZE, O M O In O in o M .� O O O O O O O mm Cu 2238 CC 0.50 7108 South Alton Way, Building B • Centennial, Colorado 80112 • www.cesareinc.com Gradation F162096 Phone 303-220-0300 • Fax 303-220-0442 Rev. 3/30/12 SARE,INC. C,eotechnical Engineers & Construction Materials Consultants GRADATION PLOT - SOIL & AGGREGATE Project Number: 16.3066, J&T Consulting Project Name: Bennett Property Gravel Site Lab ID Number: F162092 Sample Location: B-7 at 8' to 20' Visual Description: SAND, with gravel, light brown Date: Technician: Reviewer: 25 -Aug -16 F. Sperberg/N. Dillon D. Duran AASHTO M 145 Classification: A -1-a Group Index: Unified Soil Classification System (ASTM D 2487): (SP) Poorly graded sand with gravel O O O 1/4O O O O O O W N nen W 0/0 Passing it � !V O O O O O O O O O Cl 1--i •'-I M � M Z Z Z Z Z Z Z Z Z C, Vi 100 I I I I I I I I 1-- I 90 2" 100 1.5" 99 I 1" 86 80 3/4" 78 1/2" 72 3/8" 68 70 #4 56 I I #8 ' #10 38 ,-. vi t- t..__ ¢- 60 .. a,_4- 4- �_ _ + _ - - #16 28 £I #30 m° 1 f #40 11 >, I I ' ' ' #50 7 � 1 1 1 I I I 1 I 1 #100 4 a I I z I #200 2.5 a I 40 I 0. I I Moisture Density (M) (D) & oi I I I ' I I a M,%: 0.4 I 1' D, pcf : 1 i a , LL 20 1 1 f 1 PL I I PI I 10 - ---- -It - -, I -r--..�.----� .. _ _ I I 11 D60 6.09 '' ' 6.09 1.32 0.39 D30 1.32 0 D10 0.39 o Ln 1--i o o N r. Mo °°o s't M O O O O O O Cu 15.62 Q en N ri r-+ O Ti N N r-+ rl o,-1 0 '-' SIEVE SIZE, mm Cc 0.73 7108 South Alton Way, Building B • Centennial, Colorado 80112 • www.cesareinc.com Gradation F162092 Phone 303-220-0300 • Fax 303-220-0442 Rev. 3/30/12 SARE, INC. Geotechnical Engineers & Construction Materials Consultants GRADATION PLOT - SOIL & AGGREGATE Project Number: 16.3066, J&T Consulting Project Name: Bennett Property Gravel Site Lab ID Number: F162098 Sample Location: B-7 at 20' to 27' Visual Description: SAND, with gravel, light brown Date: Technician: Reviewer: 25 -Aug -16 F. Sperberg/N. Dillon D. Duran AASHTO M 145 Classification: A -1-a Group Index: Unified Soil Classification System (ASTM D 2487): (SP) Poorly graded sand with gravel O O 0 VD O 0 0 O 0 d- Oo Sieve Size 0/0 Passing N 6 6 6 O 6 6 6 6 6 r *-1 7-i r r-4 r Z Z Z Z Z Z Z Z Z 100 1 I 1 I 1 1 I 1 t 1 1 1 t 1 1 1 ! 90 2" 100 1.5" 93 1 1" 91 80 3/4" 90 1/2" 88 i 3/8" 87 70 #4 82 #8 #10 46 in 60 --,. _ ais— us f.aL _+ _ •1 L L #16 34 E Z #30 •cs, #40 9 1 � 50 I I #50 5 .� I 1 #100 3 aII I--1 #200 2.4 a 40 a Moisture Density (M) (D) & 0 r r 30 - I M, CYO: 0.2 -' D, pcf: 1 1 1 ;I LL 20 PL { I PI 1 1 10 1 1 � j14: D60 2.83 , i' I 2.83 1.01 0.45 D30 1.01 ----♦ l; I l III _ 0 Qo Q Q T' 00 On CO NI ri N LA cr; NI N 9-+ .-1 o ^ ° o °° o Q C}' N N v4 ri SIEVE SIZE, S 2 i O 6 6 6 mm o Q 0 o O Dip 0.45 Cu 6.33 Cc 0.81 7108 South Alton Way, Building B • Centennial, Colorado 80112 • www.cesareinc.com Gradation F162098 Phone 303-220-0300 • Fax 303-220-0442 Rev. 3/30/12 APPENDIX E J&T Consulting, Inc. Northern Colorado Constructors, Inc. - Bennett Pit Slope Stability Analysis O O O 0 O O O O O O CO CO tt N 0 CO CO d' NO O 0 CO N CO CO If) dt CO N r r- r r- r - C?) N r r - L as a) >- to C a) ca C as a) a) ca x w 9O Z1 • 2% Probabi eaC .-i. CA 0 `.-. C O ct L a) a) ca a Q S Ct a) a. C) L N 0 0 N V O C. as 2 0 O to m Z a O U) Z. O z a in on I FLOODPLAIN STUDY BENNETT PIT WELD COUNTY, COLORADO MAY 2017 NORTHERN COLORADO CONSTRUCTORS, INC. 9075 WCR 10 FORT LUPTON, CO 80621 PREPARED BY: J&T Consulting, Inc. 305 DENVER AVENUE - SUITE D FORT LUPTON, CO 80621 PHONE: 303-857-6222 FAX: 303-857-6224 J&T Consulting, Inc. May 15, 2017 Division of Reclamation, Mining, & Safety Attn: Mr. Peter Hays — Environmental Protection Specialist II 1313 Sherman Street, Room 215 Denver, CO 80203 RE: Northern Colorado Constructors, Inc. Bennett Pit Floodplain Study Mr. Hays: We have prepared this letter to address the requirements of the Division of Reclamation, Mining,& Safety for the Northern Colorado Constructors, Inc. Bennett Pit. The proposed mining operation will be conducted within the 100-yr floodplain and the 100-yr floodway. The attached floodplain map indicates the location of the 100-yr floodplain and floodway as determined by our hydraulic modeling. The affect the mining operation has on the 100-yr floodplain is the stockpiling of aggregate product generated by processing the sand and gravel deposit through the processing facility and the stockpiling of overburden and topsoil that is stripped from the site prior to mining. We assumed the largest blockouts in the floodplain by the product stockpiles and house lots in the floodplain to determine the worst case affect on the floodplain. The topography shown on the floodplain map in Appendix A was developed from 2013 DRCOG 1 ft interval LIDAR topography. An existing floodplain/floodway model was not available for this area of the South Platte River. We developed our models using the aforementioned topography and HEC-RAS 5.0.3. Our models were tied into a previous studies done near the site. We tied into the Special Flood Hazard Information Report (SFHIR), South Platte River, Volume I, Weld County, Colorado, dated April 1977, completed by the Department of the Army, Omaha District, Corps of Engineers, 68102. The 100-yr flow of 29,000 cfs and 100-yr flood elevation of 4847 for section 67 from the SFHIR were used at the southern (upstream) limit of our modeling, and the 100-yr flood elevation of 4799.5 for section 66 of the SFHIR was used at the northern (downstream) limit of our modeling. The NGVD 29 elevations shown in the SFHIR were adjusted to NAVD 88 datum per the National Geodetic Survey's online Vertcon orthographic height conversion utility. The datum shift from NGVD 29 to NAVD88 in the area of the site was +2.943 feet. Pertinent portions of the SFHIR that were referenced and used in our modeling are located in Appendix D. Two models were developed for the site: An existing floodplain/floodway model showing the limits and elevations of the existing 100-yr floodplain and floodway and a future conditions model showing the affect on the 100-yr floodplain and floodway from the house lots after reclamation of the site is complete. is I 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 Mr. Hays RE: Northern Colorado Constructors, Inc. Bennett Pit Floodplain Study Page 2 Because an existing floodplain/floodway model was not available for this area we developed the existing conditions model using cross -sections taken from the aforementioned DRCOG topography. This model includes a base flood elevation model for the floodplain, and an encroached model for the floodway. Weld County requires that the encroached model for the floodway produces a maximum rise of 0.5 feet from the floodplain elevations. We used this criteria to model the existing floodway. We also used this criteria to model the floodway for the future conditions model. Please refer to the HEC-RAS output information located in Appendix C for the existing and the future conditions models output. In the future conditions model, two (2) 4.1 feet high by 200 feet wide blockouts were added to section 4 to simulate the future house lots. The adjacent reclaimed reservoir was assumed to be full of water to a depth equaling the lowest point on the property where water would overtop the reservoirs edge. No fill, stockpiling, or structures are located in the 100-yr floodway or cause a rise in the 100-yr floodplain elevation; therefore the operation will not increase the flood risk on neighboring properties. Appendix B summarizes the 100-yr floodplain/floodway elevations for each model and the associated rise (or fall) from the existing 100-yr floodplain elevation at each section. Appendix B also summarizes the 100-yr base flood elevation at each structure, their associated highest and lowest adjacent grades, and the minimum lowest floor elevations for each structure. Please feel free to contact us if you need any additional information or have any questions or comments. Sincerely, Mr. J.C. York, P.E.( Attachments: Appendix A Appendix B Appendix C Appendix D Appendix E Floodplain Maps 100-yr Floodplain Elevation Summary HECRAS Output Files SFHIR information Side Channel Spillway Maps and Calculations I al 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 Appendix A Floodplain Maps la I 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 Hello