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Home My WebLink About20182048.tiffElJET Consulting, Inc. June 22, 2018 Department of Natural Resources Division of Reclamation, Mining, and Safety Mr. Eric Scott Environmental Protection Specialist, P.G., R.G. 1313 Sherman Street Room 215 Denver, CO 80203 RECEIVED JUN 282018 WELD COUNTY COMMISSIONERS RE: Response to Adequacy Review of a 112 Construction Materials Reclamation Permit Amendment Package, Derr Pit, Permit M2008-017 Dear Mr. Scott: J&T Consulting, Inc. and Broken Arrow Investments, LLC have reviewed the comments we received in your emails dated June 14, 2018, and June 15, 2018, for the Derr Pit, Permit M- 2008-107 Amendment application. Below are the comments and the corresponding responses that have been provided to address the comments. 1. Still need to identify property ownership and ownership of permanent structures (oil/gas facilities) in the parcel internal to the permit area (west center). Also need to make sure they are addressed in Exhibit S as well. Response: Exhibit C maps and Exhibit S have been updated as requested. See the attached updated Exhibit C maps and Exhibit S narrative. 2. Please remove any reference to water handling infrastructure to be placed in reservoirs after permit release from reclamation plan. If, in the future, the structures currently discussed are required to be installed prior to permit release a technical revision will be required. Response: References to water handling infrastructure have been removed. See the attached updated Exhibit E narrative and Exhibit F maps. V ll� 305 Denver Avenue - Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 'Pudic Re -VW -U./ ee : PL(mrn/T-P),Pvi(E.RIcN/Jm(eki O-7-09-►$ D7-aa-12 2018-2048 Mr. Scott Response to Adequacy Review of a 112 Construction Materials Reclamation Permit Amendment Package, Derr Pit, Permit M2008-017 Page 2 3. Need a sampling plan to establish baseline water chemistry and provide data to demonstrate compliance with GW standards. DRMS will determine if continued monitoring is required after reviewing baseline data. Response: Broken Arrow will obtain 2 samples each from monitoring wells MW -1 and MW -3, 30 days apart, and have the samples tested to establish the baseline water chemistry. These wells are on the downgradient side of the site. See the attached monitoring well map. Broken Arrow will provide the test results to the Division for review so that a baseline can be established. 4. Groundwater level triggers will need to be determined based on deviation from pre mining baseline average water level data, not on data from the previous year(s) that may lead to cumulative impacts prior to mitigation. Please revise. Response: The basis for groundwater baseline levels has been revised to be from groundwater measurements done prior to mining. See the attached updated Exhibit E narrative. 4a. Monthly water levels should be measured from here out to the hundredth of a foot below the survey reference elevation (industry standard). It would also appear that the well reference elevations were only surveyed to the nearest tenth of a foot? Resurvey will be required to the standard hundredth of a foot for this data going forward. Please confirm. Response: Future monthly water levels in the monitoring wells will be measured to hundredth of a foot accuracy. The top of monitoring well elevations were surveyed to the hundredth of a foot when they were installed. See the attached table in excerpt from Two Rivers Testing Subsurface Exploration Report. The top elevation of the wells will be resurveyed to the hundredth of a foot to verify their top elevations. 4b. DRMS will require standard monitoring well construction diagrams for all MW that were previously installed on site. (depth of well, screened interval, casing type, sand pack interval, seal type, etc...) Response: Details on the construction of the monitoring wells are not available at this time. We spoke with Jim Jehn of Jehn Water Consultants, and he confirmed that Jehn submitted the Notice of Intent to Construct Monitoring Holes (Division of Water Resources form GWS-51) for the 15 monitoring wells that were constructed. He said that Jehn was not present to document the construction of the wells when they were constructed. We also contacted Lane Christiansen, the drilling contractor, to inquire if they had records of the construction of the wells. They are looking back at their records to see if they have any information on the installation/construction of the monitor wells. At this time the only information we have is the depth of the monitoring wells as shown on the boring logs submitted to the Division in our Adequacy Review No.1 response. Broken Arrow will IIlie V l� 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 Mr. Scott Response to Adequacy Review of a 112 Construction Materials Reclamation Permit Amendment Package, Derr Pit, Permit M2008-017 Page 3 measure the depth of each well and submit that information to the Division for your records. We can find no evidence that permits for the wells have been obtained based on our research of the Division of Water Resources well permit information. Broken Arrow will permit the wells and submit the approved permits to the Division for your records when the approved permits are obtained. 5. Both proposed reclamation plans show the northern reservoir containing existing utilities and what appears to be a ditch. The mining plan shows they will be relocated at some point. Have agreements already been reached to relocate these features? Who owns the ditch? The ditch should be included in the structures exhibit unless it is fully owned by Broken Arrow. Response: Agreements to relocate the utilities have not yet been finalized. Broken Arrow will maintain a minimum setback of 200 feet from the utilities until either they are relocated or damage waivers are obtained from the owners. The ditch is an abandoned irrigation lateral that is wholly owned by Global Asset Recovery, with whom a damage waiver agreement has been obtained. The submitted geotechnical evaluation does not include any sections along the west or south side of phases 1-4 of the mining plan where the excavation and slurry wall are considerably closer to the south and west permit boundaries and structures. Response: A separate geotechnical evaluation was done for the original permit area that included sections on the west and south side of phases 1-4. See the attached geotechnical evaluation dated March 2008. There is also no demonstration that the offsets shown on the mining plan map (50' offset from the gas well and 25' offset from the line shown in Phase 5, or the distance to the existing facilities north of Phase 5) are adequate. Please address. If these facilities will be relocated, then the permittee will need to commit to staying 200' from them until they are removed. Response: The gas well is currently shut in and is planned to be plugged and abandoned. The gas line, and facilities are planned to be abandoned and removed. Broken Arrow commits to maintaining a minimum setback of 200 ft from the gas well, gas line, and facilities north of Phase 5 until a surface use agreement is obtained with the owner, a damage waiver is obtained from the owner, or the facilities are abandoned and removed.. Gas wells immediately north of NE corner of Phase 1 will also need to be addressed and the owner identified on figure C-2 for Exhibit S, as well as gas/oil structures in the parcel in the west center of the permit. Response: Rill W It 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 Mr. Scott Response to Adequacy Review of a 112 Construction Materials Reclamation Permit Amendment Package, Derr Pit, Permit M2008-017 Page 4 The owners for the gas wells immediately north of the NE corner of Phase 1, and the gas/oil structures in the parcel in the west center of the permit have been shown on the Exhibit C-2 map. Broken Arrow commits to maintaining a minimum setback of 200 ft from these facilities until a surface use agreement is obtained with the owner, or a damage waiver is obtained from the owner. They are both owned by Noble Energy, and already included in the Exhibit S narrative. See the attached updated Exhibit C maps and Exhibit S narrative. Thank you for your consideration of the responses we are providing and the revised exhibits for the amendment request. Please feel free to contact me with any questions or comments. Cordially, J.C. York, P.E. Attachments: Updated Exhibit C Maps Updated Exhibit E Narrative Updated Exhibit F Maps Monitor Well Map Updated Exhibit S Narrative, Slope Stability Analysis for original permit area V 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 LEGEND: rr Gravel PitlDrawings\Mining Plan\2018\.11 A NORM OVARNN CORNER SECTION 4 T.66.. 4656.xO 96 RE6M W11H sTAAPA 1f/4 BRAS 1COP H K3 i 1 oci3 ENDEMIAN PER RE 150 EJ C A 1 a 4.2 B s ETON 4T 7..50.5P.55W. 16 FEW WITH Si.11�R- A�u12o0]% CON _ RODU O TO — B RO REV NO. 24177201 D FDIlN9 AW INOX CAP 1 PROPERTY UNE ............x._—....... A ........_............ FENCE LINE EXISTING CONTOURS (2' INTERVALS) GRAVEL ROAD —. �•�.�.�.� 100 YR. FLOODPLAIN ■ PERMIT BOUNDARY — — — — — — — PARCEL UNE PROPERTY OWNERS WITHIN 500 FEET: NAME ASSESSORS I.D. NO. HOSHIKO LAND. LLC 95104301027 OA P.O. RO% 119 096104200017 KERSEY, CO 80644-019 DAVID BUSS O13155 E COUNTY RD LONGMONT, CO 80504 JAMES R KOEHLER, TRUST 1001 E C SY CREELEY. CO 80631. DIXIE ANN HOFFNER & JERRY 0 WINTERS Op 49 WILLOWCROFT DR UTfLETON, CO 50123 OJEANETTE SNOW 503 CHERRY AVE. GREELEY. CO 00631 GENE MURATA O22900 E, ROAD 52 GREELEY,C0 00631. GLOBAL ASSET RECOVERY, LLC 6530 CONSTITUTION DR FORT WAYNE. IN 46004 SYLVIA & VERNIE H PARKER H 211 M BALSAM AVE GREELEY, CO 80531 LOLOFF CONSTRUCTION INC. I P.O. BOY 513 KERSEY. CO 00644 ODMNA TAYLOR .J 665 N BALSAM AVE GREELEY, CO 80631 VEGETATION: ALL AREAS WITHIN THE PERMR BOUNDARY ARE PRIMARILY VEGETATED WITH SWEET CLOVER AND KOCHIA, WITH SPARSELY INTERMIXED AREAS OF WESTERN WHEATGRASS. 156 ]5 163 050333000016 050334000015 080333000017 096103000023 096103000044 096103000051 096104000064 095104000066 096104000047 096104200012 096104200013 095104301009 300 SCALE IN FEET Exhibit C.1 g/Mining Plan Map M-2008.017 ws JRT Consulting, Inc. 07123 mo 2/6/18 Drawl By 044,44464 PY JOE rN JT-0en201824nino M2100' Sheet; or, 1 3 LEGEND: ft -16661 1r OAP 0 WW1' FOUND sTAMPm1i5.1u8 UNKNOWN CMP 30' POW \815 MIME PM. B'''.'"RPLUMINUM PIPE TOP.300.0 OMv TOPT4O0' CMP n w6a3� PLACE Au6 w RLL WOOD SKIi "VVAI Or� Wx CMP 41 TOP-ce]0.1�� o.O 70P.9262 15. CEP CMP m 5nuP5°01'oraEu wTMn 13035 D3 RODE _.®®� _PW6ENEA.n oN AND FOAMEDxm TO OEWPWGCm FNO APANOONED 5 CLIP CONCRETE RRIwTON OWPSEU PUIIDING DERR 17-4 DERR 21-4 TO 61- .215 FORCE AIN 070-356-7611. •OOP Poo-0.15-I"O1P• WC OAP F5.1002 4 1 .98 2 FP5 PPOPS51 Loonlm GIA5 UNE NTPM�2oO UNE - r .a 38 sa. ROW PDOITONAL POW PERPOWDON NP 1¢99.3 R-{PPP.1 IgFiv75'0 3.2 NPGP9P.2 II I IDIXIE ANN HOMER 1'' FYN.NOOElillY WEEDS .W11;2P 6 UT - Pouxo awuiriu"uuv W" 6MWlw MIEN. 1 unuTY POLE GUY WIRE GAS ONE MARKER GAS VALVE MEW WATER METER WATER FAUCET WATER LINE MARKER ELECTRIC TRANSFORMER • TREE © TELEPHONE PEDESTAL TELEPHONE LINE MARKER PROPERTY LINE x x FENCE LINE —OR— — OVERHEAD XCEL POWER LINE —o— — EXISTING DCP MIDSTREAM GAS UNE • NORTH WELD WATER DISTRICT WATER LINE — —' ' — EXISTING CONTOURS (2' INTERVALS) GRAVEL ROAD W� — WWI PROPOSED PERMIT BOUNDARY PROPOSED FINAL MINING LIMIT PROPOSED SWRRY WALL Exhibit C•2 Pre-Mining/Mining Plan Map M-2008.017 AU V. A JkT Consulting. Inc. Jelvel 07123 Sale WOMB Drawn By LASS Pv JOY JT-Den 2018 Wino Sheet: DG 2 3 LEGEND: -Derr 2018 Mining C-3.tlw Pws¢ x-s0W Owd HJ WOW SETBACK OBE LRG PHASE SA -.Tees Aiming rap UW101mt0M,, No Iluundrad87137,88871 Plum e-PWIDepMMFM9 6.01AG 1JTA5rlom a.:11 I II 111 I I I NIV It R^NING GILL MAINTAIN ODU0 PHASES 11.67AG D IAMB Pt PINAE7 17,76 AC k -N rr7 mem JO' AIXESS PRIME BOUNISVO TYPICAL MINING SECTION N.P.S. PROPERTY LINE FENCE LINE 0 RELOCATED GAS LINE GRAVEL ROAD i PROPOSED PERMIT BOUNDARY PROPOSED FINAL MINING WAIT STOCK PILE AREA PROPOSED SLURRY WALL • OISE VARIES I VARIES -510akf 664; PUMP TO aECFNROE 0rtC /�////✓/5 . DEWATERING COLLECTION POND TOTAL PERMIT AREA = 145.05 AC TOTAL MINING AREA = 75.21 AC tw 76 o tso am aw SCALE IN FEET Exhibit C.3 Pre-Mining/Mining Plan Map M-2008.017 0 aci J&T ConmltIN, Inc. e. 07123 216118 wSS Dalnnee BY TPY JCY RIO Jao.n 2me Mminn Sheet: 31 3 EXHIBIT E Reclamation Plan Water storage will be the primary final reclaimed use for the Derr Pit Project site. Portions of mining areas will be backfilled and reclaimed as "native" areas, which will be re -seeded with native vegetation and will also include areas where native trees could be re -planted. 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. The approximate acreage of each of these areas is: Final Land Use Reclamation Plan Area (acres) Alternate Reclamation Plan Area (acres) Reservoir(s) Water Surface 64.30 68.41 Street/County Roads/Access Roads 4.65 4.65 Reclaimed Vegetated Land and Undisturbed Land 71.10 71.99 TOTAL 145.05 145.05 Water Storage Reservoir(s) In general, the mining limits will be mined to the siltstone/claystone bedrock. The relatively impermeable bedrock will make the bottom of the reservoir. The reservoir will also be separated from the surrounding alluvial aquifer by a slurry wall liner. 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 construction of the slurry wall liner will ensure that the reservoir meets State Engineer's Office (SEO) performance standards for permeability. The slurry wall liner will be constructed between year two and year three of the mining. All reservoir slopes left by the mining operation will be reclaimed to at least 3H:1V final grade. Reclamation of the exterior cell walls will be concurrent with mining. Since reclamation will be concurrent with mining, most soil, overburden, and bedrock material excavated during mining will be used almost immediately. Scrapers and dozers will be used to place overburden 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 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. 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 native bedrock claystone, gravel, overburden, and topsoil. There will not be known toxic or hazardous materials in the �+r J&T Consulting, Inc. Derr Pit Project DRMS 112 Permit 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 the recharge pond. Overburden will be placed in the areas such as haul/roads and the recharge pond to bring the grade to the final reclaimed elevation. The overburden may also be spread on the 3H:1V 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:1 V 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 The top six 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 approximately twelve inches. 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 dispose of it in a safe and non -erosive manner. Upland Areas. For disturbed upland areas, the reclamation plan includes re -vegetating with appropriate seed mixes to minimize erosion and reestablish natural terrain. The grass mixture below was selected to be long lasting and regenerating, as recommended by the Greeley NRCS field office. The ground will be fine graded prior to seeding according to recommendations from the Natural Resource Conservation Service. Reservoir side slopes below the anticipated reservoir water level will not be seeded. The proposed seed mix is shown in the following table. Upland Grass Seed Application Rate` (#PLS/acre) % in mix Switchgrass (Greenville, Nebraska 28, Blackwell, Pathfinder) 0.8 #PLS/ac 20 Yellow Indiangrass (Lano, Holt, Cheyenne, Oto) 1.0 #PLS/ac 10 J&T Consulting, Inc. Derr Pit Project DRMS 112 Permit Sideoats Grama 1.8 #PLS/ac 20 Blue Grama (Hachital, Lovington) 0.3 #PLS/ac 10 Western Wheatgrass (Arriba, Bartonk, Rosana) 4.0 #PLS/ac 25 Sand Dropseed 0.03 #PLS/ac 5 Little Bluestein 0.7 #PLS/ac 10 Totals 8.63 #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 Greeley, Colorado. The seed mix was revised slightly per the NRCS's latest recommendations that require less seed to be drilled or broadcast per acre of disturbed area. Upland grass seed will be planted with a drill equipped with depth bands and press wheels. The seed should be drilled in the spring in the month of April for best results. The seeded areas will then be covered with straw mulch at a rate of 4,000 pounds per acre. The straw will be crimped into the soil to control erosion until the grass becomes established. See the attached NRCS seeding recommendations. 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. Temporary Stockpile Areas. 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 Greeley NRCS field office. The proposed seed mix is shown in the following table. Temporary Stockpile Seed Application Rate (#PLS/acre) %in mix Slender wheatgrass 2.8 #PLS/ac 25 Smooth bromegrass 3.9 #PLS/ac 30 Pubescent wheatgrass 4.2 #PLS/ac 30 Sand dropseed 0.03 #PLS/ac 5 Crested wheatgrass 0.6 #PLS/ac 10 Totals 11.53 #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 Greeley, Colorado J&T Consulting, Inc. Derr Pit Project DRMS 112 Permit Water — General Requirement To minimize the effect on the prevailing hydrologic balance, the operator shall: 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. Groundwater — Specific Requirements The operation will not affect groundwater quality on or off the site. The operation will comply with State groundwater quality standards. Due to the absence of sources of potential pollutants, groundwater quality monitoring is not required in this operation. The mining and reclamation will affect the groundwater table surrounding the mine site. Proposed mitigation efforts to minimize these impacts are a recharge pond along the southeast corner of the property to maintain groundwater levels during the mining, and a perimeter drain if needed to convey groundwater around the lined reservoir after the slurry wall is installed. The depth to groundwater has been measured on a monthly basis in piezometers located on the interior and exterior of the proposed slurry wall alignment since October 2006. These measurements will be used to establish what the seasonal groundwater levels were prior to the mining exposing groundwater, and as a benchmark for maintaining the groundwater levels in subsequent years. Groundwater depths will continue to be measured and recorded at monthly intervals in each piezometer and compared to the benchmark levels. The triggers that would require the perimeter drain to be installed are as follows: A three foot difference in the depth to groundwater from the benchmark seasonal groundwater levels in two or more piezometers for two consecutive months. Broken Arrow Investments, LLC proposes that the groundwater elevations be monitored through onsite 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 Broken Arrow Investments, LLC to operate responsibly and to mitigate damages to wells that are directly attributable to the mining and reclamation of this site. For more specific information please refer to the well owner agreements and narrative included in Exhibit G. Reclamation — Approximate Time Table The proposed rate of production for the mine is 300,000 to 600,000 tons per year. The total time frame to mine every phase is approximately 12 to 24 years which allows for J&T Consulting, Inc. Derr Pit Project DRMS 112 Permit years where the 300,000 to 600,000 tons per year production rate is less. The following table shows the approximate time frame to finish each phase of mining: Mine Phase and Acreage Time Frame to Complete and Reclaim Phase Phase 1 — 6.92 acres 2 years and 7 months Phase 2 — 6.81 acres 2 years and 7 months Phase 3 — 8.21 acres 3years and 3 months Phase 4 — 9.90 acres 3 years and 10 months Phase 5 — 16.71 acres 4 years and 8 months Phase 6 — 11.69 acres 3 years and 3 months Phase 7 — 14.71 acres 4 years and 1 months The assumed maximum production rate is 300,000 to 600,000 tons for processed material leaving the mine each year. An average production rate of 300,000 tons per year was used to calculate the reclamation time table. 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. Reclamation Plan and Alternate Reclamation Plan The reclamation plan attached in Exhibit F depicts the reclaimed reservoir(s) with an existing oil/gas well in the center of the reservoir with setbacks recommended per the existing slope stability study, for the area that was originally permitted, that will be implemented if an agreement with the oil/gas companies cannot be reached to re -locate the existing well. All the additional areas in the amendment will not be mined within 200 feet until an agreement with the oil/gas companies, property owner(s), or utility owner(s) can be executed or a slope stability analysis can be performed if an agreement cannot be reached. An alternate reclamation plan has also been included depicting the reservoir for the original permit without the existing oil/gas well remaining in place. The alternate plan has been submitted in the event that the surface use agreement with the oil/gas company will be finalized and the existing well could be re-located/abandoned as a part of the proposed surface use agreement. J&T Consulting, Inc. Derr Pit Project DRMS 112 Permit Subsurface Exploration Report Proposed Slurry Wall Sand & Gravel Pit Part of Sec 4, T5N, R65W, 6th P.M. Greeley, Colorado December 3, 2006 Two Rivers Testing, Inc. 1601 37th Street Evans, Colorado 80620 (970) 339-4092 TABLE NO. 1 - BORE LOCATION DATA TRT BORE # D&D BORE # NORTHING EASTING EXISTING GROUND ELEVATION (FT) TOP OF WELL ELEVATION (FT) 1 1 1400384.332 3232400.544 4633.33 4635.78 2 3 1400366.071 3233172.936 4631.63 4633.70 3 5 1400354/78 3233959.471 4629.83 4632.40 4 7 1400949.048 3233916.872 4630.52 4633.23 5 8 1401305.720 3233832.300 4630.53 4632.91 6 11 1401437.642 3233152.121 4634.50 4637.06 7 13 1401410.230 3232418.749 4638.15 4640.65 8 14 1401071.219 3232405.372 4637.61 4640.25 9 12 1401373.829 3232778.833 4636.29 4638.77 10 9 1401324.403 3233462.537 4632.63 4635.43 11 15 1400927.414 3233248.678 4630.68 4633.52 12 2 1400414.170 3232770.927 4632.48 4635.05 13 4 1400403.192 3233516.356 4630.70 4633.41 14 6 1400601.020 3234300.943 4658.46 4661.07 15 10 1401826.023 3233413.749 4661.19 4663.81 * Northing, Easting, and Elevations provided by Dust & Dirt Excavating LABORATORY TESTS AND EXAMINATIONS Samples obtained from the test borings were subjected to testing and observation in the laboratory to provide a sound basis for determining the physical properties of the soils encountered. Moisture contents, percent passing # 200 sieve, and the USCS classification were determined. A summary of the test results and laboratory analysis can be found in Appendix B. SUBSOIL AND GROUND WATER CONDITIONS In summary, silty sand with gravel soils were encountered at the surface with varying levels of sand, gravel and cobble intermixed with lenses of clay. Below these soils, weathered and competent bedrock soils existed to the depths explored. 1) Upper Soils: Varying levels of silty sand with gravel soils exist at the surface to the bedrock encountered below. Below these soils exist varying levels of silt, sand, gravel and cobble mixed with intermittent layers of silty sandy clay. 2 on Plan\2o18WT-Derr 2018 red P:\07123 Derr Gravel Pit\Drawings\Reclama NOTE: AU. DISTURBED AREAS OUTSIDE OF WATER SURFACE WILL BE SEEDED AND MULCHED WITH THE IXCEPTION OF ACCESS ROADS WHICH WILL BE GRAVEL SURFACED. LEGEND: URUTY POLE GUY WARE CAS UNE MARKER ▪ GAS VALVE ® WE. O WATER METER X WATER FAUCET WATER UNE MARKER ® ELECTRIC TRANSFORMER 0 TREE • TELEPHONE PEDESTAL TELEPHONE UNE MARKER PROPERTY UNE x x FENCE UNE ¢ . ¢ OVERHEAD XCEL POWER UNE EXISTING DCP MIDSTREAM GAS UNE s W NORTH WELD WATER DISTRICT WATER UNE — EXISTING CONTOURS (2' INTERVALS) GRAVEL ROAD ssssss� s� M, PROPOSED PERMIT BOUNDARY — — PROPOSED SLURRY WALL 0690 PROPOSED CONTOURS PERIMETER DRAIN WATER SURFACE 150 75 0 SCALE IN PEET a Reclamation Plan Mop Broken Arrow Investments M-2008.017 J&T Consulting; Inc. 0.5 01122 2.13.18 Deakined Br Cheded Scale Sheet: 1� 3 JCY JTAen 2016Rec NOTE: • ALL DISTURBED AREAS OUTSIDE OF WATER SURFACE WILL BE SEEDED AND M LCHED WHIT THE EXCEPTION OF ACCESS ROADS WHICH WILL BE GRAVEL SURFACED. a LEGEND: A 0 m UTILITY POLE GUY WIRE CAS UNE MARKER ,OAS VALVE WELL WATER METER WATER FAUCET WATER UNE MARKER ELECTRIC TRANSFORMER TREE TELEPHONE PEDESTAL TELEPHONE LINE MARKER PROPERTY UNE FENCE UNE OVERHEAD 'DCEL POWER UNE EXISTING 0CP MIDSTREAM GAS UNE NORTH WELD WATER DISTRICT WATER UNE EXISTING CONTOURS (2" INTERVALS) GRAVEL ROAD PROPOSED PERMIT BOUNDARY - PROPOSED SLURRY WALL 1640 PROPOSED CONTOURS PERIMETER DRAIN 15O 75 O WATER SURFACE 150 300 450 SCALE IN £T t i 4 .41 Alternate Exh ternate Reclamation Plan Map M•2008.017 8 J@T Consulting. Inc. 07123 213 18 WSS TPY , JT-0ert 201BRec Sheet; 2IX 3 on Plan\201BWT-Der Drawings \Reel= P:107123 Darr Gravel Pi ......... .. ........ CONCRETE. .... AGGREGATE 'ASV C3J' CONCRETE SAND (IF REQUIRED) `f1 P. 1.5' TYP. BACKFILL E305DNG TRENCH WITH NATIVE MATERIALS . 'SANDY CLAY OVERBURDEN',, . ................. ,.. 2' .... ... ....... VARIES' o(TYP.) (TOP.) 3' SAND AND GRAVEL 'ALLUVIUM PERIMETER DRAIN DETAIL (TYPICAL SECTION IF REQUIRED) VARIES IVARIcLn ng i�i•3 TYPICAL BACKFILL SECTION OVERBURDEN AND TOPSOIL BACKFILL ALL DISTURBED AREAS DOWN TO WATER SURFACE WATER SURFACE SLURRY WALL NOTES: 1. pentonite Soeciacotiona YP/PV ratio API Std 13A Viscometer Filtrate Loss Moisture Content ASTM 0 2218 leers than 3 gr eater than 30 than 15 crn3 lees than 10 percent Test results for each lot of bentonite moat be provided. 2. Wpater SoerRicotionc HHrdne Total Dissolved Solids Oil, organics, acids, alkali Chloride 5-2 lees than 200 ppm lase than 500ppm lees Man 50 ppm each report nI r) SI0T/ �gperq(SpoMi�potiogq h Ir nl a slur bum tmix EeM h pltiar to pmixers o In the d and. The hydrated may be mixed in high shear minim and hydration in dory hour, panda. In gbentnea minimum hydration lira of B hours will allow the ofntonne slurry in to meet all criteria. is minimum benlonite content of 6 percent the slurry by weight is required. Bentonite Slurry Testing Wnesifiectiow before Placement Viscosity Measured w/ Morsh Funnel (API RP 138-1) less than 40 BBC Density lees thou 64 pct filtrate Loss less than 20 cm3 pH 6.6 to ID The tests listed above should be run 1 or 2 times per shift and t least once per botch of slurry. The slurry must be further tested after placement in the trench. The tests conducted are for vinosity, density, dead content, and pH. Two sets of testa per shift at two locations In the trench (approximately 2 foot below the slurry eeriace and 2 feet above the bottom of the trench) are required. If the aerially of the slurry In the trench ex ae 05 s per the ex solids must be removed by desanding or the slurry placed withfresh slurry. The ¢luny level must be maintained at least 3 feet above the ground water elevation and no more thou 2 feel below the lop of the working platform. 5. Bentonite Slim Teethe' SeerMRrationa offer Pinewood Unit Weight 1.03 to 1.40 gm/cm3 Sand Content ASTIA D 4381-84(1993)¢10 to 20 percent by volume S-6 backfilt slump ASIM C 143 1 sot per 100 cu. yds. Slump 2-6 inches S —B backfill gradation 1 set per 300 cu. yds. Screen (US 5tondard) Percent by Dry Weight 3 inch 100 ti 4 40-6D #40 25-60 #200 20-40 Mlnllnum Plasticity Index of le Nev Trench ontl Slurry Wall Coo SnsrIfleo inno During excavotIon, soundings ohould be• obtained to determine the elevations of the lop af the key brayer. the bottom af the excavation, and the bottom of the trench prier to bocknling. If sedto ileanfothe trench bottomby In excess of 2 inches airlift pumps or ex ivation noun.), equipment torea the sand and sediment that hoe settled. The trench bottom should be cleaned, as a minimum, at the beginning 2f each shift. Soundings should be obtained approximately every D at Adequate hying In the S —B buckfill to an impermeable lover at the boee_of the well will be required and specified In the final deelgn report far the skery will. The design documents will include a description of the key In layer and describe how trench cuttings or other observations will be used to assure that the slurry wall will be adequately keyed. Temporary slurry wall protection will be required in the form of o no paned will cover placed within lday aver each backtilled 10D foot mach. The temporary ca e removed after eettlamdnt r (approximately 2 weeks) and placed with o compacted clay cove over the completed slurry Roll. I. post Construction Tasting Post construction testing will be conducted in accordance with the 'Colorado Stole Engineer's Office.' 9. Above specifications (notes 1-6) are provided as a general guideline for permitting purposes. final specificutione and design riteria will be developed during the final design of the slurry wall Reclamation De Broken Arrow Investments Derr Gravel Pit M-2008.017 A A JOT Consulting, Inc. 0)123 Dale 21316 IlavmBv oewevsev m W65 By Joe File JT-DeR0ale Roc 159' Sheet: 00 3 3 EAST C STREET P:\07123 Derr Gravel Pit\Drawings\2018 Monitoring Well Location.dwg, Layout1, 6/7/2018 12:41:04 PM BALSAM AVE. r I�= MW 7 MW 6 0 MW 15 -- / I �MW9 ;// :// MW 10 PI( mw ® I _= ___ iA ♦ 4MW 11 ♦ `I j MW 12 ti MW 5 MW 13 � 1 MW 4 ) cTh MW• LEGEND: MW 2 C) MONITORING WELL MW 12 MONITORING WELL NUMBER MW 3 I L 400 200 0 400 SCALE IN FEET J&T Consulting, Inc. 1400 W 122nd Avenue - Suite 120 Westminster, CO 80234 303-457-0735 BROKEN ARROW INVESTMENTS, LLC DERR PIT MONITORING WELL LOCATION MAP Date: 6/7/18 Job No: 07123 Drawn: WSS Scale: 1" = 400' Sheet: 1 Of: 1 EXHIBIT S Permanent Man -Made Structures within 200 Ft of the Affected Land Surface Use/Damage Waiver Agreements that have been obtained, and associated structures: Owner: DCP Midstream Structures: Oil/Gas Lines Owner: City of Greeley Structures: Improved/gravel roadway, culverts Owner: Loloff Construction, Inc. Structures: Fencing, Slurry Wall Owner: Global Asset Recovery, LLC Structures: Fencing, Ditch Surface Use/Damage Waiver Agreements that are being pursued, and associated structures: Owner: Centurylink Structures: Phone/Fiber lines Owner: City of Greeley Structures: Improved roadway/ROW, signs, culverts, borrow ditches Owner: David Bliss Structures: Buildings, fencing Owner: DCP Operating Company, LP Structures: Oil/Gas Lines Owner: Dixie Ann Hoffner and Jerry Winters Structures: Fencing Owner: Extraction Oil and Gas, LLC Structures: Oil/Gas lines, Oil/Gas Wells Owner: Gene Murata Structures: Building Owner: Hoshiko Land Structures: Irrigation Structure J&T Consulting, Inc. Derr Pit Project DBMS 112 Permit Amendment Owner: Structures: Owner: Structures: Owner: Structures: Owner: Structures: Owner: Structures: Owner: Structures: Owner: Structures: Owner: Structures: James Koehler Revocable Trust Buildings, fencing JBS Sewer Force Main Jeanette Snow Buildings, fencing Noble Energy Oil/Gas lines, wells, pumps, tanks North Weld County Water District Water lines Sylvia and Verne Parker Buildings Weld County Planning and Building Improved roadway/ROW, signs, culverts, borrow ditches Xcel Energy Power lines/poles, Electric lines (buried) Broken Arrow Investments, LLC believes that the mining operation, as proposed, will not adversely affect any of the permanent, man-made structures located within 200 ft of the affected area. However, the applicant still anticipates providing evidence of agreements for compensation with the appropriate structure owners or engineering evaluations that adequately demonstrate that the proposed mining and reclamation operations will not result in damage to the structures. J&T Consulting, Inc. Derr Pit Project DRMS 112 Permit Amendment SLOPE STABILITY REPORT FOR THE DERR PIT PROJECT WELD COUNTY, COLORADO MARCH 2008 PREPARED FOR: BROKEN ARROW INVESTMENTS, LLC 699 N. FIRST AVENUE GREELEY, CO 80631 PREPARED BY: &'T Consulting, Inc. 1400 W. 122ND AVENUE - SUITE 120 WESTMINSTER, CO 80234 PHONE: 303-457-0735 FAX: 303-920-0343 CERTIFICATION: I hereby certify this slope stability analysis for Broken Arrow Investments, LLC, the Derr Pit project, 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 III JET Con suiting, Inc. Broken Arrow Investments, LLC - Derr Pit Project Slope Stability Analysis Pagel 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 Xstabl Output Appendix D Geotechnical Investigation Reports Appendix E USGS Map, Oct. 2002 revision — "Peak Acceleration (%g) with a 2% Probability of Exceedance in 50 yrs" InUT Consulting, Inc. Broken Arrow Investments, LLC - Derr Pit Project Slope Stability Analysis Page ii INTRODUCTION Darwin Derr proposes to mine the property located in the Northeast % of Section 4, Township 5 North, Range 65 West, Sixth P.M. in Weld County. The property is bounded by Balsam Avenue on the west, adjacent to an Aggregate Industries mining operation, and private property on the north, south, and east. State Highway 263 (8th Street) is less than a quarter of a mile south of the subject property. 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 prior geotechnical investigation results by Terracon and Two Rivers Testing, and 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 7 phases. The reclamation plan, Exhibits E and F, propose the future use for this property to be a slurry wall lined water storage reservoir. 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 30 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 Terracon and Two Rivers Testing. J&T Consulting, Inc. (JT) estimated soil strength parameters based on the information from the geotechnical investigation, which was provided to JT by Darwin Derr, 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. illJET Consulting, Inc. Broken Arrow Investments, LLC - Derr Pit Project Slope Stability Analysis Page 1 Table 1 - Soil Properties Description Max dry density (pcf) Saturated Density (pcf) Cohesion (psf) Internal Friction Angle Slurry Wall 62.4 62.4 0 60 Sand and Gravel 110 125 0 35 Weathered Bedrock 125 141 100 18 Stable Bedrock 125 141 2000 20 JET Consulting, Inc. Broken Arrow Investments, LLC - Derr Pit Project Slope Stability Analysis Page 2 DESIGN ANALYSIS AND CRITERIA The proposed mining slopes were analyzed using the XSTABL v5.105a computer program. XSTABL 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, four cases were identified as critical during the mining operation. Static and pseudo -static conditions were analyzed in each case. Pseudo -static peak acceleration factors were taken from USGS information for the western United States. The 2% probability of exceedance in 50 years (the most conservative) was used. Surface loading equivalent to an HS 20 highway load was applied adjacent to each area to simulate heavy equipment loading that could be present at that location for maintenance or construction activities. All mining side slopes will be 3H:1 V. Case 1 — South Property Line (SOUTH 1). The mining operation is adjacent to a private property on the south side of the site. The proposed setback for mining is 50 feet from the property line. The mining depth was assumed to be 85 feet in this area based on bore log information in the geotechnical reports. Case 2 — Existing Balsam Avenue ROW (WEST 2). The mining operation is adjacent to Balsam Avenue on the west side of the site. The mining depth was assumed to be 75 feet in this area based on bore log information in the geotechnical reports. The proposed mining setback was set 40 feet from the existing ROW. Case 3 — North Property Line (NORTH 3). The mining operation is adjacent to a private property and some minor electric utilities for a portion of the north side of the site. The mining depth was assumed to be 85 feet in this area based on bore log information in the geotechnical reports. The proposed mining setback was set 127 feet from the property line. Case 4 — Existing Gas Well (WELL 4). An existing gas well is located in the center of the proposed pit. The mining depth was assumed to be 85 feet in the area based on bore log information in the geotechnical reports. The proposed minimum mining setback was set 150 feet from the gas well. 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. J&T Consulting, Inc. Broken Arrow Investments, LLC - Derr Pit Project Slope Stability Analysis Page 3 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. 2,000 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 1.25 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 results of the static condition and pseudo -static condition slope stability analyses are presented in Table 2 and Table 3. Table 2 - Static Condition Slope Stability Analysis Results Description Calculated Factor Of Safety Required Minimum Factor Of Safety Case 1 — South Property Line 1.30 1.25 Case 2 — Existing Balsam Avenue ROW 1.30 1.25 Case 3 — North Property Line 1.30 1.25 Case 4 — Existing Gas Well 1.46 1.25 Table 3 - Pseudo -Static Condition Slope Stability Analysis Results Description Calculated Factor Of Safety Required Minimum Factor Of Safety Case 1 E - South Property Line 1.02 1.0 Case 2E — Existing Balsam Avenue ROW 1.03 1.0 Case 3E — North Property Line 1.02 1.0 Case 4E — Existing Gas Well 1.16 1.0 J&T Consulting, Inc. Broken Arrow Investments, LLC - Derr Pit Project Slope Stability Analysis Page 4 CONCLUSIONS AND RECOMMENDATIONS Case 1 - The resulting safety factor of 1.30 meets the SEO minimum requirement of 1.25 for an embankment during construction. The resulting safety factor of 1.02 is above the SEO minimum requirement of 1.0 for an embankment subject to earthquake loading. The proposed setback of 50 feet from the south property line is satisfactory. Case 2 - The resulting safety factor of 1.30 is above the SEO minimum requirement of 1.25 for an embankment during construction. The resulting safety factor of 1.03 is above the SEO minimum requirement of 1.0 for an embankment subject to earthquake loading. The proposed setback of 40 feet from the existing ROW is satisfactory. Case 3 - The resulting safety factor of 1.30 meets the SEO minimum requirement of 1.25 for an embankment during construction. The resulting safety factor of 1.02 is above the SEO minimum requirement of 1.0 for an embankment subject to earthquake loading. The proposed setback of 127 feet from the property line is satisfactory. Case 4 - The resulting safety factor of 1.46 is above the SEO minimum requirement of 1.25 for an embankment during construction. The resulting safety factor of 1.16 is above the SEO minimum requirement of 1.0 for an embankment subject to earthquake loading. The proposed setback of 150 feet from the existing gas well is satisfactory. J&T Consulting, Inc. Broken Arrow Investments, LLC - Derr Pit Project 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 first 6 months 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. 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. 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 within the first 6 months, then the inspection period could be reduced to once per month or after every major precipitation event. 'J&T Consulting, Inc. Broken Arrow Investments, LLC - Derr Pit Project Slope Stability Analysis Page 6 APPENDIX A J&T Consulting, Inc. Broken Arrow Investments, LLC - Derr Pit Project Slope Stability Analysis LEGEND: O) 0 9 V UTILITY POLE WY DIRE GAS LINE MARKER CAS VALVE WELL WATER METER WATER FAUCET WATER UNE MARKER ELECTRIC TRANSORMER TREE TELEPHONE PEDESTAL TELEPHONE LINE MARKER — — — — — — — PROPERTY LINE FENCE LINE a OVERHEAD ELECTRIC LINE — EXISTING DUKE GAS —W W UNDERGROUND WATER LINE K v— EXISTING CHAIN LINK FENCE — — EXISTINGCONTOURS (2' INTERVALS) GRAVEL ROAD PRGPGSED PERMIT BOUNDARY PROPOSED MINING OMIT PROPOSED SLURRY WALL PHASE I LIMIT too DO 0 200 S S U A 6 S 07123 02125108 Pawn er cbswerler JOY JT-Aace,MNM, Sheet 1 oh 1 APPENDIX B J&T Consulting, Inc. Broken Arrow Investments, LLC - Derr Pit Project Slope Stability Analysis SOUTH 1 3 05 ** 15:43 J&T Consulting, Inc. 275 _ 22a eams. ri 165 W X < 110 >- 55 Derr Pit South 1 1 most critical surfaces, MINIMUM BISHOP FOS = 1.2 9 5 roe O 50' 25' a_ 0 n_ It z _w 1 I I ' 1 0 55 110 165 22U 275 330 385 A40 X AXIS (feet) SOUTH1E9 EQ 3 -OS ** 15:48 275 220 a 165 c� <110 55 Derr Pit South 1 EQ 1 most critical surfaces, MINIMUM BISHOP FOS = 1.024 r11 J&T Consulting, Inc. * see isee era aer ere • err ere ere 5 25' 11 SIRS _ o' -il era ellsow PROPERTY w z I I I i I I I 0 55 110 165 220 275 330 385 440 X AXIS (feet) WEST? 3-05-** 15:44 275 220 <110 >a, 55 J&T Consulting, Inc. Derr Pit West 2 1 most critical surfaces, MINIMUM BISHOP FOS = 1.3Q1 are wee So - z - 40' 25' HI ere seri __ W 1 i 1 I 1 i 1 I 0 55 11O 765 22O 275 330 385 440 X AXIS (feet) WEST2 EQ 3-05-** 15:49 275 Derr Pit West 2 EQ 1 most critical surfaces, MINIMUM BISHOP FOS = 1.430 22O 165 V7 —' jar rsra ere_ r e+r ser Irre term .. , J&T Consulting, Inc. W 0 z - 40' 25' II II 55- O - III' I I '1'1 'III 0 55 11O 165 22D 275 330 385 440 x—axis (feet) IORTH3 -05 ** 15:44 J&T Consulting, Inc. 325 250 sr% a 195 kiimor a� X <130 >- 65 Derr Pit North 3 1 most critical surfaces, MINIMUM BISHOP FOS = 1.295 a area err sae r 25' i 127' PROPERTY w z wi 0 I 1 I 65 134 p I 1 195 26D 325 X AXIS (feet) I 1 390 d55 520 NOR -1113p 3-05-n : 15:50 J&T Consulting, Inc. 325 260 65 Derr Pit North 3 EQ 1 most critical surfaces, MINIMUM BISHOP FOS = 1.0 24 aair a sae arse a ever 25' 127' w z 41 v I 65 I 130 p I I 195 260 325 x—axis (feet) I 390 U 455 I 520 WELL4 3 05-** 15:45 325 _ a 260 _ ..4tr 4k 195 tem Usi Q 130 Derr Pit Well 4 1 most critical surfaces, MINIMUM BISHOP FOS = 1.458 111 J&T Consulting, Inc. ere NIP 0 150' .ote" rive wi all 65... a 1 a I a I I I I I I ' I I' I 0 65 13a 195 260 325 390 455 520 X-PAXIS (feet) WELL EQ 3-05 *4 15:47 J&T Consulting, Inc. 325 _ 250 _ 195 0 X <130 >la NMI ai Derr Pit Well 4 EQ 1 most critical surfaces, MINI UM BISHOP FOS = 1.156 65_ See rale dares 150' er:CetfaC%-2 i4.-:ko,✓::`r< ki.g2an- tw":.: est.ti£ .4 t:-etWSW,craafct.eanSrai' ars I I I I I I I I L 4 I 0 65 13U 195 260 325 390 455 520 X AXIS (feet) APPENDIX C J&T Consulting, Inc. Broken Arrow Investments, LLC - Derr Pit Project Slope Stability Analysis SOUTH1.OPT XSTABL File: SOUTH1 3-05-** 15:43 * * * * * ** * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * XSTABL * * Slope Stability Analysis * * using the * * Method of Slices Copyright (C) 1992 A 96 * • Interactive Software Designs, Inc. • * Moscow, ID 83843, U.S.A. •• All Rights Reserved * Ver. 5.105a 95 A 1483 * ********;.************:...****************** Problem Description : Derr Pit South 1 SEGMENT BOUNDARY COORDINATES 5 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 103.0 100.0 103.0 2 2 100.0 103.0 355.0 188.0 3 3 355.0 188.0 377.5 188.0 3 4 377.5 188.0 382.5 188.0 4 5 382.5 188.0 420.0 188.0 3 9 SUBSURFACE boundary segments segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 100.0 103.0 377.4 103.0 2 2 377.4 103.0 377.5 188.0 4 3 382.5 188.0 382.6 103.0 4 4 382.6 103.0 420.0 103.0 2 5 .0 100.0 377.3 100.0 1 6 377.3 100.0 377.4 103.0 4 7 382.6 103.0 382.7 100.0 4 8 382.7 100.0 420.0 100.0 1 9 377.3 100.0 382.7 100.0 1 ISOTROPIC Soil Parameters 4 Soil unit(s) specified Soil Unit Weight cohesion Friction Pore Pressure Water Page 1 SOUTH1.OPT Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 125.0 141.0 2000.0 20.00 .000 .0 1 2 125.0 141.0 100.0 18.00 .000 .0 1 3 110.0 125.0 .0 35.00 .000 .0 1 4 62.4 62.4 .0 60.00 .000 .0 1 1 water surface(s) have been specified Unit weight of water = 62.40 (pcf) water Surface No. 1 specified by 5 coordinate points *** *** ************************k*** PHREATIC SURFACE, ********************************** Point x -water y -water No. (ft) (ft) 1 .00 103.00 2 100.00 103.00 3 377.50 180.00 4 382.50 180.00 5 420.00 180.00 BOUNDARY LOADS 2 load(s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 365.0 366.0 20000.0 90.0 2 371.0 372.0 20000.0 90.0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 2000 trial surfaces will be generated and analyzed. 10 Surfaces initiate from each of 200 points equally spaced along the ground surface between x = 75.0 ft and x = 175.0 ft Each surface terminates between x = 325.0 ft Page 2 SOUTH1.OPT and x = 390.0 ft unless further limitations were imposed, the minimum elevation at which a surface extends is y = 90.0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED -BY XSTABL * * * 9.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS : The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit := -45.0 degrees Upper angular limit := -1.0 degrees Factors of safety have been calculated by the : * * * * SIMPLIFIED BISHOP METHOD * k * The most critical circular failure surface is specified by 31 coordinate points Point x -surf y -surf No. (ft) (ft) 1 105.15 104.72 2 114.02 103.20 3 122.94 102.00 4 131.90 101.11 5 140.88 100.54 6 149.88 100.28 7 158.88 100.33 8 167.87 100.70 9 176.84 101.38 10 185.79 102.38 11 194.69 103.69 12 203.54 105.31 13 212.33 107.24 14 221.05 109.48 15 229.69 112.02 16 238.23 114.86 17 246.66 118.00 18 254.98 121.43 19 263.18 125.15 20 271.24 129.16 21 279.15 133.44 22 286.91 138.00 23 294.50 142.83 24 301.93 147.92 25 309.17 153.27 Page 3 SOUTH1.OPT 26 316.21 158.86 27 323.06 164.71 28 329.70 170.78 29 336.12 177.09 30 342.32 183.62 31 342.51 183.84 *** simplified BISHOP FOS = 1.295 **`'r The following is a summary of the TEN most critical surfaces Problem Description Derr Pit South 1 FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x-coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. 1.295 152.82 357.32 257.07 105.15 342.51 6.368E+07 2. 1.301 169.05 363.00 262.72 111.18 364.99 8.151E+07 3. 1.304 150.92 342.59 241.98 105.65 329.68 5.397E+07 4. 1.305 152.47 367.20 266.71 105.15 347.75 6.858E+07 5. 1.306 150.88 376.98 276.57 104.15 351.78 7.295E+07 6. 1.306 174.62 311.41 210.94 116.71 342.62 5.554E+07 7. 1.313 161.83 353.29 252.52 109.67 351.74 6.857E+07 8. 1.315 163.31 375.80 275.13 109.17 364.35 8.375E+07 9. 1.319 159.38 339.88 238.88 109.67 339.29 5.875E+07 10. 1.320 178.67 306.33 205.70 119.22 344.36 5.557E+07 END OF FILE Page 4 SOUTH1EQ.OPT XSTABL File: SOUTH1EQ 3-05_** 15:48 ****************************************** * XSTABL * * Slope Stability Analysis * using the * •• Method of Slices * * Copyright (C) 1992 A 96 •• • Interactive Software Designs, Inc. •• * Moscow, ID 83843, U.S.A. '" All Rights Reserved * Ver. 5.105a 95 A 1483 * Problem Description : Derr Pit south 1 EQ SEGMENT BOUNDARY COORDINATES 5 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 103.0 100.0 103.0 2 2 100.0 103.0 355.0 188.0 3 3 355.0 188.0 377.5 188.0 3 4 377.5 188.0 382.5 188.0 4 5 382.5 188.0 420.0 188.0 3 9 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 100.0 103.0 377.4 103.0 2 2 377.4 103.0 377.5 188.0 4 3 382.5 188.0 382.6 103.0 4 4 382.6 103.0 420.0 103.0 2 5 .0 100.0 377.3 100.0 1 6 377.3 100.0 377.4 103.0 4 7 382.6 103.0 382.7 100.0 4 8 382.7 100.0 420.0 100.0 1 9 377.3 100.0 382.7 100.0 1 ISOTROPIC Soil Parameters 4 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Page 1 SOUTH1EQ.OPT Unit Moist sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 125.0 141.0 2000.0 20.00 .000 .0 1 2 125.0 141.0 100.0 18.00 .000 .0 1 3 110.0 125.0 .0 35.00 .000 .0 1 4 62.4 62.4 .0 60.00 .000 .0 1 1 water surface(s) have been specified Unit weight of water = 62.40 (pcf) water surface No. 1 specified by 5 coordinate points **** ***is is****** ************* **** PHREATIC SURFACE, **1YsYsYsY:YsYir&sYir***:Y :: ****YsY***:Y:c'.r *** Point x -water y -water NO. (ft) (ft) 1 .00 103.00 2 100.00 103.00 3 377.50 180.00 4 382.50 180.00 5 420.00 180.00 A horizontal earthquake loading coefficient of .070 has been assigned A vertical earthquake loading coefficient of .000 has been assigned BOUNDARY LOADS 2 load(s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 365.0 366.0 20000.0 90.0 2 371.0 372.0 20000.0 90.0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 2000 trial surfaces will be generated and analyzed. Page 2 SOUTH1EQ.OPT 10 surfaces initiate from each of 200 points equally spaced along the ground surface between x = 75.0 ft and x = 175.0 ft Each surface terminates between x = 325.0 ft and x = 390.0 ft unless further limitations were imposed, the minimum elevation at which a surface extends is y = 90.0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * 9.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS : The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit := -45.0 degrees Upper angular limit := -1.0 degrees Factors of safety have been calculated by the : * * * * * SIMPLIFIED BISHOP METHOD The most critical circular failure surface is specified by 31 coordinate points Point x -surf y -surf No. (ft) (ft) 1 105.15 104.72 2 114.02 103.20 3 122.94 102.00 4 131.90 101.11 5 140.88 100.54 6 149.88 100.28 7 158.88 100.33 8 167.87 100.70 9 176.84 101.38 10 185.79 102.38 11 194.69 103.69 12 203.54 105.31 13 212.33 107.24 14 221.05 109.48 15 229.69 112.02 16 238.23 114.86 17 246.66 118.00 Page 3 * * SOUTH1EQ.OPT 18 254.98 121.43 19 263.18 125.15 20 271.24 129.16 21 279.15 133.44 22 286.91 138.00 23 294.50 142.83 24 301.93 147.92 25 309.17 153.27 26 316.21 158.86 27 323.06 164.71 28 329.70 170.78 29 336.12 177.09 30 342.32 183.62 31 342.51 183.84 '`*** Simplified BISHOP FOS = 1.024 **** The following is a summary of the TEN most critical surfaces Problem Description : Derr Pit South 1 EQ FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x-coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. 1.024 152.82 357.32 257.07 105.15 342.51 6.115E+07 2. 1.028 169.05 363.00 262.72 111.18 364.99 7.831E+07 3. 1.032 150.92 342.59 241.98 105.65 329.68 5.184E+07 4. 1.033 152.47 367.20 266.71 105.15 347.75 6.589E+07 5. 1.034 150.88 376.98 276.57 104.15 351.78 7.007E+07 6. 1.035 174.62 311.41 210.94 116.71 342.62 5.342E+07 7. 1.040 161.83 353.29 252.52 109.67 351.74 6.591E+07 8. 1.041 163.31 375.80 275.13 109.17 364.35 8.049E+07 9. 1.045 159.38 339.88 238.88 109.67 339.29 5.649E+07 10. 1.047 167.29 351.01 250.09 112.19 356.94 6.919E+07 * ,r ze END OF FILE •• Page 4 WEST2.OPT XSTABL File: WEST2 3-05-** 15:44 ****************************************** XSTABL Slope Stability Analysis using the Method of Slices Copyright (C) 1992 A 96 Interactive Software Designs, Inc. Moscow, ID 83843, U.S.A. All Rights Reserved * Ver. 5.105a 95 A 1483 * ********* *********....*********** b lr****** Problem Description : Derr Pit West 2 SEGMENT BOUNDARY COORDINATES 5 SURFACE boundary segments Segment x -left y -left x -right y -right soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 103.0 100.0 103.0 2 2 100.0 103.0 325.0 178.0 3 3 325.0 178.0 347.5 178.0 3 4 347.5 178.0 352.5 178.0 4 5 352.5 178.0 420.0 178.0 3 9 SUBSURFACE boundary segments segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 100.0 103.0 347.4 103.0 2 2 347.4 103.0 347.5 178.0 4 3 352.5 178.0 352.6 103.0 4 4 352.6 103.0 420.0 103.0 4 5 .0 100.0 347.3 100.0 1 6 347.3 100.0 347.4 103.0 4 7 352.6 103.0 352.7 100.0 4 8 352.7 100.0 420.0 100.0 1 9 347.3 100.0 352.7 100.0 1 ISOTROPIC Soil Parameters 4 Soil unit(s) specified Soil Unit weight Cohesion Friction Pore Pressure Water Page 1 WEST2.OPT Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 125.0 141.0 2000.0 20.00 .000 .0 1 2 125.0 141.0 100.0 18.00 .000 .0 1 3 110.0 125.0 .0 35.00 .000 .0 1 4 62.4 62.4 .0 6O.00 .000 .0 1 1 water surface(s) have been specified unit weight of water = 62.40 (pcf) water Surface No. 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ***************kk4************** Point x -water y -water NO. (ft) (ft) 1 .00 103.00 2 100.00 103.00 3 347.50 170.00 4 352.50 170.00 5 420.00 170.00 BOUNDARY LOADS 4 load(s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 335.0 336.0 20000.0 90.0 2 341.0 342.0 20000.0 90.0 3 385.5 386.5 20000.0 90.0 4 391.5 392.5 20000.0 90.0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 2000 trial surfaces will be generated and analyzed. 10 surfaces initiate from each of 200 points equally spaced along the ground surface between x = 75.0 ft and x = 175.0 ft Page 2 WEST2.OPT Each surface terminates between x = and x = 295.0 ft 360.0 ft unless further limitations were imposed, the minimum elevation at which a surface extends is y = 90.0 ft * * • DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * •• * * 8.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS : The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit :_ -45.0 degrees upper angular limit :_ -1.0 degrees Factors of safety have been calculated by the : SIMPLIFIED BISHOP METHOD .. .. .. .. The most critical circular failure surface is specified by 28 coordinate points Point x -surf y -surf No. (ft) (ft) 1 111.18 106.73 2 118.92 104.72 3 126.75 103.06 4 134.65 101.77 5 142.59 100.83 6 150.57 100.26 7 158.57 100.06 8 166.57 100.22 9 174.55 100.74 10 182.50 101.63 11 190.40 102.89 12 198.24 104.50 13 205.99 106.47 14 213.65 108.79 15 221.19 111.45 16 228.60 114.46 17 235.87 117.81 18 242.97 121.48 19 249.91 125.48 20 256.65 129.78 21 263.19 134.39 22 269.51 139.30 23 275.60 144.49 Page 3 WEST2.OPT 24 281.44 149.95 25 287.03 155.67 26 292.36 161.64 27 297.40 167.85 28 298.34 169.11 **** Simplified BISHOP FOS = 1.301 °r :: The following is a summary of the TEN most critical surfaces Problem Description : Derr Pit West 2 FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x-coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. 1.301 159.05 275.14 175.08 111.18 298.34 3.134E+07 2. 1.315 161.59 276.37 176.06 112.69 302.12 3.284E+07 3. 1.318 166.95 281.04 180.85 114.70 312.58 3.752E+07 4. 1.322 148.25 300.54 199.97 106.16 299.16 3.485E+07 5. 1.323 154.30 318.13 217.64 107.66 319.11 4.584E+07 6. 1.328 148.51 362.01 261.92 103.14 334.86 6.360E+07 7. 1.330 157.76 275.13 174.43 111.68 295.49 3.033E+07 8. 1.335 138.92 317.55 216.98 102.14 296.59 3.594E+07 9. 1.340 155.75 284.76 183.81 110.68 298.69 3.265E+07 10. 1.340 152.10 324.80 223.97 107.16 319.64 4.709E+07 END OF FILE * Page 4 WEST2EQ.OPT XSTABL File: WEST2EQ 3-05-** 15:49 *****************************************;: * XSTABL * Slope Stability Analysis * using the Method of slices Copyright (C) 1992 A 96 Interactive Software Designs, Inc. Moscow, ID 83843, U.S.A. * All Rights Reserved * Ver. 5.105a 95 A 1483 ********************do rot*******:1*** * 4*:Y .. * Problem Description : Derr Pit West 2 EQ SEGMENT BOUNDARY COORDINATES 5 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 103.0 100.0 103.0 2 2 100.0 103.0 325.0 178.0 3 3 325.0 178.0 347.5 178.0 3 4 347.5 178.0 352.5 178.0 4 5 352.5 178.0 420.0 178.0 3 9 SUBSURFACE boundary segments segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below segment 1 100.0 103.0 347.4 103.0 2 2 347.4 103.0 347.5 178.0 4 3 352.5 178.0 352.6 103.0 4 4 352.6 103.0 420.0 103.0 4 5 .0 100.0 347.3 100.0 1 6 347.3 100.0 347.4 103.0 4 7 352.6 103.0 352.7 100.0 4 8 352.7 100.0 420.0 100.0 1 9 347.3 100.0 352.7 100.0 1 ISOTROPIC Soil Parameters 4 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure water Page 1 WEST2EQ.OPT Unit Moist sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 125.0 141.0 2000.0 20.00 .000 .0 1 2 125.0 141.0 100.0 18.00 .000 .0 1 3 110.0 125.0 .0 35.00 .000 .0 1 4 62.4 62.4 .0 6O.00 .000 .0 1 1 water surface(s) have been specified Unit weight of water = 62.40 (pcf) water surface No. 1 specified by 5 coordinate points ********icy'c*x*s':*s:*s:********* *k*-. *** PHREATIC SURFACE, Point x -water y -water NO. (ft) (ft) 1 .00 103.00 2 100.00 103.00 3 347.50 170.00 4 352.50 170.00 5 420.00 170.00 A horizontal earthquake loading coefficient of .070 has been assigned A vertical earthquake loading coefficient of .000 has been assigned BOUNDARY LOADS 4 load(s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 335.0 336.0 20000.0 90.0 2 341.0 342.0 20000.0 90.0 3 385.5 386.5 2000O.0 90.0 4 391.5 392.5 20000.0 90.0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. Page 2 WEST2EQ.OPT 2000 trial surfaces will be generated and analyzed. 10 Surfaces initiate from each of 200 points equally spaced along the ground surface between x = 75.0 ft and x _ 175.0 ft Each surface terminates between x = and x = 295.0 ft 360.0 ft unless further limitations were imposed, the minimum elevation at which a surface extends is y = 90.0 ft * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * •• * * 8.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS : The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit := -45.0 degrees upper angular limit :_ -1.0 degrees Factors of safety have been calculated by the : * .. * * * SIMPLIFIED BISHOP METHOD The most critical circular failure surface is specified by 28 coordinate points Point x -surf y -surf No. (ft) (ft) 1 111.18 106.73 2 118.92 104.72 3 126.75 103.06 4 134.65 101.77 5 142.59 100.83 6 150.57 100.26 7 158.57 100.06 8 166.57 100.22 9 174.55 100.74 10 182.50 101.63 11 190.40 102.89 12 198.24 104.50 13 205.99 106.47 14 213.65 108.79 15 221.19 111.45 Page 3 WEST2EQ.OPT 16 228.60 114.46 17 235.87 117.81 18 242.97 121.48 19 249.91 125.48 20 256.65 129.78 21 263.19 134.39 22 269.51 139.30 23 275.60 144.49 24 281.44 149.95 25 287.03 155.67 26 292.36 161.64 27 297.40 167.85 28 298.34 169.11 *** Simplified BISHOP FOS = 1.030 ** The following is a summary of the TEN most critical surfaces Problem Description : Derr Pit West 2 EQ FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x-coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. 1.030 159.05 275.14 175.08 111.18 298.34 3.011E+07 2. 1.041 161.59 276.37 176.06 112.69 302.12 3.158E+07 3. 1.044 166.95 281.04 180.85 114.70 312.58 3.609E+07 4. 1.047 148.25 300.54 199.97 106.16 299.16 3.349E+07 5. 1.047 154.30 318.13 217.64 107.66 319.11 4.405E+07 6. 1.050 148.51 362.01 261.92 103.14 334.86 6.112E+07 7. 1.054 157.76 275.13 174.43 111.68 295.49 2.917E+07 8. 1.057 138.92 317.55 216.98 102.14 296.59 3.455E+07 9. 1.061 152.10 324.80 223.97 107.16 319.64 4.528E+07 10. 1.062 155.75 284.76 183.81 110.68 298.69 3.141E+07 * * * END OF FILE Page 4 NORTH3.OPT XSTABL File: NORTH3 3-05-** 15:44 ****************************************** * XSTABL * * * * Slope Stability Analysis * * using the * Method of Slices * * * Copyright (C) 1992 A 96 • Interactive Software Designs, Inc. •• MOSCOW, ID 83843, U.S.A. * * All Rights Reserved * Ver. 5.105a 95 A 1483 * *********************************.,..*.***** Problem Description : Derr Pit North 3 SEGMENT BOUNDARY COORDINATES 5 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 103.0 100.0 103.0 2 2 100.0 103.0 355.0 188.0 3 3 355.0 188.0 377.5 188.0 3 4 377.5 188.0 382.5 188.0 4 5 382.5 188.0 505.0 188.0 3 9 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 100.0 103.0 377.4 103.0 2 2 377.4 103.0 377.5 188.0 4 3 382.5 188.0 382.6 103.0 4 4 382.6 103.0 505.0 103.0 2 5 .0 100.0 377.3 100.0 1 6 377.3 100.0 377.4 103.0 4 7 382.6 103.0 382.7 100.0 4 8 382.7 100.0 505.0 100.0 1 9 377.3 100.0 382.7 100.0 1 ISOTROPIC Soil Parameters 4 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Page 1 NORTH3.OPT Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 125.0 141.0 2000.0 20.00 .000 .0 1 2 125.0 141.0 100.0 18.00 .000 .0 1 3 110.0 125.0 .0 35.00 .000 .0 1 4 62.4 62.4 .0 60.00 .000 .0 1 1 water surface(s) have been specified Unit weight of water = 62.40 (pcf) water surface No. 1 specified by 5 coordinate points ********************************** PHREATIC SURFACE, ********************************** Point x -water y -water No. (ft) (ft) 1 .00 103.00 2 100.00 103.00 3 377.50 180.00 4 382.50 180.00 5 505.00 180.00 BOUNDARY LOADS 2 load(s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 365.0 366.0 20000.0 90.0 2 371.0 372.0 20000.0 90.0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 2000 trial surfaces will be generated and analyzed. 10 Surfaces initiate from each of 200 points equally spaced along the ground surface between x = 75.0 ft and x = 175.0 ft Each surface terminates between x = 325.0 ft Page 2 NORTH3.OPT and x = 390.0 ft unless further limitations were imposed, the minimum elevation at which a surface extends is y = 90.0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * 9.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS : The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit := -45.0 degrees Upper angular limit :_ -1.0 degrees Factors of safety have been calculated by the : * * * •• •• SIMPLIFIED BISHOP METHOD •• * * * * The most critical circular failure surface is specified by 31 coordinate points Point x -surf y -surf No. (ft) (ft) 1 105.15 104.72 2 114.02 103.20 3 122.94 102.00 4 131.90 101.11 5 140.88 100.54 6 149.88 100.28 7 158.88 100.33 8 167.87 100.70 9 176.84 101.38 10 185.79 102.38 11 194.69 103.69 12 203.54 105.31 13 212.33 107.24 14 221.05 109.48 15 229.69 112.02 16 238.23 114.86 17 246.66 118.00 18 254.98 121.43 19 263.18 125.15 20 271.24 129.16 21 279.15 133.44 22 286.91 138.00 23 294.50 142.83 24 301.93 147.92 25 309.17 153.27 Page 3 NORTH3.OPT 26 316.21 158.86 27 323.06 164.71 28 329.70 170.78 29 336.12 177.09 30 342.32 183.62 31 342.51 183.84 **** Simplified BISHOP FOS = 1.295 **** The following is a summary of the TEN most critical surfaces Problem Description : Derr Pit North 3 FOS Circle center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x-coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. 1.295 152.82 357.32 257.07 105.15 342.51 6.368E+07 2. 1.301 169.05 363.00 262.72 111.18 364.99 8.151E+07 3. 1.304 150.92 342.59 241.98 105.65 329.68 5.397E+07 4. 1.305 152.47 367.20 266.71 105.15 347.75 6.858E+07 5. 1.306 150.88 376.98 276.57 104.15 351.78 7.295E+07 6. 1.306 174.62 311.41 210.94 116.71 342.62 5.554E+07 7. 1.313 161.83 353.29 252.52 109.67 351.74 6.857E+07 8. 1.315 163.31 375.80 275.13 109.17 364.35 8.375E+07 9. 1.319 159.38 339.88 238.88 109.67 339.29 5.875E+07 10. 1.320 178.67 306.33 205.70 119.22 344.36 5.557E+07 * * END OF FILE •• Page 4 NORTH3EQ.OPT XSTABL File: NORTH3EQ 3-05-** 15:50 ****************************************** * XSTABL * * slope stability Analysis •• * using the •• * Method of Slices * * * * Copyright (C) 1992 A 96 * • Interactive Software Designs, Inc. •• * Moscow, ID 83843, U.S.A. * * * All Rights Reserved. * * Ver. 5.105a 95 A 1483 * $:oY4reY******.*sYsYsYsY****......:YeYnYnYnYsYsY***** *oYnYeY*** Problem Description : Derr Pit North 3 EQ SEGMENT BOUNDARY COORDINATES 5 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 103.0 100.0 103.0 2 2 100.0 103.0 355.0 188.0 3 3 355.0 188.0 377.5 188.0 3 4 377.5 188.0 382.5 188.0 4 5 382.5 188.0 505.0 188.0 3 9 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 100.0 103.0 377.4 103.0 2 2 377.4 103.0 377.5 188.0 4 3 382.5 188.0 382.6 103.0 4 4 382.6 103.0 505.0 103.0 2 5 .0 100.0 377.3 100.0 1 6 377.3 100.0 377.4 103.0 4 7 382.6 103.0 382.7 100.0 4 8 382.7 100.0 505.0 100.0 1 9 377.3 100.0 382.7 100.0 1 ISOTROPIC Soil Parameters 4 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Page 1 NORTH3,EQ.OPT Unit Moist sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 125.0 141.0 2000.0 20.00 .000 .0 1 2 125.0 141.0 100.0 18.00 .000 .0 1 3 110.0 125.0 .0 35.00 .000 .0 1 4 62.4 62.4 .0 60.00 .000 .0 1 1 water surface(s) have been specified Unit weight of water = 62.40 (pcf) water surface No. 1 specified by 5 coordinate points ***:Yk*** Y:Y:Y:Y*** ************:Y*,.:::::Y PHREATIC SURFACE, **** **** * ****************k:Y**** Point x -water y -water No. (ft) (ft) 1 .00 103.00 2 100.00 103.00 3 377.50 180.00 4 382.50 180.00 5 5O5.00 180.00 A horizontal earthquake loading coefficient of .070 has been assigned A vertical earthquake loading coefficient of .000 has been assigned BOUNDARY LOADS 2 load(s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 365.0 366.0 20000.0 90.0 2 371.0 372.O 20000.0 90.0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 2000 trial surfaces will be generated and analyzed. Page 2 NORTH3EQ.OPT 10 Surfaces initiate from each of 200 points equally spaced along the ground surface between x = 75.0 ft and x = 175.0 ft Each surface terminates between x = 325.0 ft and x = 390.0 ft unless further limitations were imposed, the minimum elevation at which a surface extends is y = 90.0 ft * * * ;; DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * * 9.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS : The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit := -45.0 degrees upper angular limit := -1.0 degrees Factors of safety have been calculated by the : * * * * SIMPLIFIED BISHOP METHOD * * * * The most critical circular failure surface is specified by 31 coordinate points Point x -surf y -surf No. (ft) (ft) 1 105.15 104.72 2 114.02 103.20 3 122.94 102.00 4 131.90 101.11 5 140.88 100.54 6 149.88 100.28 7 158.88 100.33 8 167.87 100.70 9 176.84 101.38 10 185.79 102.38 11 194.69 103.69 12 203.54 105.31 13 212.33 107.24 14 221.05 109.48 15 229.69 112.02 16 238.23 114.86 17 246.66 118.00 Page 3 NORTH3EQ.OPT 18 254.98 121.43 19 263.18 125.15 20 271.24 129.16 21 279.15 133.44 22 286.91 138.00 23 294.50 142.83 24 301.93 147.92 25 309.17 153.27 26 316.21 158.86 27 323.06 164.71 28 329.70 170.78 29 336.12 177.09 30 342.32 183.62 31 342.51 183.84 • * simplified BISHOP FOS = 1.024 ;x The following is a summary of the TEN most critical surfaces Problem Description : Derr Pit North 3 EQ FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x-coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. 1.024 152.82 357.32 257.07 105.15 342.51 6.115E+07 2. 1.028 169.05 363.00 262.72 111.18 364.99 7.831E+07 3. 1.032 150.92 342.59 241.98 105.65 329.68 5.184E+07 4. 1.033 152.47 367.20 266.71 105.15 347.75 6.589E+07 5. 1.034 150.88 376.98 276.57 104.15 351.78 7.007E+07 6. 1.035 174.62 311.41 210.94 116.71 342.62 5.342E+07 7. 1.040 161.83 353.29 252.52 109.67 351.74 6.591E+07 8. 1.041 163.31 375.80 275.13 109.17 364.35 8.049E+07 9. 1.045 159.38 339.88 238.88 109.67 339.29 5.649E+07 10. 1.047 167.29 351.01 250.09 112.19 356.94 6.919E+07 * * * END OF FILE '• '• '• Page 4 WELL4.OPT XSTABL File: WELL4 3-05-** 15:45 ****************************************** XSTABL slope stability Analysis using the Method of slices Copyright (C) 1992 A 96 Interactive Software Designs, Inc. Moscow, ID 83843, U.S.A. All Rights Reserved ver. 5.105a 95 A 1483 ********************:::******************** Problem Description : Derr Pit well 4 SEGMENT BOUNDARY COORDINATES 3 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 103.0 100.0 103.0 2 2 100.0 103.0 355.0 188.0 3 3 355.0 188.0 505.0 188.0 3 2 SUBSURFACE boundary segments segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below segment 1 100.0 103.0 505.0 103.0 2 .0 100.0 505.0 100.0 ISOTROPIC Soil Parameters 2 1 4 soil unit(s) specified soil unit weight Cohesion Friction Pore Pressure water Unit Moist sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 125.0 141.0 2000.0 20.00 .000 .0 1 2 125.0 141.0 100.0 18.00 .000 .0 1 3 110.0 125.0 .0 35.00 .000 .0 1 4 62.4 62.4 .0 60.00 .000 .0 1 Page 1 WELL4.OPT 1 water surface(s) have been specified Unit weight of water = 62.40 (pcf) water surface No. 1 specified by 4 coordinate points b*****s: *****s: ** *********** : s:....... • PHREATIC SURFACE, ***********7k******************** Point x -water y -water No. (ft) (ft) 1 .00 103.00 2 100.00 103.00 3 420.00 180.00 4 505.00 180.00 BOUNDARY LOADS 2 load(s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 365.0 366.0 20000.0 90.0 2 371.0 372.0 20000.0 90.0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 2000 trial surfaces will be generated and analyzed. 10 surfaces initiate from each of 200 points equally spaced along the ground surface between x = 75.0 ft and x = 175.0 ft Each surface terminates between x = 325.0 ft and x = 390.0 ft unless further limitations were imposed, the minimum elevation at which a surface extends is y = 90.0 ft * * • * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * •• Page 2 WELL4.OPT 9.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS : The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit :_ -45.0 degrees upper angular limit := -1.0 degrees Factors of safety have been calculated by the : • •• •• SIMPLIFIED BISHOP METHOD The most critical circular failure surface is specified by 31 coordinate points Point x -surf y -surf No. (ft) (ft) 1 105.15 104.72 2 114.02 103.20 3 122.94 102.00 4 131.90 101.11 5 140.88 100.54 6 149.88 100.28 7 158.88 100.33 8 167.87 100.70 9 176.84 101.38 10 185.79 102.38 11 194.69 103.69 12 203.54 105.31 13 212.33 107.24 14 221.05 109.48 15 229.69 112.02 16 238.23 114.86 17 246.66 118.00 18 254.98 121.43 19 263.18 125.15 20 271.24 129.16 21 279.15 133.44 22 286.91 138.00 23 294.50 142.83 24 301.93 147.92 25 309.17 153.27 26 316.21 158.86 27 323.06 164.71 28 329.70 170.78 29 336.12 177.09 30 342.32 183.62 31 342.51 183.84 **** Simplified BISHOP FOS = 1.458 Page 3 * * * * WELL4.0PT The following is a summary of the TEN most critical surfaces Problem Description : Derr Pit Well 4 FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x-coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. 1.458 152.82 357.32 257.07 105.15 342.51 6.998E+07 2. 1.464 169.05 363.00 262.72 111.18 364.99 8.955E+07 3. 1.466 174.62 311.41 210.94 116.71 342.62 6.086E+07 4. 1.469 150.92 342.59 241.98 105.65 329.68 5.931E+07 5. 1.471 152.47 367.20 266.71 105.15 347.75 7.542E+07 6. 1.473 150.88 376.98 276.57 104.15 351.78 8.024E+07 7. 1.479 161.83 353.29 252.52 109.67 351.74 7.535E+07 8. 1.481 178.67 306.33 205.70 119.22 344.36 6.086E+07 9. 1.483 163.31 375.80 275.13 109.17 364.35 9.211E+07 10. 1.485 159.38 339.88 238.88 109.67 339.29 6.456E+07 * •• •• END OF FILE •• Page 4 WELL4EQ.OPT XSTABL File: WELL4EQ 3-05-** 15:47 ****************************************** * XSTABL * * * * slope stability Analysis •• * using the •• * Method of Slices •• * * * Copyright (C) 1992 A 96 * Interactive Software Designs, Inc. •• Moscow, ID 83843, U.S.A. * * * * All Rights Reserved * * ver. 5.105a 95 A 1483 * ****************************************** Problem Description : Derr Pit well 4 EQ SEGMENT BOUNDARY COORDINATES 3 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below segment 1 .0 103.0 100.0 103.0 2 2 100.0 103.0 355.0 188.0 3 3 355.0 188.0 505.0 188.0 3 2 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 100.0 103.0 505.0 103.0 2 2 .0 100.0 505.0 100.0 1 ISOTROPIC Soil Parameters 4 soil unit(s) specified Soil unit weight cohesion Friction Pore Pressure water Unit Moist sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 125.0 141.0 2000.0 20.00 .000 .0 1 2 125.0 141.0 100.0 18.00 .000 .0 1 3 110.0 125.0 .0 35.00 .000 .0 1 4 62.4 62.4 .0 60.00 .000 .0 1 Page 1 WELL4EQ.OPT 1 Water surface(s) have been specified Unit weight of water = 62.40 (pcf) Water Surface No. 1 specified by 4 coordinate points *** *X**of******** ***k****** * ** PHREATIC SURFACE, **..***. *. : ****** **: :** ********* Point x -water y -water No. (ft) (ft) 1 .00 103.00 2 100.00 103.00 3 420.00 180.00 4 505.00 180.00 A horizontal earthquake loading coefficient of .070 has been assigned A vertical earthquake loading coefficient of .000 has been assigned BOUNDARY LOADS 2 load(s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 365.0 366.0 20000.0 90.0 2 371.0 372.0 20000.0 90.0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 2000 trial surfaces will be generated and analyzed. 10 surfaces initiate from each of 200 points equally spaced along the ground surface between x = 75.0 ft and x = 175.0 ft Each surface terminates between x = 325.0 ft and x = 390.0 ft Page 2 WELL4EQ.OPT Unless further limitations were imposed, the minimum elevation at which a surface extends is y = 90.0 ft * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * * 9.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS : The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit := -45.0 degrees Upper angular limit :_ -1.0 degrees Factors of safety have been calculated by the : * * * * * SIMPLIFIED BISHOP METHOD The most critical circular failure surface is specified by 31 coordinate points Point x -surf y -surf No. (ft) (ft) 1 105.15 104.72 2 114.02 103.20 3 122.94 102.00 4 131.90 101.11 5 140.88 100.54 6 149.88 100.28 7 158.88 100.33 8 167.87 100.70 9 176.84 101.38 10 185.79 102.38 11 194.69 103.69 12 203.54 105.31 13 212.33 107.24 14 221.05 109.48 15 229.69 112.02 16 238.23 114.86 17 246.66 118.00 18 254.98 121.43 19 263.18 125.15 20 271.24 129.16 21 279.15 133.44 22 286.91 138.00 23 294.50 142.83 24 301.93 147.92 25 309.17 153.27 26 316.21 158.86 27 323.06 164.71 Page 3 WELL4EQ.OPT 28 329.70 170.78 29 336.12 177.09 30 342.32 183.62 31 342.51 183.84 **** Simplified BISHOP FOS = 1.156 **** The following is a summary of the TEN most critical surfaces Problem Description : Derr Pit well 4 EQ FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x-coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. 1.156 152.82 357.32 257.07 105.15 342.51 6.741E+07 2. 1.160 169.05 363.00 262.72 111.18 364.99 8.629E+07 3. 1.164 174.62 311.41 210.94 116.71 342.62 5.868E+07 4. 1.165 150.92 342.59 241.98 105.65 329.68 5.716E+07 5. 1.167 152.47 367.20 266.71 105.15 347.75 7.268E+07 6. 1.168 150.88 376.98 276.57 104.15 351.78 7.733E+07 7. 1.174 161.83 353.29 252.52 109.67 351.74 7.265E+07 8. 1.176 163.31 375.80 275.13 109.17 364.35 8.881E+07 9. 1.176 178.67 306.33 205.70 119.22 344.36 5.873E+07 10. 1.179 159.38 339.88 238.88 109.67 339.29 6.226E+07 * * * END OF FILE * * Page 4 APPENDIX D J&T Consulting, Inc. Broken Arrow Investments, LLC - Derr Pit Project Slope Stability Analysis . r*•• ,.,. .J::.S!!mT'L.aJw,..'S: T•Y}'!.f1GR!@! _ . t'ITi1 PRELIMINARY SAND AND GRAVEL MINERAL EVALUATION 30 -ACRE PARCEL - NORTH OF 8T" STREET AND EAST OF BALSAM AVENUE NORTHEAST 1/4 OF SECTION 4, TOWNSHIP 5 NORTH, RANGE 65 WEST GREELEY, WELD COUNTY, COLORADO TERRACON PROJECT NO. 20015242 JANUARY 11, 2002 Prepared for: DUST & DIRT EXCAVATING, LLC P.O. BOX 2295 GREELEY, COLORADO 80632 ATTN: MR. DOUG AND DARWIN DERR Prepared by: Terracon 301 North Howes Street Fort Collins, Colorado 80521 lierracon January 11, 2002 Dust & Dirt Excavating, LLC P.O. Box 2295 Greeley, Colorado 80632 Attn: Mr. Doug and Darwin Derr lierracon 301 N. Howes • P.O. Box 503 Fort Collins. Colorado 80521.0503 (970) 484.0359 Fax: (970) 484.0454 Re: Preliminary Sand and Gravel Mineral Evaluation Approximate 29 -Acre Parcel Located North of 8t" Street and East of Balsam Avenue Northeast 1/4 of Section 4, Township 5 North, Range 65 West Greeley, Weld County, Colorado Terracon Project No. 20015242 Terracon has completed a preliminary sand and gravel mineral evaluation for the approximate 29 -acre parcel situated on the east side of Balsam Avenue, approximately %Z - mile north of eh Street, south of the Eaton Ditch in east Greeley, Colorado. This study was performed in general accordance with our Proposal No. D2001357 dated October 16, 2001. The results of our engineering study, including the boring location diagram, laboratory test results, test boring records conducted by Terracon and Layne -Western, and the conclusions and recommendations needed to aid in the consideration of this tract of land to be utilized as a sand and gravel pit from a geotechnical point of view are attached. Further details are provided in this mineral evaluation report. We appreciate the opportunity to be of service to you on this phase of your project. If you have any questions concerning this report, or if we may be of further service to you, please feel free to contact us at your convenience. Sincerely, TERRACON ©0 RE`v� �o�°��o n i��°:rep c>;ita o -S... (0. cl -**#.--.......4 I e 27712 ii David A. Richer, P. Vl••......••4‘r Geotechnical Enginee 1kt Manager Copies to: Addressee (4) ```,��tltlllllttlltt►►,s .AS c;•1O4'vG ✓ � ms ug . J• •e, P.E. v3 26O84 )�3" :„/ONAL ffice Manager "'�e\-�,,,�,,,,,, 4.'. nittttttttt,, Arizona ■ Arkansas ■ Colorado MI Georgia ■ Idaho 111 !Slots ■ Iowa IS Kansas I Kentucky ■ Minnesota A Missouri ■ Montana Nebraska • Nevada Si New Mexico ■ Oldahoma IS Tennessee ■ Texas ■ Utah ■ Wisconsin ■ Wyoming Quality Engineering Since 1965 • TABLE OF CONTENTS Letter of Transmittal INTRODUCTION PROPOSED CONSTRUCTION SITE EXPLORATION Field Exploration Laboratory Tests Page No. 1 1 1 2 2 SITE CONDITIONS 3 SUBSURFACE CONDITIONS Geology Soil and Bedrock Conditions Field and Laboratory Test Results CONCLUSIONS AND DISCUSSION GENERAL COMMENTS APPENDIX A Vicinity Map — Figure 1 Soil Conservation Weld County, Colorado Map — Figure 2 Site Plan and Boring Location Diagram — Figure 3 Log of Borings — Terracon Test Boring Nos. 1, 2, and 3 and Layne-Westem Boring Nos. B-1, B-2, B-3, and B-4 APPENDIX B Grain -Size Distribution Curves APPENDIX C General Notes ii 3 3 4 5 5 6 PRELIMINARY SAND AND GRAVEL MINERAL EVALUATION 30 -ACRE PARCEL NORTH OF r STREET AND EAST OF BALSAM AVENUE NORTHEAST'/. OF SECTION 4, TOWNSHIP 5 NORTH, RANGE 65 WEST GREELEY, WELD COUNTY, COLORADO TERRACON PROJECT NO. 20015242 JANUARY 11, 2002 INTRODUCTION This report contains the results of our preliminary sand and gravel mineral evaluation for an approximate 29 -acre parcel situated on the east side of Balsam Avenue, approximately 1/2 -mile north of 8th Street, south of the Eaton Ditch in east Greeley, Colorado. The site is generally located in the North 1/4 of Section 4, Township 5 North, Range 65 West of the 6th P.M., Weld County, Colorado. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: • subsurface soil and bedrock conditions • groundwater conditions • physical properties and estimated quantities of overburden and granular materials. The conclusions and recommendations contained in this report are based upon the results of our field and laboratory testing, engineering analyses, and experience with similar soil conditions, and our understanding of the proposed project. PROPOSED CONSTRUCTION Based on the information provided, it is Terracon's understanding approximately 29 -acres of land situated on the east side of Balsam Avenue, approximately '/z mile north of el Street (Highway 263), south of the Eaton Ditch, presently being utilized as grazing and/or agricultural property as well as for the Oil Industry, is to be considered for a future gravel pit for the mining and extraction of sand and gravel reserves. SITE EXPLORATION The scope of the services performed for this project included a site reconnaissance by an engineering geologist, a subsurface exploration program, limited laboratory testing and engineering analysis. 1 p s s Preliminary Sand and Gravel Mineral Evaluation 29 Acre Parcel - East of Balsam Avenue Greeley, Weld County, Colorado Project No. 20015242 Field Exploration Terracon A total of 7 test borings were drilled at the site during month of November of 2001. Terracon drilled 3 test borings, (identified as Test Boring Nos. 1, 2, and 3 shown on the enclosed Site Plan, Figure 3) on November 5 and 6, 2001 to approximate depths of 75 to 90 -feet below existing site grades. These 3 borings were advanced with a CME 75 truck -mounted drilling rig, utilizing 4 -1/4 -inch inside diameter hollow stem augers. After completing the first three borings, the client elected to obtain a specialized drill rig capable of extending the test borings to the bedrock stratum by means of air rotary equipment. An air rotary rig from Layne-Westem of Denver, Colorado, with assistance from the clients conducted the remaining 4 test borings, (identified as Test Boring Nos. B-1, B-2, B-3, and B-4 shown on the enclosed Site Plan, Figure 3) and logged the depths of the soil stratification to bedrock. These test borings extended to approximate depths of 82 to 90 -feet below existing site grades. The borings were located in the field by measurements from existing site features at the direction of Doug and Darwin Derr. After completing the related field services, the client hired a land surveyor, which provided the appropriate boring locations and elevations as presented in this report. Continuous lithologic logs of each boring drilled by Terracon (Test Boring Nos. 1, 2, and 3) were recorded by the engineering geologist during the drilling operations. At selected intervals, samples of the subsurface materials from these test borings were taken by driving a split -spoon sampler. Auger cutting samples from the air rotary Layne -Western Test Boring Nos. B-1, B-2, B-3, and B-4, were obtained by the client at selected intervals and were delivered to Terracon's Greeley office for further evaluation and laboratory testing. Penetration resistance measurements were obtained by driving the split -spoon into the subsurface materials with a 140 -pound hammer falling 30 inches for the Terracon test borings. These penetration resistance values are a useful index to the consistency, relative density or hardness of the materials encountered. Groundwater measurements were made in Test Boring Nos. 1, 2, and 3 at the time of the initial site exploration. Groundwater measurements were not recorded or provided to Terracon for the Layne -Western borings prior to preparation of this report. Laboratory Testing All samples retrieved during the field exploration for Test Boring Nos. 1, 2, and 3 and the composite samples collected by the client for the Layne -Western borings were returned to the laboratory for observation by the project geotechnical engineer, and were classified in 2 Preliminary Sand and Gravel Mineral Evaluation 29 Acre Parcel — East of Balsam Avenue Greeley, Weld County, Colorado Project No. 20015242 Terracon accordance with the Unified Soil Classification System described in Appendix C. Samples of bedrock were classified in accordance with the general notes for Bedrock Classification. At that time, the field descriptions were confirmed or modified as necessary and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. Boring logs were prepared and are presented in Appendix A. Selected soil samples were tested for the following engineering properties: • Water content • Grain size distribution Laboratory test results are presented in Appendix B. All laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards. SITE CONDITIONS The site is presently utilized as agricultural land and/or grazing land as well as by the Oil Industry. The site is relatively flat exhibiting positive surface drainage in the southeast direction. South of the site is vacant, undisturbed land typical in terrain as the subject site. West of the site is Balsam Avenue and north id the Eaton Ditch. The Cache La Poudre River is situated approximately 1 -mile south of the site. An abandoned gravel pit is located directly west of the subject site on the west side of Balsam Avenue. SUBSURFACE CONDITIONS Geology The proposed area is located within the Colorado Piedmont section of the Great Plains physiographic province. The Colorado Piedmont, formed during Late Tertiary and Early Quaternary time (approximately 2,000,000 years ago), is a broad, erosional trench, which separates the Southern Rocky Mountains from the High Plains. Structurally, the site lies along the western flank of the Denver Basin. During the Late Mesozoic and Early Cenozoic Periods (approximately 70,000,000 years ago), intense tectonic activity occurred, causing the uplifting of the Front Range and associated downwarping of the Denver Basin to the east. Relatively flat uplands and broad valleys characterize the present-day topography of the Colorado Piedmont in this region. The site is underlain by the Cretaceous Pierre Formation at approximate depths of 68 to greater than 90 -feet below existing site grades. The bedrock is 3 Preliminary Sand and Gravel Mineral Evaluation 29 Acre Parcel — East of Balsam Avenue Greeley, Weld County, Colorado Project No. 20015242 Terracon overlain by alluvial sands, gravels and clays of Pleistocene and/or Recent Age. The sand and gravel represent an ancient Terrace of the Poudre River. Soil and Bedrock Conditions The following describes the characteristics of the primary soil strata encountered at the site in order of increasing depths, along with current groundwater conditions: •. Overburden Material - The overburden material consisted of slightly cohesive silty clayey sand (SC) with trace amounts of gravel and/or cobbles. This material was generally encountered at the surface and extended to depths of approximately 2-1/2 to 7 -1/2 -feet below the surface. An approximate 3 to 7 -foot Sandy Lean Clay lens was encountered at increased depths in Test Boring Nos. 1, 2, and 3 at approximately 47 to 56 -feet below site grades. The silty clayey sand layers are relatively fine in nature, medium dense in relative density and moist in -situ, whie the clay layers are medium stiff to stiff in consistency and saturated. • Silty Sand with Gravel and Cobbles: - Well Graded Sand with Gravel, Well Graded Sand with Silt, Poorly Graded Sand with Gravel, Poorly Graded Gravel with Sand, Poorly Graded Gravel with Silt and Sand, Well Graded Sand with Gravel, and Well Graded Gravel with Sand — These strata were encountered in all borings at approximate depths of 2-1/2 to 7- 1/2 feet below the surface, and extended to the bedrock below in all but Test Boring Nos. B-3, and B-4, where bedrock was not encountered to maximum depths of exploration, 90 - feet. The sand and gravel stratum is poorly graded to well graded, loose to dense, contains moderate amounts of silt, and is moist to wet in -situ. It is estimated that the maximum size of gravel, and/or cobbles encountered with depth is typically less than 6 - inches diameter. • Weathered Claystone/Siltstone Bedrock - The bedrock stratum was encountered below the sand and gravel layer at approximate depths 68 to greater than 90 -feet feet below existing site grades. • Groundwater - Groundwater was encountered in Test Boring Nos. 1, 2, and 3 at approximate depths of 4 to 4 -1/2 -feet below the surface at the time of the initial exploration. Water measurements were not recorded for the Layne-Westem test borings. However, it is anticipated that water levels would be relatively consistent at approximate depths of 4 to 6 -feet below site grades. Water levels in this area are subject to change due to seasonal variations and fluctuations in irrigation practices. 4 Win w Preliminary Sand and Gravel Mineral Evaluation 29 Acre Parcel — East of Balsam Avenue Greeley, Weld County, Colorado Project No. 20015242 Terracon The stratification boundaries shown on the enclosed boring logs represent the approximate locations of changes in soil types; in -situ, the transition of materials may be gradual. According to the Soil Survey of Weld County, Colorado and as shown on the enclosed soil conservation map, Figure 2 in Appendix A, the soils at the site consist of: 3 — Aquolls and Aquents, gravelly substratum -.1 10 — Bankard sandy loam, 0 to 3 percent slopes. • 68 — Ustic Torriorhents, moderately steep. V'l"rjA " Field and Laboratory Test Results Field test results indicate that the overburden silty clayey sand layers are medium dense in relative density. The coarse sand with gravel stratum varies from loose to dense in relative density and the bedrock stratum vales from weathered to hard with depth. CONCLUSIONS AND DISCUSSION It is Terracon's understanding that the area under evaluation, approximately 29 -net acres, based on plan line dimensions, is being considered as a potential gravel pit. Based on this preliminary investigation and number of test borings drilled at the site, it is Terracon's opinion the sand with gravel material encountered during the field exploration at various depths is suitable for use as construction aggregate material. T-... The sand and gravel materials appear to satisfy the quality requirements to meet Colorado Department of Transportation specifications for Class 1 Structure Backfill, Class 1 to 3 Aggregate Base Course and could be processed to obtain Class 6 and 7 Aggregate Base Course if the course aggregate meets durability requirements. The gravel encountered appears to be of good quality and contains durable rock fragments composed of igneous and `�amorphic rock fragments. The overburden thickness encountered in the test borings ranges from approximately 2-1/2 to 11 -feet in thickness. The underlying granular sand with gravel strata thicknesses encountered during the drilling operations, (based on available information provided to Terracon for the Layne -Western borings) ranges from approximately 57 to 84 -112 -feet. Based on these thicknesses, plan line dimensions for the proposed 29 -acre parcel, and approximate areas of potential mining operations, there are approximately 0.3 million cubic yards of overburden material that will have to be removed to obtain approximately 3.5 million cubic yards of sand and gravel material. Hence, the average ratio of sand and gravel volume to overburden 5 Preliminary Sand and Gravel Mineral Evaluation 29 Acre Parcel -- East of Balsam Avenue Greeley, Weld County, Colorado Project No. 20015242 Terracon volume is approximately 11.6. The above referenced quantities are strictly estimated values based upon average thickness of layers, average depth to bedrock and straight-line plan dimensions. These estimates do not account for variations of thicknesses, actual areas of mining and/or anticipated cut slopes. Variations may be encountered in the field when gravel extraction/mining operations take place. Safe distances should be kept from property lines, roads,, and waterways. Since the sand and gravel strata was encountered below the groundwater, temporary dewatering of the gravel pit or use of a drag line will be required to remove the sand and gravel material. Excavation and possibly dewatering of the pit should be performed in such a manner as to protect the adjacent properties, roads, railroads and waterways. GENERAL COMMENTS Variations in overburden and sand and gravel stratum thicknesses, the quantity of the sand and gravel, as well as the soil and groundwater conditions, may exist between test borings. These variations may not become evident until gravel/mining operations take place. Additional test borings, test pits, and laboratory analysis may be required prior to the proposed gravel/mining operations to more accurately evaluate the quantity and quality of the granular materials encountered at the site. 6 1 1 1 • $ t 1 41542 \ e 3. •., ^...! S wi St � A L E Y 1. �J -----Y' D' 4.40r.":44, BL7S 4686 .ii T •'tlr....•li• g 1 IA. • f \ \ le f •s4 s tir. ,��•� • nla we \ 4 � `'C;... v A\ • � •set I ��... ',, �. ' •�,.a `.,,1 . e , v rte-•'• a 7'r• `1..�• O p ;e • y 8th S t i _,1-3•0I, . •r• �.:.: a `r'__.' _.. ,w:::t r a it L' _ c•! �.. 00 7 },I.... fir',."�':S:v s''''.: y'r '6. d �' v r' L `4 �� q' �i \ y�.4- -, a r 1 . .JiCFcC%•n• ,�� ! • lr '••l111i t '•I ..-t,,, L, J • t,'....9s11 .... ,. q h ,alt ^, F d -rx1' i t �! S ® li • Y �. f%r d __ a.s. ao �. rla 5 ^ u I 4�7 1r:V'q u �t .M iit. • a .. r :: ..a, ,:_ 1 ._.. i : ! 1 se x} ,• i' ,01' I'. - :Ii°• ,4° o.0 • a a �' a ° i, s , - "'+.. •• , K � Jq 54644;1'4'4441..,,,;;;\?.,;'-.;4::;.,44) ac , •� ''';,-;";'-'44‘1 u F t I. e• li', .: #1,,,_ 4$4 n DIAGRAM IS FOR GENERAL LOOAfGN ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES: r rrQJcct Mngn Daa,gned t FIGURE I : SITE VICINITY MAP PROPOSED DERR GRAVEL PIT EAST OF t3ALSAM AVE.. NORTH OF 8th 5T. GR1rELeY, COLORADO DAR (hacked Br DAR Approved Dy, DAR 1rerracon 301 N. Howes Street Fort Colima. Colorado 80521 oram, m,, Projeet Na. Scale: Date: Fite Noma 5242fIG I Nunn No. ls"A 20015242 NT5 1/10/02 5DC t -••44"*. , l _ +.yore u�• C a RON 5 FOR 0,057.N., LOCAnon COLE PAO 5 NOT !RtENCW FOR CONSINUCION PURPOSES. FIGURE 2: SOIL CONSERVATION MAP PROPOSED DERR GRAVEL PIT CAST Or ax5ANA AVE— NORTH OF Cch 5T. GREELEY. COLORADO • qr °"`,. Ra' 20015242 CAR 1rerrac n — ,•- tea Ore: o N102 OAR 301 N. r.r...., 5Ge06 Part Gem's, G.,olo.aCo 6052! O.a+. 5, 90G CPR 5242r1G2 nye..e. 2 j i aT ...„.m o -,,,,n14•00 MGR,. s ,OR :EKRAL tecxrrn .W) :s .W'r NiENGEO FOR GGNsiW.l51T . PuhPGSES / LEGEND Alop TEST BORING NOs. I , 2 $ 3 DRILLED 5Y TERRAGON ON NOVEMBER 5 C G, 2001 T E5 T BORING NO5. S. I. 5-2, B-3 * 5-4 U DRILLED BY LAYNE-WESTERN Project to.. FIGURE 3: 5ITE DIAGRAM PRO?05ED DERR GRAVEL PIT `A5T OP EIAL5AM AVE.. NORTPI OP Bch 5-+_ GrFOZr. COLORADO DAR ,rerrac 30. N. ',cote, 50cot. o< fdcnen ..5C?2, Pre'm. 5242PG3 Project evooto Paso. tic 200,2242 .' (20' i I I I i i i i i LOG OF BORING NO. 1 Page 1 of 2 CLIENT Doug and Darwin Derr ARCHITECT / ENGINEER SITE N/E Corner of Balsam Avenue &. 8th Street Greeley, Colorado PROJECT Derr Gravel Pit GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 4628.64 ft DEPTH. IL USCS SYMBOL SAMPLES TESTS NUMBER RECOVERY. in. ia cari m WATER CONTENT. % DRY UNIT WT pci UNCONFINED STRENGTH. psi %�'� �4 SILTY CLAYEY SAND trace GRAVEL Tan, brown, dry to moist, loose " Intermittent Sandy Lean Clay Layers U3_241— •• :• • • . • :' : ;•• ,.:: ,, f . '• '= SILTY SAND with GRAVEL 5 — 1 SS 12 4 ~ 16 7 = r Tan, brown, moist to wet, loose to medium dense " Classified as Poorly Graded Sand with Gravel 25 4603.5 1l) — 7 SS 12 18 14 6 — 15 - 3 SS 12 26.. 128 .- 20 4 SS 12 17 15 1 25 - — — • n :'''• '• '; • :.� ' SILTY SAND trace GRAVEL Tan, brown, moist to wet, loose to medium dense * Classified as Well Graded Sand with Silt 4579.5 30- 5 SS 12 9 — .217 40 - A SS 12 24 17 fl — w Continued Next Page so 7 SS 12 7 99 7 - — g. The stratification lines represent the approximate boundary lines Vbetween soil and rock types: in -situ, the transition may be gradual. g WATER LEVEL OBSERVATIONS, ft BORING STARTED 11-5-01 WL V 4 WD X 3.8 AB BORING BORING COMPLETED 11-5-01 WL $ V' I. 1 RIG CME-75 FOREMAN ARS lWL • Water Checked 24 Hrs. AB APPROVED DAR JOB # 20015242 is LOG OF BORING NO. 1 Page 2 of 2 CLIENT Doug and Darwin Derr ARCHITECT / ENGINEER SITE NM Corner of Balsam Avenue & 8th Street Greeley, Colorado PROJECT Derr Gravel Pit GRAPHIC LOG DESCRIPTION x. o m y CO SAMPLES TESTS m z i > ir Z 0ea o: Z o z CC'''. w z Zo r SANDY LEAN CLAY 55 — Tan, gray, moist to wet, stiff to very stiff 58 4572.5 SILTY SAND with GRAVEL , .' Tan, brown, moist to wet, loose to medium dense 88 4560.5 S0 - R SS 19 Sr) 11 q 65- _ 0- _ = _ WEATHERED SILTSTONE/CLAYSTONE 7t Gray, moist, moderately hard 4557.5 SILTSTONE/ccLAYSTONt: Gray, moist, hard to very hard 4553.5 — q AC 15 a BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED Z 11-5-01 - 4 WD 3.8 AB BORING COMPLETED WL X It err 11-5-01 CQn RIG CME 75 1 FOREMAN WL _ ARS : Water Checked 24 Hrs. AB _ APPROVED DAR JOB # 20015242,, r LOG OF BORING NO. 2 Page 1 of 2 zf CLIENT Doug and Darwin Derr ARCHITECT / ENGINEER SITE N/E Corner of Balsam Avenue & 8th Street Greeley, Colorado PROJECT Derr Gravel Pit SAMPLES TESTS O xo DESCRIPTION Approx. Surface Elev.: 4630.12 ft 1U m 8 w E Z a c > w > w a z a, v, m a� z o: a il �" t— z a' a - w �- LL( z 6 g m SANDY LEAN CLAY trace GRAVEL and _ ' �, 3 COBBLES — — Tan, gray, moist to wet, stiff to very stiff 4627 —' : t. ;. , SI A ith GRAV — Tan, brown, moist to wet, loose to medium 5 z _ SS 12 17 in s dense ' Cobbles Encountered .'- 10 2 SS. 17• 17 15q • Classified Silty Gravel as with Sand 15 - a SS 12 7R 15n 20 - 4 SS 12 EA 15 4 25 4605 - - SILTY SAND trace GRAVEL 25 _ t Tan, brown, moist to wet, loose to medium dense = -_ 30.= 35 5 ES 17 2R 71 R !:— 40= 45- •': ' :: g0 R ES 17 R7 1A 7 Continued Next Page _ _ 5 The stratification lines represent the approdimate boundary t between soil and rock types: In -situ, the transition may lines be gradual. i WATER LEVEL OBSERVATIONS, ft BORING STARTED. 11-5-01 WL V.4,6 WD BORING COMPLETED 11-6-01 L IX err aeon RIG CME-75 FOREMAN AR5 ;� WL Initial Water Level Reading APPROVED DAR JOB # 20015242 LOG OF BORING NO. 2 Page 2 of 2 CLIENT Doug and Darwin Derr ARCHITECT / ENGINEER SITE N/E Corner of Balsam Avenue & 8th Street Greeley, Colorado PROJECT Derr Gravel Pit 0 DESCRIPTION e; c. 0 l m ;� j SAMPLES TESTS 2 z a F a V cc H-0 ow bq �Z 3w° >- a� �� z OF OW Dy :• : • :r; ' SILTY SAND trace GRAVEL — — � - - so — '— es— 70-- 75-- 80- = _ Tan, brown, moist to wet, loose to medium dense 56 4574 lf/l.060 SANDY LEAN CLAY Tan, gray, moist to wet, stiff to very stiff 4570 ' . •' '. ;�. r ' SILTY SAND with GRAVEN Tan, brown, moist to wet, loose to medium dense V/4 82 WEATHERED SILTSTONE/CLAYSTONE 4548 \Grayy,, moist, moderately hard aa.9 SILTSTONEICLAYSTONE 4546 ;t 00/U.4 20.1IGray, I I i > CfC i moist, hard to very hard 11* Intermittent Sandstone Lenses BOTTOM OF BORING The stratification lines represent the approximate boundary lines 0 between soil and rock types in -situ, the transition msy be gradual. 1 WATER LEVEL OBSERVATIONS, ft .. lferracon _ BORING STARTED 11-5-01 a WL $� 4.5 WD - BORING COMPLETED 11-6-01 I " It RIG CME-75 FORE MAN ARS i WL Initial Water Level Reading APPROVED DAR JOB # 20015242, i I I I i i i i i I I I I I I i LOG OF BORING NO. 3 Page 1 of 2 CLIENT Doug and Darwin Derr ARCHITECT / ENGINEER SITE WE Corner of Balsam Avenue & 8th Street Greeley, Colorado PROJECT Derr Gravel Pit ;.GRAPHIC LOG DESCRIPTION Approx Surface Elev.: 4630.58 ft o USCS SYMBOL SAMPLES TESTS NUMBER TYPE RECOVERY, in. zten kO m m WATER CONTENT, % isd JMJJNI} AM0 UNCONFINED STRENGTH, psi SANDY LEAN CLAY trace GRAVEL, 2.5 Tan, gray, moist to wet, stiff to very stiff am ' ;.;;: :;.,: SILTY SAND with GRAVEL Tan, brown, moist to wet, loose to medium V dense * Cobbles Encountered * Classified as Well Graded Sand with Gravel 4600.5 5 — 1 SS 17 15 111 10-- - 15 2 SS 12 26 115 20- — R SS 19 41 15 4 50 - - 3 — 35- • is ' • - .` '2 :.: ;' ,r• j.• ••:''' SILTY SANP trace GRAVELS Tan, brown, moist to wet, loose to medium dense 47 4583.5 40— 4 AS 12 3n 164 - 45-- - 50— �� SANDY LEAN CLAY Tan, gray, moist to wet, stiff to very stiff 4580.5 Continued Next Page The stratification lines represent the approximate boundary lines between sop and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft 1.ierrIcon BORING STARTED 1143-01' WL Z 4.5 WD X BORING COMPLETED 11-6-01 Z I RIG CME-75 FOREMAN ARS ILWL WL Initial Water Level Reading APPROVED DAR JOB # 20015242, LOO OF BORING NO. 3 Page 2 of 2 CLIENT Doug and Darwin Derr ARCHITECT / ENGINEER SITE NM Comer of Balsam Avenue & 8th Street • Greeley, Colorado PROJECT Derr Gravel Pit GRAPHIC LOG DESCRIPTION DEPTH, ft. USCS SYMBOL SAMPLES TESTS - NUMBER TYPE RECOVERY, in. iw z COCO WATER CONTENT, % DRY UNITWT pcf UNCONFINED STRENGTH, psf .. : ;: :. ••l+, ;. •f ::./::::_ :.,; : SILTY SAND with GRAVEL — Tan, brown, moist to wet, loose to medium dense Cobbles Encountered 4544.5 55 - 5 RS 12 56 1A 4 1 so 65- 70— R Ar: 147 75-1 80-- _ 85 -- a *A'81 *A' 87' WEATHERED SILTST9NEJCLAYSTONE 4543.5 ‘GraY, moist, moderately hard `-1Gray, STO sa Alt1 T 8 mo hard to 57 very hard BOTTOM O BORING The stratification lines represent the approximate boundary fines between soil and rock types: M -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 11-6-01 WL $ 4.5 WD X BORING COMPLETED 11.6-01 Z lrerracan wL Z RIG GME-75 FOREMAN ARS I WL. Initial Water Level Reading . APPROVED DAR JOB # 20015242 i i i i I I I I i i i i i CLIENT Doug and Darwin Derr SITE N/E Corner of Balsam Avenue & 8th Street PROJECT Greeley, Colorado O DESCRIPTION Approx. Surface Elev.: 4628.24 ft SANDY LEAN CLAY. trace GRAVEL Tan, gray, moist to wet, stiff to very stiff 5 SILTY SAND with GRAVEL Tan, brown, moist to wet, loose to medium dense 4823 * Classified as Poorly Graded Gravel with Sand 25 SILTY SAND trace GRAVEL Tan, brown, moist to wet, loose to medium dense 37 SILTY SANQ with GRAVEL Tan, brown, moist to wet, loose to medium dense • Classified as Poorly Graded Gravel with Sand 4578 Continued Next Page The stratification tines represent the approximate boundary lines between soil and rook types: ln•situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft WL z 10 15 20 Derr Gravel Pit SAMPLES USCS SYMBOL LOG OF BORING NO. B4 ARCHITECT / ENGINEER a CO.) Page 1 of 2 TESTS 1 AC 2 AC 3 AC 4 AC 5 AC 6 AC BORING STARTED 11-6-01 Erracon 6ORING COMPLETED 11-G-01 RIG LW -AR FOREMAN ARS APPROVED DAR JOB # 20015242, 1; LOG OF BORING NO. Bi Page 2 of 2 CLIENT Doug and Darwin Derr ARCHITECT / ENGINEER SITE N/E Corner of Balsam Avenue & 8th Street Greeley, Colorado PROJECT Den' Gravel Pit SAMPLES TESTS IGRAPHIG LOG DESCRIPTION tat m } N 8 W i c4 � ce t2 Z" tm c) it ?Itww t I- rr LU g wii v t Z K o�. Z z (ry 2r gut •:, ; SILTY SAND with GRAVEL trace = 7 AC COBBLES Tan, brown, moist to wet, loose to medium dense 55 • J• 1r:• • Classified as Poorly Graded Gravel with Silt and Sand 2 — so-.� - - es 8 AC — 70 9 AC .%,. .;; _ 75 10 AC — so— 11 AC :.:.. - 12 AC xezS3 WEATHERED SILTSTONE/CLAYSTONE 4545 , Wray, moist, moderately hard T 85 SILTVONE/CLAYSTON4 4843 — 13 AC (Gray, tan, moist, hard to very hard ' • Intermittent Sandstone Lenses gg BOTTOM OF BORING The stratification lines represent the appro dmate boundary lines between eoil and root types: in -situ, the transition may be tireduel. WATER LEVEL OBSERVATIONS, ft 1 rerr '� �� BORING STARTED 11-6-01 WL V T BORING COMPLETED 11-6-01 WL X I RIG LW -AR FOR M E AN ARS W�..�,.,.... 0 APPROVED DAR JOB # 20015242 I I r LOG OF BORING NO. B2 Pagel of 2 CLIENT Doug and Darwin Derr ARCHITECT / ENGINEER SITE N/E Corner of Balsam Avenue & 8th Street• 1 Greeley, Colorado PROJECT Derr Gravel Pit GRAPHIC LOG DESCRIPTION Approx. Surface Elev.: 4628.81 ft t iu a USCS SYMBOL SAMPLES TESTS NUMBER TYPE RECOVERY, In. SPT - N BLOWS /R. WATER CONTENT, % DRY UNIT Wf pcf UNCONFINED STRENGTH, psi 7 •+` peoi SILTY CLAYEY SAND trace GRAVEL 5 : Tan, brown, dry to moist, loose 7.8 4621.5 — �o 1 AC c ' . ' SILTY SAND with GRAVEL Tan, brown, moist to wet, loose to medium dense • Classified as Well Graded Sand with Gravel 4592 _ 15_ 2 AC Zo 3 AC — — 4 AC _ 5 AC = 6 AC 40 T AC P elm gtAYEY SAND trace GRAVEN Tan, brown, moist to wet, loose to medium dense 4t 4587 — _ 8 AC : 1 1: SILTY SAN9 wjth GRAVEL Tan, brown, moist to wet, loose to medium dense Continued Next Page — so — 9 AC _ o The stratification lines represent the apprcodmete boundary Ilnes 0 between soil and rock types: in -situ, the transition may be gradual. i WATER LEVEL OBSERVATIONS, ft lrerracon BORING STARTED 11-6-01 WL g X BORING COMPLETED 11-6-01 WL Z 1 RIG LW -AR 1~OREMAN ARS k/.1„... APPROVED DAR JOB # 20015242 LOG OF BORING NO. B2 Page 2 of 2 CLIENT Doug and Darwin Derr ARCHITECT I ENGINEER SITE N/E Corner of Balsam Avenue & 8th Street Greeley, Colorado PROJECT Derr Gravel Pit GRAPHIC LOG DESCRIPTION DEPTH, R. USCS SYMBOL SAMPLES TESTS cc m m z TYPE RECOVERY, In. SPT-N BLOWS O I WATER CONTENT, % DRY UNIT WT pct UNCONFINED STRENGTH, psf ' : • • ;,r:; ' ..: rt SILTY SAND with GRAVEL ss 10 AC Tan, brown, moist to wet, loose to medium dense • Classified as Poorly Graded Sand with Gravel 87.5 4581.5 11 AC ea 12 AC 70 75 13 AC • . .;. SILTY SAND with GRAVEL and COBBLES Tan, brown, moist to wet, loose to medium dense 14 AC 15 AC A W 8z WEATHERED SILTSTONE/CLAYSTONR 4547 414 1Gray, moist, moderately hard / 454S 16 Ws. SILTSTONE/CLAYSTONE 1 ray, tan, moist, hard to very hard BOTTOM OF BORING The stratification lines represent the approximate boundary lines I between eon; and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft 1 i(" ��FOREMAN BORING STARTED 11-6-01 WL 'S�B ORING COMPLETED 11-6-01 WL X V RIG LW -AR ARS WL APPROVED DAR JOB # 20015242 I[CLIENT Doug and Darwin Derr LOG OF BORING NO. B3 SITE N/E Corner of Balsam Avenue & 8th Street Greeley, Colorado n O 0 Q 0 DESCRIPTION ,� SANDY LEAN CJ.AY trace GRAVEL 2.s Tan gray, moist to wet, stiff to very stiff SILTY SANp with GRAVEL Tan, brown, moist to wet, loose to medium dense * Classified as Poorly Graded Gravel with Sand • Classified as Well Graded Gravel with Sand Continued Next Page The atratifcefon Pries represent the appnxdmate boundary knee between soil and rock types: in -situ, the transition may be gradual. &N, WATER LEVEL OBSERVATIONS, ft P X k4LC x 1u1E,rt con BORICOMPLETED :TING ARCHITECT / ENGINEER PROJECT 5 10 15 - 20 25 W USCS SYMBOL w 2 z 1 2 3 4 5 Derr Gravel Pit SAMPLES w AC AC AC AC AC RECOVERY, in. Page 1 of 2 TESTS w z zz 8 t 2E 35 40 45 6 AC 7 AC 8 AC 50 9 AC BORING STARTED LW -AR APPROVED DAR 11401 11-6-01 FOREMAN ARg JOB # 20015242 LOG OF BORING NO. B3 Page 2 of 2 CLIENT Doug and Darwin Derr ARCHITECT I ENGINEER SITE NM Comer of Balsam Avenue & 8th Street Greeley, Colorado r, GRAPHIC LOG DESCRIPTION 7) CA .4A w r i - o NUMBER 7 0n n n n n TYPE RECOVERY, in. SPT- N BLOWS / R. WATER CONTENT, % DRY UNIT WT Pei UNCONFINED STRENGTH, psf SILTY SAND With GRAVEL Tan, brown, moist to wet, loose to medium dense 67 SILTY SAND with GRAVEL trace COBBLES •' ••'-: i.:.' ''••' Tan, brown, moist to wet, loose to medium dense * Classified as Poorly Graded Gravel with Sand intermittent Clay Lenses ': i SILTY SAND with GRAVEL and COBBLES • :.: .:so Tan, brown, moist to wet, loose to medium dense BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in•sltu, the transition may be gradual. WATER' LEVEL OBSERVATIONS, ft• BORING STARTED 11-6-01 WL g X BORING COMPLETED 11-6-01 WL erractin RIG LW -AR FOREMAN ARS �.W� APPROVED DAR JOB # 20015242 CLIENT 0 WATER LEVEL OBSERVATIONS, ft w WL LOG OF BORING NO. B4 Doug and Darwin Derr SITE N/E Corner of Balsam Avenue & 8th Street Greeley, Colorado DESCRIPTION 0 0 Approx. Surface Elev.: 4631.47 ft SANDY LEAN CLAY trace GRAVEL 2.5 Tan, gray, moist to wet, stiff to very stiff 4629 SILTY SAND with GRAVEL Tan, brown, moist to wet, loose to medium dense Classified as Well Graded Sand with Silt and Gravel " Intermittent Clay Lenses Classified as Poorly Graded Gravel with Silt and Sand " Classified as Poorly Graded Gravel with Sand Continued Next Page ARCHITECT / ENGINEER PROJECT USCS SYMBOL 5 Derr Gravel Pit SAMPLES Page 1 of 2 TESTS W m 2 z a RECOVERY. in. Cam 10 1 AC 3 20 25 2 AC 3 AC 4 AC -4 30 —' 35 5 6 AC AC 40 7 AC 45 8 AC 9 AC The stratltication lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WL 2WL� ilerFacon BORING STARTED 11-6-01 BORING COMPLETED 11-6-01 RIG LW -AR I FOREMAN ARS APPROVED DAR I JOB # 20015242 LOG OF BORING NO. B4 Page 2 of 2 CLIENT Doug and Darwin Derr ARCHITECT / ENGINEER SITE N IE Corner of Balsam Avenue & 8th Street Greeley, Colorado PROJECT Derr Gravel Pit ii °� ca DESCRIPTION C o N ci g SAMPLES TESTS W Z a. I g 0 a Z` �o min Ng k'ZZ 38 )- SI. z Z� 0 §E "j. ag'A S - 10 AC ': � •' : „ SILTY SAND with GRAVEL trace — COBBLES = Tan, brown, moist to wet, loose to medium 55 dense • Classified as Poorly Graded Gravel with Sand - — 11 AC - 85 12 AC 13 AC 72 4559.5 14 AC ::; '•• ::•: :: c• `' •j ,, `',: SILTY SAND with GRAVEL and COBBLES — _ Tan, brown, moist to wet, loose to medium dense — 75 — — 80 15 AC — 85 16 AC —Art 87 4544.5 — 17 1 5 p I BOTTOM OF BORING y B The stratification lines represent the approximate boundary lines between soil and rock types: In -situ, the transition may be gradual. i WATER LEVEL OBSERVATIONS, ft • lierracon BORING STARTED 11-6-01 A WL SI X BORING COMPLETED 11-6-01 WL z At RIG LW -AR FOREMAN ARS WL APPROVED DAR JOB # 20015242 70 65 1111 60 55 5° 45 ce 40 a 35 30 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I 6 4`` 3 2 15 1 1/23/8 3 4 6 810 1416 Z0 30 40 50 60 °21402130 1� ► II 11 I I 90 1111.11111111311g11111111 IIN 11 1:II 1 1111 1 i lik li1I 4 � li 11 luilk:iliummumn mllummentunumui ;50IIII Eno 1111'1an sounaimumarhamilillummiumm 01 HYDROMETER GRAIN SIZE IN MILLIMETERS 11 i �I ENE 0.01 0.001 COBBLES GRAVEL coarse fins SAND coarse] medium I tine SILT OR CLAY Specimen identification 1 9.0ft 39.0ft 14.0ft 80.0ft 24.1 ft Specimen Identification •. • 1 9.0ft 39.0ft 2 14.0ft 2 80.0f1 Classification POORLY GRADED SAND with GRAVEL(SP) WELL -GRADED SAND with S1LT(SW-SM) SILTY GRAVEL with SAND(GM) SILTY SAND with GRAVEL(SM) WELL -GRADED SAND with GRAVEL(SW) D100 25 25 37.5 12.5 D60 5:879 0.955 7.417 1.406 D30 1.271 0.474 0.85 0.294 D10 0.319 0.094 LL NP NP NP NP NP %Gravel 44.0 5.0 49.0 15.0 PL NP NP NP NP NP %Sand 53.0 86.0 38.0 71.0 PI NP NP NP NP NP Cc 0.86 2.49 1.23 18.42 10.11 11.34 %Silt I %Clay 3.0 9.0 13.0 14.0 3 24.0ft 19 3.136 1.032 0.277 28.0 68.0 4.0 r acon GRAIN SIZE DISTRIBUTION Project: Derr Gravel Pit Site: N/E Corner of Balsam Avenue & 8th Street Greeley, Colorado Job #: 20015242 Date: 1-8-02 i i i i I i i i i i i t i 100 95 90 85 80 75 70 65 0 Z50 40 a. 60 55 45 35 30 25 20 15 10 5 0 100 10 1 0.1 U.S. SIEVE OPENING IN INCHES I US. SIEVE NUMBERS I e 4 1\ 2 , 13/4 1/23/8 3 4 6 810 1416 20 30 40 s0 60 100140 COBBLES • • • As L 4 • • GRAVEL coarse Specimen Identification I 1 fine i - I I I — --4 I I ti GRAIN SIZE IN MILLIMETERS SAND coarse I medium I fine Classification —4 IiYORTER i i i 0.01 SILT OR CLAY LL PL PI 0.001 B1 B1 10.0ft 40.0ft 55.0ft P POORLY GRADED GRAVEL with SAND(GP) POORLY GRADED GRAVEL with SAND(GP) NP NP NP NP .NP NP 4.06 0.77 A B1 B2 15.0ft B2 20.0ft Specimen kentificatlon S CO • 0 OORLY GRADED GRAVEL with SILT and SAND(GP-GM B1 10.0ft _ B1 40.0ft B1 55.0ft I32 15.0ft B2 20.0ft SILTY SAND with GRAVEL(SM) WELL -GRADED SAND with GRAVEL(SW) D100 50 75 75 37.5 37.5 1[erracon D60 20.82 10.41 9.5 4.75 1.92 D30 5.993 2.202 1.85 0.425 0.629 D10 0.425 0.601 0.425 0.18 NP NP NP %Gravel 74.0 54.0 _ 51.0 40.0 28.0 NP NP NP %Sand 23.0 45.0 44.0 _ 40.0 71.0 GRAIN SIZE DISTRIBUTION NP NP NP 0.85 1.14 48.99 17.32 22.35 1.0.87 %Sift I %Clay 3.0 1.0 5.0 20.0 3.0 Project: Derr Gravel Pit Site: NM Corner of Balsam Avenue & 8th Street Greeley, Colorado Job*: 20015242 Date: 1-8-02 yY11.11*iw.s.Y..Wiw••••.*...iV....r.rw..r..ar .... • msol 100 85 90 85 60 75 70 65 S2 so 55 60 845 a 35 30 25 20 15 10 5 0 U.S. SIEVE OPENING IN INCHES 1 U.S. SIEVE NUMBERS g 4 2 15 3/4 112318 3 4 8 . 810 1416 20 30 40 80 00 100 140 200 I I I I III I I 100 COBBLES • 10 • GRAVEL 0 • • • 1 HYDROMETER GRAIN SIZE IN MILUMETERS SAND 0.1 H coarse I fine coarse' med m I fine 0.01 SILT OR CLAY 0.001 Specimen Identification Classification LL PL >t' FO z 0 g B2 B3 55.0ft 5.0ft B3 30.0ft B3 - 70.0ft B4 5.0ft Specimen identification • B2 55.0ft B3 5.0ft B3 30.0ft B3 70.0ft B4 5.0ft POORLY GRADED SAND with GRAVEL(SP) POORLY GRADED GRAVEL with SAND(GP) WELL -GRADED GRAVEL with SAND(GW) POORLY GRADED GRAVEL with SAND(GP) WELL -GRADED SAND with SILT and GRAVEL(SW-SM) D100 75 50 50 100 25 lierracon D60 13.879 19.63 10.41 56.537 3.172 D30 1.451 2.739 3.959 D10 0.425 _ 0.425 38.494 0.85 1.085 0.85 0.075 NP NP NP NP NP %Gravel 49.0 63.0 66.0 67.0 33.0 NP NP NP NP NP %Sand 49.0 33.0 33.0 14.0 57.0 PI GRAIN SIZE DISTRIBUTION NP 0.36 NP 0.90 NP 1.39 NP 30.83 NP 3.04 Cu 32.66 46.19 9.59 66.51 42.30 %Sift I %Clay 2.0 4.0 1.0 2.0 10.0 Project Derr Gravel Pit Site: N/F- Comer of Balsam Avenue & 8th Street Greeley, Colorado Job #: 20015242 Date: 1-8-02 Z 6 el O P 100 US. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS 6 4 2 1.6 13/4 1/2" 3 4 6 810 1416 20 30 40 50 e0 100140200 95 _ 90 _ se _ eo _ 75 _ 70 _ 65 _ I m w :� w _ 1:501 _ o. 25 I 35 30 I I HYDROMETER II I i 1111 21: °III11i1ll1"III1II 1111111111111111111111iIIIIIIIIIME 1"1111111111iii IHIUlIl 11111111 .111111111111111111111 Ili 01 II "NW 100 10 COBBLES GRAVEL coarse fine 1 GRAIN SIZE IN MILIMETERS SAND coarse j medium I 0.1 0.01 SILT OR CLAY 0.001 Specimen Identification 25.0ftP Classification LL PL P1 Cu OORLY GRADED GRAVEL with SILT and SAND(GP-GM )NP NP B4 B4 35.0ft 55.0ft POORLY GRADED GRAVEL with SAND(GP) POORLY GRADED GRAVEL with SAND(GP) NP NP NP NP NP 0.90 NP NP 0.34 0.44 72.65 38.15 74.73 Specimen Identification • 25.0ft B4 35.0ft 55.0ft D100 50 75 100 1:rerrac.on D60 10.897 23.665 38.718 D30 _ 1.214 2.244 2.963 D10 0.15 0.62 0.518 %Gravel 53.0 57.0 67.0 %Sand 40.0 42.0 35.0 GRAIN SIZE DISTRIBUTION %Silt ( %Clay 7.0 1.0 1.0 Project: Derr Gravel Pit Site: N/E Corner of Balsam Avenue & 8th Street Greeley, Colorado Job #: 20015242 Date: 1-8-02 Sheet 1 1 Borehole Depth n Liquid LIM Plastic limit plasticity Index MaIdmtmi ° $6O200 Si(mm)eve USCS Clan- ification der Content (i6) Dry Unit Weight (pot) Satur- ation (%) of veld Rath 1 4.0 16.2 1 9.0 NP NP NP 25 in 3 SP 14.6 1 14.0 12.8 1 19.0 15.1 1 29.0 21.7 1 39.0 NP NP NP 25 pi 9 SW-SM 17.0 1 49.0 29.2 1 59.0 11.9 1 75.0 - 15.8 2 4.0 10.3 2 9.0 15.9 2 14.0 NP NP NP 37.5 /4"' 13 GM 15.0 2 19.0 15.4 2 34.0 21.8 2 49.0 19.7 2 80,0 NP NP NP 12.5‘ 14 SM 2 84.0 ,..... 26.1 3 4.0 13.3 3 14.0 11.5 3 24.0 NP NP NP 19 w" 4 SW 15.4 3 39.0 16.4 3 54.0 18.4 3 69.0 14.7 3 70.0 5.7 3 89.0 17.8 B1 10.0 NP NP NP 50 g" 3 GP B1 40.0 NP NP NP 75 7' 1 GP B1 55.0 NP NP NP 75 0' 5 GP -GM B2 15.0 NP NP NP 37.5 it 20 SM B2 20.0 NP NP NP 37.5 /nc' 3 SW B2 55.0 NP NP NP 75 pi* 2 SP B3 5.0 NP NP NP 50 s " 4 GP B3 30.0 NP NP NP 50 i'' 1 GW B3 70.0 NP NP NP 100 y' 2 GP B4 5.0 NP • NP NP 25 /-'' 10 SW-SM 64 25.0 NP NP NP 50 2'. 7 GP -GM B4 35.0 NP NP NP 75 V 1 GP B4 55.0 NP NP NP 100 9' 1 GP lerracon SUMMARY OF LABORATORY RESULTS Project Derr Gravel Pit Site: N/E Corner of Balsam Avenue & 8th Street Greeley, Colorado Job #: 20015242 Date: 1-8-02 Subsurface Exploration Report Proposed Slurry Wall Sand & Gravel Pit Part of Sec 4, T5N, R65W, 6th P.M. Greeley, Colorado December 3, 2006 Two Rivers Testing, Inc. 1601 37th Street Evans, Colorado 80620 (970) 339-4092 Two Rivers Testing, Inc. 1601 37th Street Evans, CO 80620 (970) 339-4092 (970) 339-4762 Fax December 3, 2006 Mr. Darwin Derr Dust & Dirt Excavating 641 North 15t Avenue Greeley, CO 80631 Re: Proposed Slurry Wall Part of Sec 4, Township 5 North, Range 65 West, 6th P.M. Greeley, CO Dear Mr. Derr: We are pleased to submit this Subsurface Exploration Report for the site referenced above, as you requested. Based on our investigation of this site and the subsurface conditions encountered, it is our opinion the site is suitable for the proposed construction, providing the design criteria and recommendations set forth in this report are met. The enclosed report presents our findings of the subsurface conditions and our recommendations based upon these findings. Sincerely, TWO RIVERS TESTING, INC. 717n Tom Cope, P.E. President Cc: 2006-201 Subsurface Exploration Report Proposed Slurry Wall Part of Section 4, Township 5 North, Range 65 West, 6th P.M. Greeley, Colorado Prepared for: Dust and Dirt Excavating Project # 2006-201 Prepared By: Two Rivers Testing, Inc. 1601 37th Street Evans, Colorado 80620 (970) 339-4092 December 3, 2006 TABLE OF CONTENTS Report Scope 1 Site Location and Description 1 Site Exploration 1 Laboratory Tests and Examinations 2 Subsoil and. Ground Water Conditions 2 Recommendations and Discussion 3 General Comments 4 Appendix A Test Boring Location Diagram Boring Logs Appendix B Summary of Test Results Subsurface Exploration SCOPE This report presents the results of a subsurface exploration for a proposed sand and gravel pit east of Greeley. The investigation was performed for the owners to identify information that would assist in the installation of a slurry wall. The investigation consisted of drilling 15 test borings, inserting water monitoring wells for each boring and laboratory testing of samples obtained from these borings. Information concerning the monitoring well installation is not included in our scope of work, but was being provided by another consultant. The objectives of this study were to (1) evaluate the subsurface conditions at the site relative to the proposed slurry wall construction (2) identify groundwater and (3) identify bedrock depths. The conclusions and recommendations presented in this report are based upon analysis of field and laboratory data. SITE LOCATION AND DESCRIPTION The site is located north of East 891 Street and east of Balsam Ave in Part of Section 4, Township 5 North, Range 65 West of the Sixth Principal Meridian, Greeley, Colorado. At the time of drilling, the site consisted of native grasses and weeds with an oil battery located east of the west entrance to the site. The main location for the sand and gravel mining had been leveled. SITE EXPLORATION The geotechnical field exploration was conducted October 16-18 and October 23-25, 2006 and consisted of drilling 15 test borings. The test borings are shown on the Bore Location Plan enclosed in Appendix A and include visual classifications of each soil, location of subsurface changes, and subsurface water level measurements at the time of this investigation. The locations of the test borings were determined by the client and field surveyed by the client. Table No. 1 provides a summary of the bore locations as provided by the client. The borings were advanced using a 9" exterior/6" interior dual wall percussion hammer drill pipe with continuous sampling done through a cyclone separator mounted on a Drill Systems AP 1000 drilling rig. Samples of the subsoil were obtained to determine an index of the soils with the results listed on the Summary of Test Results noting the depth of specific soils, groundwater levels and bedrock locations for each bore. A combination of hammer and reverse circulation drilling were utilized to obtain samples. Samples for use in the laboratory were sealed in the field and preserved at natural moisture content until time of testing. TABLE NO. 1 - BORE LOCATION DATA TRT BORE # D&D BORE # NORTHING EASTING EXISTING GROUND ELEVATION (FT) TOP OF WELL ELEVATION (FT) 1 1 1400384.332 3232400.544 4633.33 4635.78 2 3 1400366.071 3233172.936 4631.63 4633.70 3 5 1400354/78 3233959.471 4629.83 4632.40 4 7 1400949.048 3233916.872 4630.52 4633.23 5 8 1401305.720 3233832.300 4630.53 . 4632.91 6 11 1401437.642 3233152.121 4634.50 4637.06 7 13 1401410.230 3232418.749 4638.15 4640.65 8 14 1401071.219 3232405.372 4637.61 4640.25 9 12 1401373.829 3232778.833 4636.29 4638.77 10 9 1401324.403 3233462.537 4632.63 4635.43 11 15 1400927.414 3233248.678 4630.68 4633.52 12 2 1400414.170 3232770.927 4632.48 4635.05 13 4 1400403.192 3233516.356 4630.70 4633.41 14 6 1400601.020 3234300.943 4658.46 4661.07 15 10 1401826.023 3233413.749 4661.19 4663.81 * Northing, Easting, and Elevations provided by Dust & Dirt Excavating LABORATORY TESTS AND EXAMINATIONS Samples obtained from the test borings were subjected to testing and observation in the laboratory to provide a sound basis for determining the physical properties of the soils encountered. Moisture contents, percent passing # 200 sieve, and the USCS classification were determined. A summary of the test results and laboratory analysis can be found in Appendix B. SUBSOIL AND GROUND WATER CONDITIONS In summary, silty sand with gravel soils were encountered at the surface with varying levels of sand, gravel and cobble intermixed with lenses of clay. Below these soils, weathered and competent bedrock soils existed to the depths explored. 1) Upper Soils: Varying levels of silty sand with gravel soils exist at the surface to the bedrock encountered below. Below these soils exist varying levels of silt, sand, gravel and cobble mixed with intermittent layers of silty sandy clay. 2 2) Lower Soils: Below the upper soils, varying types of weathered and competent bedrock consisting of siltstone and claystone were present to the depths explored. Competent bedrock was present at depths ranging from forty-five feet (45') to greater than one hundred twenty feet (120') below existing surface. 3) Groundwater: Groundwater was encountered at depths ranging from eight feet (8') to forty feet (40'). Water levels in this area are subject to change due to seasonal variations and irrigation demands on and/or adjacent to the property. Table No. 2 summarizes the depth and elevation of the groundwater and competent bedrock. TABLE NO. 2 - SUMMARY OF BORE DATA TRT BORE # EXISTING GROUND ELEVATION (FT) DEPTH TO GROUND WATER (FT) ELEVATION TO GROUND WATER (FT) DEPTH TO COMPETENT BEDROCK (FT) ELEV. TO COMPETENT BEDROCK (FT) 1 4633.33 8.0 4625.3 45.5 4587.8 2 4631.63 9.0 4622.6 85.0 4546.6 3 4629.83 9.0 4620.8 86.0 4543.8 4 4630.52 11.0 4619.5 83.0 4547.5 5 4630.53 9.0 4621.5 82.0 4548.5 6 4634.50 15.0 4619.5 89.0 4545.5 7 4638.15 17.0 4621.1 77.0 4561.1 8 4637.61 13.0 4624.6 76.0 4561.6 9 4636.29 15.0 4621.3 89.0 4547.3 10 4632.63 8.5 4624.1 84.5 4548.1 11 4630.68 11.0 4619.7 86.0 4544.7 12 4632.48 17.0 4615.5 74.0 4558.5 13 4630.70 9.0 4621.7 85.0 4545.7 14 4658.46 40.0 4618.5 >120 >4538.5 15 4661.19 35.0 4626.2 115.0 4546.2 RECOMMENDATIONS AND DISCUSSION Based upon the results of our investigation, we conclude that from a geotechnical standpoint, the site is suitable for the proposed construction with the following limitations listed below: The slurry wall is proposed to be hammer driven with slurry injection. The slurry wall should be installed a minimum of five feet (5') into competent bedrock or until refusal occurs. Some leakage may still occur through the siltstone bedrock stratum. A Geotechnical Engineer's representative should be on site to verify competent bedrock is encountered. GENERAL COMMENTS This report has been prepared to aid in the evaluation of the property and to assist the architect and/or engineer in the design of this project. In the event any changes in the design of the structures or their locations are planned, the conclusions and recommendations contained in this report will not be considered valid unless said changes are reviewed and conclusions of this report modified or approved in writing by Two Rivers Testing, Inc., the geotechnical engineer of record. The professional judgments expressed in this report meet the standard care of our profession. Every effort was made to provide comprehensive site coverage through careful locations of the test borings, while keeping the site investigation economically viable. Variations in soil and ground water conditions between test borings may be encountered during construction. In order to permit correlation between the reported subsurface conditions and the actual conditions and specifications as originally contemplated, it is recommended Two Rivers Testing, Inc. be retained to perform continuous construction review during the slurry wall installation. Two Rivers Testing, Inc. assumes no responsibility for compliance with the recommendations included in this report unless they have been retained to perform adequate on -site construction review during the course of construction. 4 TEST BORING LOCATION DIAGRAM TEST BORING LOGS DATE: 11/8/O6/06 TEST BORING • LOCATION DIAGRAM SLURRY WALL 'DESIGN GREELEY, COLORADO TWO RIVERS TESTING, INC.. 1601 '37th STREET • EVANS, COLORADO 80620 (970) 339-4092 SCALE:NTS PROD. NO: 2006-201 DRAWN BY: TMC CHECKED BY: TMC SHEET 1 OF 1 LOG OF TEST BORE - 1 (Log 1 of 3) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Descriptionx "NRrN:.xa+Crq•.i.,",''v'?.(:'X ---.,N .C d o O. a� a m [n P z� a� co m U `m 0, -7.7' . C 0 z o JC - o- O co d o N [76' a� cF. ,.= c o) o j N O. a� O = Q Q c> 0 r°77M� ,. .ri.:,. wr'%.. ,..IA.Y,J'maia ,i:+., -. ... .... 0 6.. '.. .. :.' - SILTY SAND WITH GRAVEL 4 . SILTY SAND WITH GRAVEL GROUNDWATER V 9 10 ,Xy,. �i5.'• ' GRAVEL WITH COBBLE rry 11 j 13 •♦..., 14 ;•....4 15 16 17-- 18 -0.♦♦.. •..... ♦♦♦♦+ :♦♦♦♦. ♦..•. ...... SILTY SAND & GRAVEL WITH 6?� COBBLE ' 20 .. ,'°°°',,°a 21 .:��° = ili°igili: 23 , 24 :0:6" 25 . n eary,g. aV ‘lai22 4� °°,..�i p $41;�: aka$ The stratification lines represent the approximate boundary Ines between soil and rock types. Insitu, the transition may be gradual. Water Observations Boring Started: 10/16/2006 Initial WL: ' 8 T.R.T. Boring Complete: 10/16/2006 WL: 8 Logged By: Water Checked: TM 10/16/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 1 (Log 2 of 3) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (0/0) (.7 g .N N Z o Liquid Limit x a) -o U m a Passing #200 Unconfined Strength (psf) o d 3 u) USCS/AASHTO SILTY SAND & GRAVEL WITH 26 'o,. aaa°a a �o°�aaad' �4 COBBLE 27 - 28 29 3% .: SILTY SAND WITH GRAVEL 30 31 32 33 34 35 ...4~::;.•- 36 37 38 39 40 . 41 4 t+ss'BS ' ' 7.3 , : 3.47 , GP . .: Ar�' :...• .,'; lyc,rti I. r .+••r• **P., .; • ry• : £,#rt; .%f SANDY SILTY CLAY 42 .' 43 ., CLAYST0NE(WEATHERED- 44 BROWN/RUST) • 45 CLAYST0NE-(GREY) 46 47 48 SILTSTONE (GREY) 49 50 111 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T . R. T . Two Rivers Testing, Inc. Boring Started: 10/16/2006 Initial WL: 8' Boring Complete: 10/16/2006 VVL: 8 Logged By: TM Water Checked: 10/16/06 Approved By: TMC LOG OF TEST BORE - 1 (Log 3 of 3) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description t Ti O a d 112 cn Z> a9 rn m �^ E' U a ) O .� Q x U o a O N a , c• cm c a��i Din a 3 cn o u 7 i 119 ; ; ; ; ; ; ; SILTSTONE (GREY) 51 52 53 54 55 56 - 57 58 59 60- 61 62 63 64 - 65 66 : 67 68 69-i 70 71 -- 72 - 73 -' 74 - 75 - 1 ' 74 l l 104 3 I The stratification lines represent the approximate boundary [Ines between soil and rock types. Insitu, the transition may be gradual. Water Observations Boring Started: 10/16/2006 Initial WL: 8' T.R.T. Boring Complete: 10/16/2006 WL: 8 Logged By: TM Water Checked: 10/16/06 _ Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 2 (Log 1 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) Dry Density (pcf) Liquid Limit Plastic Index % Passing #200 Unconfined Strength (psi) u) g 3 co I -- z vvi D �, ::.,� ,a<;;:r as,*¢,� ..; •,gin , ,.,,�_. .r: s,,.....,, �,,, . �.�;-�«o�wx , r SILTY SAND WITH GRAVEL SILTY SAND& GRAVEL WITH -° °,� ° °--° COBBLE 8' GROUNDWATER V 10 .: 11 12'-°a 13 14.: 15.: 16 : 17 -- SILTY SAND WITH COBBLE 18 19 i, 20 - 21 22 23-: 24 -- 25 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations m T.R.T. Two Rivers Testing, Inc. Boring Started: 10/16/2006 Initial WL: 9' Boring Complete: 10/16/2006 WL: 9' Logged By:' TM Water Checked: 10/16/06 Approved By: TMC LOG OF TEST BORE - 2 (Log 2 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) Dry Density (pcf) Liquid Limit Plastic Index Passing #200 Unconfined Strength (psf) c o. a.) 3 co USCS/AASHTO SILTY SAND WITH COBBLE 26. ___, :a.:•2{ __ = _ _ : -__ _:__:_ :--- ==:•_=`_.`: `== ----- ooj= Y JaJaaJ JJ J tto Ma 3 ppJ r: YJ JJ • J Vp J a JJJ J JJJJ- 3?�JJ ,3 a° ;J�j J. S 27 27 SILTY SAND WITH GRAVEL 28 29 - 30 ,: 31 .; 32 33 34 - 35 36 37 38 ::- 39 40 SILTY SAND & GRAVEL WITH COBBLE 41' 42 43 44 45:�- 46 (i 48 49 . ooc,ff` 50 ;JYYt DJ ?wJ The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations Boring Started: 10/16/2006 Initial WL: 9' Boring Complete: 10/16/2006 WL: g,T.R.T. Logged By: TM Water Checked: I 10/16/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 2 (Log 3 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description rV��ry�✓',.�:u'�lC-SuaY '�+"=,rs-, V. a o o a 12 m co ZO a m C/) „0 Q) � � > U g •y c in in 1=CO 23.N ro - J x - m o c-- S r 0 m ? a: (/) o_ = u: co N I'`.,' ixn.: .i3 y *r F. ,�Fv9' ,- i'f 4.f.NFYFSr:i5s€vvXb��. ,,.tiv..., i:.. '�v5 SILTY SAND & GRAVEL WITH 51 �:F..�S/�a .u]iy f .,. -:a: . i..,f; �. G,+>..,.."w�.y'r::ad..r..;zr,'�'`g� .r•w•rr- _sxa fi{ ::. N.. il • •$.� yham_ £.: {{r Y !,{ r:Ynrt �t> a. ;. • •• COBBLE SANDY SILTY CLAY 52 53 - SILTY SAND WITH GRAVEL 54 55 56 57 58<:• 59 60 61 .: 62 . 63 .:r 64 -:.rya 65 SILTY SAND & GRAVEL WITH _ � 0oV Avida4 ??. m4o. 4402 :Vet: 4 o D, a COBBLE 66°. 67 ., 68 69' 70 71 72 73 !4.,o i 74 po The stratification lines represent the approximate boundary fines between soil and rock types. Insitu, the transition may be gradual. Water Observations Boring Started: 10/16/2006 Initial WL: 9' T R. T Boring Complete: 10/16/2006 WL: . . 9' Logged By: TM Water Checked: I 10/16/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 2 (Log 4 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft) Sample Type S PT -N (BLOWS/FT) Water Content (%) Dry Density (pcf) Liquid Limit x a) a C U U) co d Passing #200 Unconfined Strength (psf) Swell (psf) USCS/AASHTO o��1,�si,'; r/m;ry..wai�^�.. _. ,.r.iiz< , - r- .. ;�a_:�.�r•.r �,f.,%a r„-.: , ,�..,se:r: ar9�'�3 Ys..;,'r57%➢�': SILTY SAND & GRAVEL WITH 76- -, . o� COBBLE 77 78 .. YOQf�i•. 79 a Gala 80 81 82 d?° 83 .- SANDY SILTY CLAY 84 85 SILTSTONE (GREY) ; 68 86 82 87 60 88 12590 89 I 76 91.: 92 93 94 95 96 97 -, 98 -- 99 -- 100-: The stratification lines represent the approximate boundary lines between soil and rock types_ Insitu, the transition may be gradual. Water Observations Boring Started: 10/16/2006 Initial WL: 9 T.R.T. Boring Complete: 10/16/2006 WL. 9' Logged By: TM Water Checked: 10/16/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 3 (Log 1 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) a I' a 0n P u_ cn ZIL o 0m Water Content (%) Dry Density (pcf) Liquid Limit Plastic Index % Passing #200 Unconfined Strength (psf) En a co USCS/AASHTO .gib 7 6 7 gtrr 10 11 12 13.4..- 14 15 16 17 18 ''re=" 20 22 23 24 25 .,1 SILTY SAND WITH GRAVEL SILTY SAND & GRAVEL WITH _}t` ' eelfA , r art r00 2 re,e- -rrrr •:r. Fray ee rrrf .R `e r e'rr"tt . RLwE ;r; . :yr et p. _ rre:rry r i c`rrrcr- ryv._ r• :rr r{ r-rr, �l;r„rrt r-rr rr�rrr,�! „� ,r, ,r r. r .4 _ r x •? Ft, rer.r r, r�rrrrr'e F� COBBLE 0 GROUNDWATER The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations Two Rivers Testing, Inc. Boring Started: 10/17/2006 Initial WL: 9 Boring Complete: 10/17/2006 WL.9 Logged By: TM Water Checked: 10/17/06 Approved By: TMC LOG OF TEST BORE- 3 (Log 2 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description a) a a >, a coccoo co co Zp a -' cnm m o (j a� Q ≥, Ti) C a ❑ -- E J ?? a x a) a `-' m a o # as co n o y cp g C L C m . D≤n c -- m co O _ co Q u) O D SILTY SAND & GRAVEL WITH 26 rre �r "errs -eeFr COBBLE 27 -:r` 28 29 30 31 32 33 34..;. 35 36 37 38 39r. 40 41 42 -rl r� r r,.rrr. rrt` t' fit .may'-� _:o:o:: 000:a; vao °aa: a : a-aaaaa. a"aaaa? :.40 ?,; :v.:: s aaaaar aS'a, AaVee aaa�iaa4 aaaaa ail Al a� a: V�i. SANDY SILTY CLAY SILTY SAND & GRAVEL WITH 43 COBBLE 44 45 47 - �a� 4a aa°eXay.. . D 49:: i� 50 - :ao�a:a �a aaa 7aVa. fiy The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual Water Observations Boring Started: 10/17/2006 Initial WL: 9' Boring Complete: 10/17/2006 WL: 9' .�.�. Logged By: TM Water Checked: I 10/17/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE-3(Log3of4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) c. c >, o m c 5) iu O o Liquid Limit Plastic Index Passing #200 Unconfined Strength (psf) Swell (psi) USCS/AASHTO 7N ::o.F.t.?irs>'.a,. ,... 4,.,.' "`v' �,r��'�1 .'R'.$�,'-:::�4x.'[:r.:,, s.,,.,.�. u, -:.,",..rY`,.. .;1°:'""v...N ,�'^vvs .. ,f�,.t SILTY SAND & GRAVEL WITH 51 52 - s .r.��' !r- • e COBBLE 53 ,z' 54 i rt•°}°rF 55 56 °!!c{= r. eke rrl 57lrtito `'T'! 58l.. 59- rRrrrr 6Dz!e!r 61n_ !r • 62{ 63 64�� 7r -r 65 "SPAM SILTY SAND & GRAVEL 66 67 68 69 70 _- 71 72 73 74 75 -_ BS 6 3; 3.8: GW The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations Boring Started: 10/17/2006 Initial WL: 9 T.R.T. Boring Complete: 10/17/2006 WL. 9'Logged By: TM Water Checked: I 10/17/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 3 (Log 4 of 4) Client: Dust & Dirt Excavating Project Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description L O m O Sample Type SPT-N (BLOWS/FT) Water Content (%) Dry Density (pcf) Liquid Limit Plastic Index S N ,� C73 c @ d ,;s:Do) c. cL CO C) c o. 3 o) 0 (I)) D 4,717:%..csi r _ z,�:s?°m ,,, , ,. ,,.,:,. yc ,-„ ;, � .,i.. `. .: vk:., C /gr,,; q'.•, v .✓•v,,:^2'+a „ 3'.e`,`,:.,.; ^s , ., . SILTY SAND & GRAVEL 76 - = 77 .: 78 79 80 81 82 .-.-.'....-. SILTSTONE (WEATHERED- 83 BROWN/RUSTI 84 -- 85 86 SILTSTONE (GREY) 87 687 : I 88 224 89 90 - 91 92 93 94-' 95-- 96 - 97- 98 99 100 - The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations 1 T.R. 1 . 1� Two Rivers Testing, Inc. Boring Started: 10/17/2006 Initial WL: 9` Boring Complete: 10/17/2006 WL: 9 Logged By: TM (Water Checked: 10/17/06 Approved By TMC LOG OF TEST BORE - 4 (Log 1 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) c O U o E� 0 g N a Liquid.Limit Plastic Index 0 C N a -- a C C L C Din N Q 3 T. co I2 cn � 0 SILTY SAND WITH GRAVEL r SILTY SAND 5 6 10 SILTY SAND & GRAVEL WITH 11 COBBLE GROUNDWATER 12 13 14 15 16 SILTY SAND 17 �? 18 19 SILTY SAND & GRAVEL WITH �° °e o°da: a: .a.a°a as aa°a a a ai' a° a°a °a 0. doe Bpi J COBBLE 20 21 .'• 22 -- 23 24 25 -- The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/17/2006 Initial WL: 11' Boring Complete: 10/17/2006 WL: 11 Logged By: TM Water Checked: I 10/17/06 Approved By: TMC LOG OF TEST BORE - 4 (Log 2 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) Dry Density (pcf) _ E 27, Q ID x ° c p y @ a % Passing #200 Unconfined Strength (psi) c n co O a= U m SILTY SAND & GRAVEL WITH 26 ';;aa°a;: °°°° ea°: aa'oQ o� ae�a,�taaa°°a°a��a°` aao:V: 1'dJa°''$ Via,° 44% a: ° 4° a_ a %-- ° a ° a COBBLE 28 29 ... 30 31 32 • 33 .: 34 35 SILTY SAND WITH GRAVEL 36 37 38 .:__:___ BS 16.7 3.18 SP SILTY SAND & GRAVEL WITH 39 °°°J° a a°a a°: °;a a1 2ao ea r* o�oa 4O.24 a ��° a,°�°°°°°*°ao: aa 1.0 �o°a°°--a�Q� a°aZi°°°a :°o a: MaGV yidW; COBBLE 41 •Mo: 42 - 43 43 SANDY SILTY CLAY 44 SILTY SAND & GRAVEL WITH COBBLE 45 46 47 t 48 49 a: 50 aooaa;�' The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations Boring Started: 10/17/2006 Initial WL: 11' �. Boring Complete: 10/17/2006 WL: 11' . 1T . Logged By: TM Water Checked: I 10/17/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE- 4 (Log 3 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) 0 C O U a3 0 ° o >. 'Vl c C O _ E P - Plastic Index Passing #200 Unconfined Strength (psf) C a — ii v) O I — z Q Q U co n ,.,,:<5 ;,Y..l :✓ r,A:...,r ,1.s2',fF�9/,'r.� :Yc,a:.._ 1'... �o�„ ..a". E;'^N1.;..dYJr dpi e; Wr41r'm' r'.2<s.., :hs: ,, ,{, "V6M': .v�k:�".rvi ,: p,,.,:,,w,;' 51 SILTY SAND & GRAVEL WITH J JJJi u0J. - 4: -°oJ ° Jv =JJ°�J°a = ' °�a°; ° of py °.14 �§ �,_ _ Ja ,1* _oo �J: ,. J,' 'pia -J1iY,OQJj. -°J.:' J J J J J , JJJJJ°J : 3'J°� _Jp°Jj'�V1 _J°�JJQJ? ke .d,, JiJ°J.a .44 :- .J - COBBLE 52 53 54 .: SANDY SILTY CLAY SILTY SAND & GRAVEL WITH 55 COBBLE 56 57 58 59 60 " - 61 62 _ 63 64--JJJJ- SILTY SAND & GRAVEL 65 66 67 SANDY SILTY CLAY SILTY SAND & GRAVEL 68 J°J °�°Ja°JJ°7 ay�i° a - "liaee - a JJJJ JJ - °J J 44 04 -J J,�J°JjG °JJD J� JAJ' o'��i°a� JJJ°J°J;' ,°�J,J' 0.),.. 69 SILTY SAND & GRAVEL WITH COBBLE 70 71 : 72 73 74 75 Thea The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/17/2006 Initial WL: 11' Boring Complete: 10/17/2006 WL: 11' Logged By: TM Water Checked: l 10/17/06 Approved By: TMC LOG OF TEST BORE - 4 (Log 4 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) c c o o `m g ° U a N c 0 0 Liquid Limit Plastic Index % Passing #200 Unconfined Strength (psf) Swell (psi) USCS/AASHTO SILTY SAND & GRAVEL WITH 76 .. 4.10 elk °�q,° ; %fi COBBLE 77 SAND & GRAVEL 78 V SILTSTONE (WEATHERED-79 BROWN/RUST) 80 81 82 SILTSTONE (GREY) 83 84 85 86 87 88 89 90 -- 91 92 93 94-' 95- 96 97 98 99. 100 ' 86 122 i 60 i 31-6„ The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/17/2006 Initial WL: 11' Boring Complete: 10/17/2006 WL: 11' Logged By: TM Water Checked: 10/17/06 Approved By: TMC Client: Site: COBBLE LOG OF TEST BORE - 5 (Log 1 of 4) Dust & Dirt Excavating Sec 4 Township 5 North Range 65 West Description GRAVEL GROUNDWATER 0 a. 0 10 1 COBBLE 12 13 14 15 16 17 18 19 20 21 22 23 24 25 - The stratification lines represent the approximate boundary lines between Water Observations Initial WL:i hW L: Water Checked: 10/25/06 9 9' Project: Project No.: Slurry Wall Design 2006-201 soil and rock types. Insitu, the transition may be T.R.T. Two Rivers Testing, Inc. gradual. Boring Started 10/25/2006 Boring Complete: ogged By: Approved By: 10/25/2006 TM TMC LOG OF TEST BORE - 5 (Log 2 of 4) Client: Site: Dust & Dirt Excavating Sec 4 Township 5 North Range 65 West Description L 0 6) 0 CD Q co E F - z F O a J Q] Project: Project No.: Dry Density (pc Slurry Wall Design 2006-201 E 0 z .Q Plastic Index % Passing #200 c a t t= C O) O N D o) 0_ CO CO USCS/AASHT SILTY SAND & GRAVEL WITH COBBLE SANDY SILTY CLAY SILTY SAND & GRAVEL WITH COBBLE 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 pp__� y°D,J: 47 '! ee 48 50 :% a3 a JO�JJJG J;D The stratification lines represent the approximate boundary lines between Water Observations Initial WL: 9 WL: 9 Water Checked: 10/25/06 soil and rock types. Insitu, the transition may be gradual. T.R.T. Two Rivers Testing, Inc. Boring Started: 10/25/2006 Boring Complete 10/25/2006 Logged By: Approved By: TM TMC LOG OF TEST BORE - 5 (Log 3 of 4) Client: Site: Dust & Dirt Excavating Sec 4 Township 5 North Range 65 West Description L a) O SILTY SAND & GRAVEL WITH COBBLE SANDY SILTY CLAY SILTY SANDY & GRAVEL WITH COBBLE 73 a) O_ a) Fa - Project: Project No.: c 0 U U a y C a) O 4 Slurry Wall Design 2006-201 E J 0 et J Plastic Index 0 CNJ 0) C y N d USCS/AASHTO The stratification lines represent the approximate boundary lines between soil and rock types Water Observations nitial WL: 9' WL: 9' Water Checked: I 10/25/06 T.R.T. Two Rivers Testing, Inc. Insitu, the transition may be gradua Boring Started: 10/25/2006 Boring Complete: 10/25/2006 Logged By: TM Approved By: TMC LOG OF TEST BORE - 5 (Log 4 of 4) Client: Dust & Dirt Excavating' Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description v 0 Ce � S'-' co v) am v) v c �, o U 92 m. 3 v ti n .N Z O E J cr J X -moo • m a. o c 'o N c nom. o oco _C L a D (n d 3 co o F - vvi n. SILTY SAND & GRAVEL WITH 76 - 'd'°.°9°a mo,:a bd,�o% D0� COBBLE p 78 ., 79 SILTSTONE (WEATHERED- y 278 BROWN) 81 82 71 i SILTSTONE (GREY) 91 ' 83 84 85 86 : 87 88 - 89- • 90- 91 92 . 93 94 95• 96 97 .. 98 99- 100 •• 88 l 126 ; ; I , i I i 45 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual.' Water Observations Boring Started: 10/25/2006 Initial WL: 9' Boring Complete: 10/25/2006 WL: 9' .R.T. Logged By: TM Water Checked: J 10/25/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 6 (Log 1 of 4) Client: Site: Dust & Dirt Excavating Sec 4 Township 5 North Range 65 West Description SILTY SAND WITH SILTY SAND GRAVEL SILTY SAND & GRAVEL WITH COBBLE SANDY SILTY CLAY t a_ a) O 10 11 12 13 14 GROUNDWATER 15 SILTY SAND & GRAVEL WITH OBBLE 16 SILTY SAND & GRAVEL SILTY SAND & GRAVEL WITH COBBLE The stratification lines represent Water Observations Initial WL: 17 18 19 20 21 22 23 24 25 Project: Project No.: a) O C) a) the approximate boundary lines between soil and rock Water Checked: 10/24/06 15' Slurry Wall Design 2006-201 E J 0 a) a)c c m o 0 c types. Insitu, the transition may be gradua T.R.T. Two Rivers Testing, Inc. Boring Started: 10/24/2006 Boring Complete Logged By: Approved By: 10/24/2006 TM TMC LOG OF TEST BORE - 6 (Log 2 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft) Sample Type co z p a m to a) o U co -- U T ' c al O Z 0 _ E J - :7 Plastic Index % Passing #200 Unconfined Strength (psf) a 3 0 HUSCS/AASHTO 26 SILTY SAND & GRAVEL WITH alaaaa aaaaa as aa'ao 4a o aaaaa ,,4" Qja aaaaaaaa aaaaVaaaa aGa a as aaa� �, 0 09 aaaa �' V::) U '`Y,�a��ae�u.aaa 9,iveJ �aaaa a oeo a wX as aaay ya:9". COBBLE 27 -aa 28 29 3D-i 31 ., 32 33 34 -. 35 36 SILTY SAND & GRAVEL 37 38- SILTY SAND & GRAVEL WITH 39 COBBLE 40 41 42 -: 43 44 45 46 • 47- 48 • 49- 50 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/24/2006 Initial WL: 15' Boring Complete: 10/24/2006 WL: 15' Logged By: TM Water Checked: 10/24/06 Approved By: TMC LOG OF TEST BORE - 6 (Log 3 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description -H�ixpk.M Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) Dry Density (pcf) Liquid Limit Plastic Index 0 0 4t co c .N N co a Z3.8 N C — L C co c m D iI5 `w Q 3 cn USCS/AASHTO SILTY SAND & GRAVEL WITH 51 a, e.,aaaa ;� oaa as aa�aa a:a' 90 a ,a::-:.:4 o ,p'a�a 0aaa: a' a' a gy� 2°4455 aaaa1 COBBLE 52 .: 53 54 '. :.:..:.:.:.: . ° °a aZ�.paaa,,AaA,�a Ma li0 ;V aal a° :4,4 aaala:*aaa� °.a aga, u aaae Lay aPG �,�- aaaaa yao as aaa:4 :::e4:4 aj�a,::�a pa a aaa� �°ga M' SILTY SAND & GRAVEL 56 57 58 59 ' SANDY SILTY CLAY 60 SILTY SAND & GRAVEL WITH COBBLE 61 - 62 'aDV�y11V1: 63 64 ' 65 66 67 SILTY SAND 68 SILTY SAND & GRAVEL WITH �;aaaaa�a�;a: o a aaa �d�a �aa a aaaaG = gar aaa at a COBBLE-rerr SANDY SILTY CLAY 71 72 '' SILTY SAND & GRAVEL WITH COBBLE 73 - ;Q 74 a3': aaaaaeaaa_ 75 -Jaa The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations Boring Started: 10/24/2006 Initial WL: 15' T.R.T. Boring Complete: 10/24/2006 WL: 15'Logged By: TM Water Checked: 10/24/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 6 (Log 4 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range .65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (0/0) Dry Density (pcf) a Q x c c rJ N ro a 0 0 m c y d o N a t c ` CD c Dc -5 0 rn USCS/AASHTO SILTY SAND & GRAVEL WITH 76 .@opa rr�or' - - :-, - . =ter-: -- -•. COBBLE 78 79 80 81 82 83 84 85 86 87 SILTSTONE (WEATHERED- 88 BROWN/RUST) SILTSTONE (GREY) 89 BS 20.1 90 91 92 93 94 95 -1 96- 97 .. 98 99 100 I I I I I 88 74 89 i I I I I 1 1 1 I 63 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations �.�.�. Two Rivers Testing, Inc. Boring Started: 10/24/2006 ,Initial WL: 15' Boring Complete: 10/24/2006 'WL: 15' Logged By: TM Water Checked: ' 10/24/06 Approved By: TMC LOG OF TEST BORE - 7 (Log 1 of 4) Client: Dust & Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (0/0) Dry Density (pcf) Liquid Limit a) -o C U N Q a o * C) C U` )) CI_ o a C L C 0 C Jw C., C ¢ 3 cn O E - cn Cl) U) : SILTY SAND WITH GRAVEL - °a��R'a°�°° a :a°i �a a° °;11 '°aaaa°aa. °°aaaa. a�°a°k a:,,:a:+: aa$aaaaa. :'a0: Kaaaa aaaaa a°a°aa avle aa g a aga, u a°aaaai� °a,aa,° aaaaaaaaa aaaa°a°aa a°aaaa a�° a�i K41::: 0,aao :Ge19 i.:4-1::* pe,,a ala�.�aa', a,a ?aaa paaaa PPi°yya.�4': a°p�iaaaa' aaaaa 4:01" ;aa,�7 °�7 a°a°a°aa aaa aai}, a a asd NM aN°aw p o 1 2 4 SILTY SAND & GRAVEL WITH COBBLE 8 `° 10 ` .. 11 12 ! 1 3 SANDY SILTY CLAY 14 SILTY SAND & GRAVEL WITH COBBLE 15 16 Groundwater �] 17 18 20 .: 21 22 ' 23 24 - 25 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/24/2006 Initial WL: 17' Boring Complete: 10/24/2006 WL: 17' Logged By: TM Water Checked: I 10/24/06 Approved By: TMC LOG OF TEST BORE - 7 (Log 2 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Iv c o O i5 c U Cl. > _ N c m O Oco Liquid Limit Plastic Index % Passing #200 Unconfined Strength (psf) N a USCS/AASHTO 26 27 ...: 28 29 30 "= 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 SILTY SAND & GRAVEL WITH r",:- ;;ee le COBBLE SILTY SAND & GRAVEL SANDY SILTY CLAY SILTY SAND & GRAVEL WITH rta ark ra _.,-;::?S rri V. rr COBBLE _.. fi' othive i,`r_„z; , re '"' =�r ; ;Fe; �r A. 4`" ��` rrre __Fe '` r.9 r ' rrr ;r •" r. eie r.rr r ek.-=,e ;L. ''''' ev�;, '_ _ ?o % ada,J°� JJ JJJ . SANDY SILTY CLAY SILTY SAND & GRAVEL WITH COBBLE The stratification lines represent the approximate boundary lines between soil and rock types. Insitu• the transition may be gradual. Water Observations . K m. Ti . I T.R.T. It 11 Two Rivers. Testing, Inc. Boring Started: 10/24/2006 Initial WL: 17' Boring Complete: 10/24/2006 WL: 17' Logged By: TM Water Checked: J 10/24/06 Approved By: TMC LOG OF TEST BORE - 7 (Log 3 of 4) Client: Dust & Dirt Excavating Project: SlUrry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) 0 U U7 lt o a N a Liquid Limit Plastic Index % Passing #200 Unconfined Strength (psf) Swell (psf). o H z co F3r�:,43 SILTY SAND & GRAVEL WITH 51 COBBLE 52 53 :,_-- - .a�'�` aJ• 54 55 56 57 SANDY SILTY CLAY 58 59 SILTY SAND & GRAVEL WITH COBBLE 60 ° 6162 ° SANDY SILTY CLAY 63 64 65 66 67 SILTY SAND & GRAVEL WITH �:•i COBBLE 68°�. 69 _ aae J JJ °a 70 . ._,0°0071, -''%° 72 ... i°,7u'a°- i;J?,ijJa 73 °a 74:a::$a dpi°J°• a a°J J a%J The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual Water Observations Boring Started: 10/24/2006 Initial WL: 17' • T ° K : 1111 • 111 �� Boring Complete: 10/24/2006 WL: 17' Logged By: TM Water Checked: I 10/24/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 7 (Log 4 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) a P 0 U 0. yE CJ OJ 5 C Z a. O O c mtuU N d 0 fi (n USCS/AASHTO 76 SILTSTONE/CLAYSTONE (WEATHERED-BROWN1 77 ////: SILTSTONE/CLAYSTONE (GREYI I 63 78 ' BS 18.0 33 16 86.9 • CL/A-6 79 104 80 81 82 ; 83 84 85 86 - 87 -- 88 8-9 90 91 92 93 94 95 96 -- 97 98 99 100 - The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations Boring Started: 10/24/2006 Initial WL: 17' T T R. 1 Boring Complete: 10/24/2006 WL: 17' . . Logged By: TM Water Checked: ( 10/24/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 8 (Log 1 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) Dry Density (pcf) _ J D x — U a 0 0 I N N m -2-D Q C L C m o c ≤n cn co USCS/AASHTO �" -, , :.s. „<r_ . Y Yr&ti SILTY SAND WITH GRAVEL '= SILTY SAND 3 4 d JJJJ SILTY SAND & GRAVEL WITH JJ°,' J COBBLE 5 .. jJ.J° 6 8 JJJ,: J e06. :IA7-_ ea SILTY SAND 9 � 10 11 tom» SILTY SAND & GRAVEL WITH £� COBBLE 12 %VA, 13 • Groundwater 0 14-- L or i-r. „rr, 15 r 16 7.e.1/44.!, 17 exir r�`_ 18 19 :?;ar'r e fir. Lr. e 20 x.h 21 ,th•r. r- . woo- 22re,..eee ..-_%6%,*-, 23 t 24e 25: SANDY SILTY CLAY The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/23/2O06 Initial WL: 13' Boring Complete: 10/23/2006 WL: 13' Logged By: TM Water Checked: 10/23/06 _ Approved By: TMC LOG OF TEST BORE - 8 (Log 2 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) Dry Density (pcf) Liquid Limit Plastic Index % Passing #200 Unconfined Strength (psf) a TT; 3 O = cn Q c U cn T -7,,,—;=2:r- ;:::`•::: Ja:• •; rain •6 f ''t- '�'r ei f. ;= .`;.tr-fit 1-. et; W40.: - rf5F. ;;;N j ':r` t SANDY SILTY CLAY 27 28 SILTY SAND & GRAVEL WITH COBBLE 29 30 31 SANDY SILTY CLAY 32 33 ..: 34 • 35 SILTY SAND & GRAVEL WITH COBBLE 36 37 38 39 40��`•°r 42 43 44 45 try 46 :•'4':F' 47 .fa 48 iVg' 49 e�••r SANDY SILTY CLAY 50 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T R T Two Rivers Testing, Inc. Boring Started: 10/23/2006 Initial WL: 13' Boring Complete: 10/23/2006 WL: 13 ' Logged By: TM Water Checked: I 10/23/06 Approved By: TMC LOG OF TEST BORE- 8 (Log 3 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content C/0) Dry Density (pcf) Liquid Limit x c - U N cu a % Passing #200 Unconfined Strength (psf) N II. o7 USCS/AASHTO SILTY SAND & GRAVEL WITH 51 w;°°°; , 4.o,''� 0.0 o/moo qa -oo:off: ove - ;4'; ,,,:94:° °°°°a Va'° copd� V �: COBBLE 52 53 54 55 56 57 58 59 SILTY SAND & GRAVEL SANDY SILTY CLAY 61 62 63 BS 31.0 39 21 97.5 20 CL/A-6 SILTY SAND 64 65 66 68 SILTY SAND & GRAVEL WITH 69 a VVQ; :''' °1: -3 j 0 °V°°° n u'0,°,° COBBLE 70 71 72 SANDY SILTY CLAY 73 74 - SILTY SAND & GRAVEL WITH COBBLE 75 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations Boring Started: 10/23/2006 Initial WL: 13' T.R.T. Boring Complete: 10/23/2006 WL: 13' Logged By: TM Water Checked: I 10/23/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 8 (Log 4 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) a o U m e, u a rN o p a• O _, E J o o- x -° c " c`oo a % Passing #200 Unconfined Strength (psf) ' `i a _ 3 (/) Q _ V) UU) D SILTY SAND & GRAVEL WITH 76 - COBBLE SILTSTONE (GREY) 77 78 79 80 81 82 83 84 85 86 -. 87 88 89 , 90 91 92 93 . 94 . 95 96 . 97 98 99 -. 100 - 93 I , I I I , i I t I I I I I I 1591 I I I I 94 148 90 I I I I I 125 I I The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/23/2006 Initial WL: 13' Boring Complete: 10/23/2006 WL: 13' Logged By: TM Water Checked: I 10/23/06 Approved By: TMC LOG OF TEST BORE - 9 (Log I of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) w o o N t0 zC U a 'N cai O _ E — P x a c U _ % Passing #200 Unconfined Strength (psf) ua. _ 3 USCS/AASHTO r y;�pTY-°"• k n A..,,�•on, n �, ,:. ,. •W.. S'a1T9' r' ' �;:T^ .g `. n n , lir3yv+->;r� 9 .0aK"n ;" .v.• - �r a', w <..: k% d.xr fpm SILTY SAND WITH GRAVEL 4 SILTY SAND &'GRAVEL WITH wr: COBBLE SILTY SAND 9 a' 10 11 JJJJ J J JJ J�J°JJ �J°JJVjJ JVJJJ i°JJ, }fir: e SANDY SILTY CLAY 12 SILTY SAND & GRAVEL WITH 13 COBBLE 14 15 GROUNDWATER 0 16 17 18 19 20 - 21 22 23 24 SANDY SILTY CLAY SILTY SAND & GRAVEL WITH 25 _. COBBLE The stratification lines represent the approximate boundary lines between soil and rock types. Insitu. the transition may be gradual. Water Observations Boring Started: 10/24/2006 Initial WL: 15 T.R.T. Boring Complete: 10/24/2006 WL. 15 Logged By: TM Water Checked: I 10/24/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 9 (Log 2 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) Dry Density (pcf) Liquid Limit Plastic Index % Passing #200 ,Unconfined Strength (psf) N d U) co USCS/AASHTO SILTY SAND & GRAVEL WITH 26 d+°° °� COBBLE 27. 28 . - 30 31 32 - 33 36 - °° D J: 9"0:04 ° aoa,?; �°. dd'o 00! ic. SILTY SAND WITH GRAVEL 37 38... 39 40 41 42 43 SILTY SAND & GRAVEL WITH ,°,,°°6Ca COBBLE 44 -- ° d'? 45 ` 46 47 48 - 49 50 . A ° i0. a°�° °°d °°a°ad°'°': °°°,°,..*: 'b �°o ° S 0° o°' 4,00,4 0-�°9 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations Boring Started: 10/16/2006 Initial WL: 9' T.R.T. Boring Complete: 10/16/2006 WL: 9' Logged By: TM Water Checked: 10/16/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 9 (Log 3 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) Dry Density (pcf) Liquid Limit Plastic Index % Passing #200 Unconfined Strength (psf) c- 0 a m 3 co ' USCS/AASHTO 51 SILTY SAND & GRAVEL WITH r- ° ' :.off : l°°°V- -°°°J°°: %56 - �_: °° 04 ?S •:::: •:r.< , 0:0 f• ; '�}vvJ f COBBLE C' 53 54 .. 55 .. 57 58 . SANDY SILTY CLAY 59 SILTY SAND & GRAVEL 60 61 62 • 63 64 65 SILTY SANDY CLAY 66 67 SILTY SAND 68 `° n °° a2 a a �.�„_• SILTY SAND & GRAVEL WITH 69 COBBLE 70 71 72 73 SILTY SAND & GRAVEL 74 SILTY SAND & GRAVEL WITH 75 :� COBBLE The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradua Water Observations T "' Two Rivers Testing, Inc. Boring Started: 10/24/2006 Initial WL: 15 Boring Complete: 10/24/2006 WL: 15' Logged By: TM Water Checked: 10/24/06 Approved By: TMC LOG OF TEST BORE - 9 (Log 4 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) Dry Density (pcf) E J -0 Cr _.) x C U M d % Passing #200 Unconfined Strength (psf) O 3 co O _ (I) (/) D SILTY SAND & GRAVEL WITH 76 ±° ° D :°°.' wwts py,_° i° °°° a �o a. . a1 V°°°i° °Ja:44.,G l°i�� ;°° o20.1 °' COBBLE 77 - SANDY SILTY CLAY 78 SILTY SAND & GRAVEL WITH 79 COBBLE 80 81 82 - 83 - 84 -1.4S 85 ° 86 ._ SILTSTONE-{WEATHERED- BROWN/RUST) 87 - 88-: • SILTSTONE-(GREY) 89 90 91 92 - 93 94 95 - 96 - 97 , 98 99 -- 100 99 ; i 75 I I I I I 122 I I I I I I I I 91 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/23/2006 Initial WL: 13' Boring Complete: 10/23/2006 WL: 13' Logged By: TM Water Checked: 1 10/23/06 Approved By: TMC LOG OF TEST BORE - 10 (Log 1 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description � a o a I- N a E in P ) Z O F- 9 vim o U (6 0a U g .N C a) O �' O E -� O_ _i x - U C0N a O •y N m d -. H a L o c U 2 D≤n N a - N co = cgn 4 o U co SILTY SAND WITH GRAVEL '••c 2 Groundwater 0 10 r .„e• OjO,Q?0 SILTY SAND & GRAVEL WITH COBBLE 11 SANDY SILTY CLAY 12 SILTY SAND & GRAVEL WITH COBBLE • 13 14�, 15 16 17 18 SILTY SAND a k?� 19 20 21• SILTY SAND & GRAVEL WITH ..G.A.:COBBLE J�JNa ic °off iVVV °e eV 22 23 'e: 24 25 - The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/25/2006 Initial WL: 8.5' Boring Complete: 10/25/2006 WL: 8.5 Logged By: TM Water Checked: I 10/25/06 pproved By: TMC LOG OF TEST BORE - 10 (Log 2 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Dz Depth (ft.) Sample Type SPT-N (BLOWS/FT) a> o o Cl) \ 3 '� U a a C N 0 �' a E -J 5 o- J x ° C — U N m d p N m N N m o a C ti• a C y C m c D co c N Q cn O cn 0 CO au"'". '� ..�'�'�"'�''�.'-;rhN� ^e,,?'s'.s?,C r.�ik✓ S,s� „, , r.,.,>„ r : t xTM• . x .a - 'w" :' 'r...,sr ;,r,.' .%"''^ '��::', ""'"''-"m°V 1•!`?,-: -t ,-,�?rn'f"a SILTY SAND & GRAVEL WITH 26 J JJ?J °JJJ J°J J°J • o � 'f' COBBLE27 = 28 p 29' 30 31 32 33 34 35 SANDY SILTY CLAY 36 -- 37 ; SILTY SAND & GRAVEL WITH w .� ' 1.`r ~�, -�;: : MinkR ex l- e -v itiOit irj:46 �' �' ,r :4'e' Tzir�F` ; r t � 4 .,erg -,e fe? rr.� ,r,. n e h COBBLE 38 39 40 41 , 42 43 44 45 47 48 49 50 - The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T.Boring Two Rivers Testing, Inc. Boring Started: 10/25/2006 Initial WL: 8-5' Complete: 10/25/2006 WL: 8.5' Logged By: TM Water Checked: 10/25/060 Approved By: TMC LOG OF TEST BORE - 10 (Log 3 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) a) c o U `m U a 'N d a O Liquid Limit Plastic Index % Passing #200 Unconfined Strength (psf) Swell (psf) USCS/AASHTO .i��"� x ... r4 � A�6 , ..,f K.v M.",.+'Z./�Y y^✓rx'; 51 52 53 .::aoo 54 . • 55 56 " 57 - 58 59 60 61 62 63 64 65 66 67 68 69 70� 71 72 73 74 75 ,f r9':: s_✓s+� " e.. -y�.e. .ice .. ..r ss- +• . �£ _ _ : Y _ ., lei"-�i�R.r}R?"%�N'�,SA'+K..i'� �l3 i'�.� ... . _ SILTY SAND & GRAVEL WITH aVVJ° 0J J J. '3a a -� �aJ a J JJJ a J� iJ%J; V :. a0a Jaaa aaa JJ a°aa _aad,° S ' J J JJ�JaaJ :� JSQ, •o .3'a°aa 4.,,, •aaaaaa �° Ji J -J ,. r COBBLE SANDY SILTY CLAY SILTY SAND The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/25/2006 Initial WL: 8.5' Boring Complete: 10/25/2006 WL: 8.5' Logged By: TM Water Checked: ( 10/25/06 Approved By: TMC LOG OF TEST BORE - 10 (Log 4 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (0/0) Dry Density (pcf) E J a z U J x -o c — U 7) N 0_ Passing #200 Unconfined Strength fps() c En ❑. (1) USCS/AASHTO SILTY SAND 76 .. 77.:. 78 79 80 81 SILTSTONE (WEATHERED- BROWN/RUST) 82 83 ..: 141 S4 62 SILTSTONE (GREY) 85 92 i I 86 1 75 87 100 88 56 89 90 91 92 93 94 95 - 96 - 97 98-', 99 100 The stratification lines represent the approximate boundary lines between soil and rock types. insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. r Boring Started: 10/25/2006 Initial WL: 8.5' Boring Complete: 10/25/2006 WL: 8.5 Logged By: TM Water Checked: I 10/25/06 Approved By: TMC . LOG OF TEST BORE - 11 (Log 1 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) o T �, c Z , o E -1 v = Plastic Index % Passing #200 Unconfined Strength (psf) 0. § co = co O D � -:. ,,.�f_r�z>,; ' �,�<xq^�r w � SILTY SAND WITH GRAVEL SILTY SAND 5 6 w %Sa aaa Ja�a°aa°a QoaVa �a a�aa oaf aaaaa`a }-°a . ..e �J, a V aav a � as Ba, :.ti • •:•; ': " ::; ti;•• } : •�•. SILTY SAND & GRAVEL WITH 8 COBBLE 9 10 GROUNDWATER v 11 12 13 14 •° 15 16 17 18 19 GRAVEL WITH COBBLE 20 • 21 22 23 24 25 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T. R.T. Two Rivers Testing, Inc. Boring Started: 10/16/2006 Initial WL: i t Boring Complete: 10/16/2006 WL: 11'Logged By: TM Water Checked: 10/16/06 Approved By: TMC LOG OF TEST BORE - 11 (Log 2 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) Dry Density (poi) J 6 7 Q iv a U . N m a % Passing #200 u a) 8 C m 0 2 c D o) c a _ Tu 3 u) O _ co co .o:..::',..a '^`ry.�.-" :t� 1!n r�"r"°C✓'1 rva,w!�artyN..r'ii+ � ^-'.✓ bis33,.;'u✓.::Ha.. .h. s . ...r .. ��J{>. �. :'i'a/.%� i ,... r '"w"� L .. ai Yi os.^.,RY. P'B� ..... ^➢'3 /i`Y�'v�'� GRAVEL WITH COBBLE . 26 :•: � . 44% ti•:4. "Yg ti. 'r :':err. ;■; •1 -• .ti. ti Y W :: : :" .. . d aDDar jDDaQ � -a �°�D;. _ ta�� °v°�D°D. D4 183 K;."- .;�D aD° u 440 j°°D` ° a' : D o:: eV. :a: ;. A ::.°.4 ' =" 27 ':�: 28 29 30 31 " 32 33' 34 35 36 SILTY SAND & GRAVEL WITH 37 COBBLE 38 .-aD: 39 40 41 42 43 -. 44 45 46 4 7 SANDY SILTY CLAY SILTY SAND & GRAVEL 48 49 50 = The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T . R.T. Two Rivers Testing, Inc. Boring Started: 10/17/2006 Initial WL: 11' Boring Complete: 10/17/2006 WL: 11' Logged By: TM Water Checked: 10/17/06^ Approved By: TMC LOG OF TEST BORE- 11 (Log 3 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description n. a a v E cnn SPT-N (BLOWS/FT) Water Content (%) Dry Density (pcf) J E U .@ a 0 0 CV y a - -0 a _ L i.= m o m Din cn USCS/AASHTO SILTY SAND & GRAVEL 51 52 53 54 55 56 57 - - 58 59 60 61 62:---_ 63 SANDY SILTY CLAY 64 -• I SILTY SAND 65 66 67 68 69 70 71 SANDY SILTY CLAY 72 - 73 74 75 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/17/2006 Initial WL: 11' Boring Complete: 10/17/2006 WL: 11 ' Logged By: TM Water Checked: I 10/17/06 Approved By: TMC LOG OF TEST BORE - 11 (Log 4 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: • Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) Dry Density (pcf) _ E J O 7 J x a c — U ) co 0 % Passing #200 Unconfined Strength (psf) Swell (psf) USCS/AASHTO SILTY SAND 76 �> SILTY SAND & GRAVEL WITH iJ JjJ� COBBLE 77 °. J 78 "--.�G,' 79 .. 80 -.7.06" 81 82 ;...,% 83 - 84 -! 85 ijJJ ?V` J ',p JJ4. 4. iJ° JJ°JJ: io doic ,aZiiJti DJi)°,J:JQ°� ''AP T� J°V�7�°J• Vii°,° ti"�,,, ao y°0,VY' JJ °11.1 JJJ JVJ°G :, SILTSTONE/CLAYSTONE- WEATHERED-BROWN/RUST) 86 SILTSTONE/CLAYSTONE (GREY1 BS 17.4 30 11 86.1 CL/A-6 87 88 67 89 80 ' 90., I I I 1 106 91-- 60 92 - I 140 I 1 93 - 1 I 73 94I 95 - 96 97 - 98- 99 100 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations ril►J+ 1 . Two Rivers Testing, Inc. Boring Started: 10/17/2006 Initial WL: 11 Baring Complete: 10/17/2006 WL: 11.�. Logged By: TM Water Checked: I 10/17/06 Approved By: TMC LOG OF TEST BORE - 12 (Log 1 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) c U T .7) 5) CU 0 0 Liquid Limit Plastic Index Passing #200 Unconfined Strength (psf) Swell (psi) USCS/AASHTO SILTY SAND WITH GRAVEL 0 CLAYEY SILTY SAND SILTY SAND '°"'' e '� y�E BS 3.1 0.57 GP `tom 9 SILTY SAND & GRAVEL WITH r -r. r;: .r�,A5 -: e rrrr % z 'o -fie: :rr'�� r0? p .r` - -� --r;F y. -1,e�r`:irt ,i ,r .- 4-w rlr-r r r.-ie ;,�';`,a- r`r`.` COBBLE 11 13 14 15 GROUNDWATER 0 17 18 19 20 _.� 22 -? 23 24 :44 25 : The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations 7 Boring Started: 10/16/2006 Initial WL: 17' r�-t T. R. 1 Boring Complete: 10/16/2006 WL: 17 . Logged By: TM Water Checked: I 10/16/06 _ Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE -12 (2 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description "".• 0 a H U7 co P LL _ z3 F. O co.. ° - m .>' U ° .N CD C �` 0 Ea J x N U .a) a O # a 'co- a. . a C 23 0 in C` d cn i i U 0 26 SILTY SAND & GRAVEL WITH JJ�°°J� COBBLES o��;� 27 28 - 29 .; JGe. ete �. ° J°J nisi 45'a. _ SILTY SAND WITH GRAVEL 30.: 31 32 3.3 34 35 --:-:_ 36 37 =' 38 '-- -- 39 40 41 42 43 44 -'-_ 45 46 SANDY SILTY CLAY • 47 48 SILTY SAND & GRAVEL WITH 49 COBBLE °°%' 50 Q,» .4J,� �J k°JJJ kW: °JyJU The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T. R. T. Two Rivers Testing, Inc. Boring Started: 10/16/2006 Initial WL: 17' Boring Complete: 10/16/2006 WL: 17 Logged By: TM Water Checked: I 10/16/06 Approved By: TMC LOG OF TEST BORE - 12 (Log 3 of 4) Client: Site: Dust & Dirt Excavating Sec 4 Township 5 North Range 65 West Description a a) (13 a E SILTY SAND & GRAVEL WITH COBBLE SILTY SAND SILTY SAND & GRAVEL WITH COBBLE SILTSTON E/C LAYS TO NE (WEATHERED) SILTSTONE (GREY) 75 127 Project: Project No.: Slurry Wall Design 2006-201 E Plastic Index % Passing #200 N d c Co L7) U N c U) The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations 10/16/2006 Initial WL: 17' WL: 17' Water Checked: 10/16/06 T.R.T. Two Rivers Testing, Inc. Boring Started: Boring Complete: Logged By: Approved By: 10/16/2006 TM TMC LOG OF TEST BORE - 12 (Log 4 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) 0 O U 15, a g `✓ y A C o o __ J O J - a 17 C U - m 0_ o * C 0 d o Unconfined Strength (pst) y a — 3)U (/) O co (4 co D SILTSTONE (GREY) 76 i i i I i i 77 78 79 . 80 -- 81 82 - 83-- 84 85 86 87 88 89 , 90 • 91 , 92 93 . 94 95 96 .. 97 98 • 99 100 1124 1 r-- 91 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations m T.R.T. Two Rivers Testing, Inc. Boring Started: 10/16/2006 Initial WL: 17' Boring Complete: 10/16/2006 WL: 17' Logged By: TM lWater Checked: 1 10/16/06 Approved By: TMC LOG OF TEST BORE - 13 (Log 1 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description a) 0 a F'- _ E co Cn IL Z IL Q 0_ J co m C 0 N @^ O c U g ..c/—) c 0 a+ 0 E J 'D Q J x � c U (NO 0 8 rn -a- CO °- o N Q., �- c O C) U d D CO m a ---It Cl) O. = co Cn U D 9�""°�r:r . ,=vim -r--r, ".1 RZ!G_'w^dn.*X n. SILTY SAND WITH GRAVEL ''rte -:: r-. r-r:io . rrT, e :� 01 • � ' `rF`x:t ...•;.A',..vriA 4:fir iti12 50 -err r�r' 'Lr' :r` r•ri 41; rrrt n T rre rt Xi!, r` rrr ,e wr =rrrrr "rR�" �,�r� 'r"iii,r e, ee rr ,, w Ar r.;,r r r r r' r i SILTY SAND & GRAVEL WITH COBBLE 7 _: SANDY SILTY CLAY SILTY SAND & GRAVEL WITH $ COBBLE GROUNDWATER V 10 11 13 1 4. . 15 ,. 16 17 18 19 20 21 ;rLrrrrrr. 22' 23 24 -• rr 25 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/17/2006 Initial WL: 9' Boring Complete: 10/17/2006 WL' 9 Logged By: TM Water Checked: I 10/17/06 Approved By: TMC LOG OF TEST BORE - 13 (Log 2 of 4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Ii U ' a T c d _ :1' Plastic Index % Passing #200 Unconfined Strength (psf) Swell (psf) USCS/AASHTO y ,.�"Y,.. ,- v „y;.'..''r',,,, h'•.:':W;re , F.;; ,.. e..s:..;n te.,,.,-.. ,f ,✓: n: r.::, ...n ,—F .a r:r .H i SILTY SAND & GRAVEL WITH 26 •c��x r°•` ;trrre`rze t tr•'rt ;e; ' r ;r -et a >' ;t adz '�^,w •''4- irk ri� �_, ;te*0 !6,4 !�tr� r� °e rtes 5r�lF re COBBLE 27 28 29 " 31 32 33 34-:- 35�`��,,rkaX 36 37 38 39 40 41 42 43 44t 45 as 47 : "r -v :::0' -ir,` r - 'r, . e. i r yt Fir a.'xrtt- a� a Q'a]'a. QQQQ �JQ JJJ . JQJ JJJ'�i SANDY SILTY CLAY 48 49 SILTY SAND & GRAVEL WITH COBBLE 50 -- The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T �1 T . F!tLL\\\ . 11 . Two Rivers Testing, Inc. Boring Started: 10/17/2006 Initial WL: 9' Boring Complete: 10/17/2006 WL: 9, Logged By: TM Water Checked: 10/17/06 Approved By: TMC LOG OF TEST BORE - 13 (Log 3 of 4) Client: Site: COBBLE Dust & Dirt Excavating Sec 4 Township 5 North Range 65 West Description SANDY SILTY CLAY SILTY SAND & GRAVEL WITH COBBLE t a) a) O SILTY SAND & GRAVEL WITH 51 52 - 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 i.i Project: Project No.: C a) O C. c Q N a) 0 O Slurry Wall Design 2006-201 The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations Initial WL: W L: 9' 9' Water Checked: 10/17/06 T.R.T. Two Rivers Testing, Inc. Boring Started: Boring Complete: C- o. a) CO 10/17/2006 10/17/2006 Logged By: TM Approved By: TMC LOG OF TEST BORE-13(Log4of4) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description t o a _ p. m 0) co Z d C/) m a) U > :, U >. C 2' O — J a J x 0 5 0. O vi d. o N c. C i c rn D 0) N n m CO) o _ cn U Cn D •kss..k.:e�'�.. SILTY SAND & GRAVEL WITH 76 p% J JJ JV? q` Y you J JSi4,: poQ Je PtJ°JJJ. kat... : a°J J JJJ. aJJ°J° 42Z COBBLE 77 .. 78 - 80 82 83 _. SILTSTONE (WEATHERED- 84 -' ORANGE/RUST) 85 SILTSTONE (GREY) 86 87 88 89 90 91 92 93 94 95 96 97 98 __ 104 161 83 92 58 116 t 1 I I 96 I i 112 t I I 58 71 101 I I I I I 99 . 100 -" The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations Boring Started: 10/17/2006 Initial WL: 9' T.R.T. Boring Complete: 10/17/2006 WL: 9' Logged By: TM Water Checked: ' 10/17/06 Two Rivers Testing, Inc. Approved By: TMC LOG OF TEST BORE - 14 (Log 1 of 5) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description L o. o a H d U) ,. co Z? O f/) U > °✓ U g N N o O >_ _! a J x C U ._ a. O C 'N o N L OC C7 w Q _ U) O = Q Q V) ,:,x.�6 :. .,� ,.,,�;-.ms"^ ,:,1 r ,.-"zzT,: ,( 7 �^,...:_✓ �s:.'i',i. SANDY SILT .++ ...m.,^,':"yR�y,�3'7 SILTY SAND 1 2 1 3 t�re 5 "r' 6 SILTY SAND & GRAVEL 10 11 12 i =_ 13 14 15 16 17 SANDY SILTY CLAY 18 " 19 20 21 22 23 SILTY SAND r 4 24 SILTY SAND & GRAVEL WITH COBBLE 25 . _ Jp �jJiJJai The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations 1 . �. �. Two Rivers Testing, Inc. `Boring Started: 10/23/2006 Initial WL: 40 Boring Complete: 10/23/2006 WL: 40' Logged By: TM Water Checked: 10/23/06 Approved By: TMC LOG OF TEST BORE - 14 (Log 2 of 5) Client: Site: Dust & Dirt Excavating Sec 4 Township 5 North Range 65 West Description o - I?' a) E z IL O d m Project: Project No.: SILTY SAND & GRAVEL WITH COBBLE :SILTY SAND WITH GRAVEL GROUNDWATER V SILTY SAND & GRAVEL WITH COBBLE The stratification lines 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 :Rea*: : a�a�aa aa�aaaa4 9 a aYN rf ,{�vc a�vao D?a�i io 6a°aka: Dry Density (pc Slurry Wall Design 2006-201 E cQ J Plastic Index I •D C C O) U CD C` n USCS/AASHT represent the approximate boundary lines between soil and rock Water Observations Initial WL: 40 WL: 40' Water Checked: 10/23/06 T.R.T. types. Insitu, the transition may be gradual. Two Rivers Testing, Inc. Boring Started: 10/23/2006 Boring Complete 10/23/2006 Logged By: TM Approved By TMC LOG OF TEST BORE - 14 (Log 3 of 5) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) a E_ m co P Z dOJ tom Water Content (°/0) Dry Density (pcf) Liquid Limit Plastic Index 0 o C7) 0 o_ a 0 a c c m c a� n (7) N a-05 3 cn o h co D t`rw:4r:' x .� :r:r: rtx ��i!ern r r r ,r et t��.r� irr'. 5W,,,,:9:: ; , faitil :fir r K rr " r'r�. :r�rr-rt `z ; ,'' ir rix ;r�r-r {e err-y?F` to r„t iSIAIIP e:.r - . r'-'rrr o errs ifille",-, % Qj , �'� G i 9 ,ppQp Ma ,.„ .tde a.., SILTY SAND & GRAVEL WITH 51r COBBLE 52 - 53 54 55 56 57 • 58,, 59',99 60 61 62e° 63rr 64 65 66 67 SANDY SILTY CLAY 68 SILTY SAND & GRAVEL WITH COBBLE 69 70 71 72 73 74 75 ' The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/23/2006 Initial WL: 40' Boring Complete: 10/23/2006 WL. 40 Logged By: TM Water Checked: I 10/23/06 Approved By: TMC LOG OF TEST BORE - 14 (Log 4 of 5) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description a� ❑ a a N m cn ti N n~. OJ UJ m c V ^o U a �_ N C ` ❑ .J a- X o C m d 8 m C v- rl o N a n C = c .. ❑ co C. N Q 3 rn Q = cn �l CZ nn ❑ SANDY SILTY CLAY 76 : '`•: BUJ �p J9a }?• X:{ r M. rc �t `! _ rry y tiziet -- rr; •rrr r'� t4,5 rr ��S .r r�,,rA "r •'rrr-0, r.r - ?.6 kit a '�'�r-' Er�;� r�r ,rr„ e 77 78 - SILTY SAND & GRAVEL WITH 79 COBBLE p 80 81 SANDY SILTY CLAY 82 SAND & GRAVEL 83 }SILTY 84rrx:::: 85 86 87 88 8 'SILTY SAND & GRAVEL WITH 89a COBBLE 90 91 92 93 94 95 --,write., 96 `�rr 97 98 .. 9 99-i:03:;'.. }Fk100 �r`-r The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/23/2006 Initial WL: 40' Boring Complete: 10/23/2006 WL 40' Logged By: TM Water Checked: 10/23/06 Approved By- TMC a) h a) E N H Project: Project No.: C a) C O U as O N C a) 0 Slurry Wall Design 2006-201 E Q (1) C O) co LOG OF TEST BORE - 14 (Log 5 of 5) Client: Site: Dust & Dirt Excavating Sec 4 Township 5 North Range 65 West Description O. Q) SILTY SAND & GRAVEL WITH 101 COBBLE SANDY SILTY CLAY SILTY SAND & GRAVEL WITH COBBLE SANDY SILTY CLAY 104 105 106 107 108 109 SILTY SAND & GRAVEL WITH COBBLE 112 113 114 115 116 C N The stratification lines represent the approximate boundary lines between soil and rock types. lnsitu, the transition may be gradual. Water Observations Initial WL: WL: Water Checked: 40' 40' 10/23/06 Two Rivers Testing, Inc. Boring Started: Boring Complete: ogged By Approved By: C CO 10/23/2006 10/23/2006 LOG OF TEST BORE - 15 (Log 1 of 5) Client: Site: Dust & Dirt Excavating Sec 4 Township 5 North Range 65 West Description SILTY SAND WITH GRAVEL SANDY SILTY CLAY SILTY SAND WITH GRAVEL Initial WL: WL: 35' Water Checked: 35' 10/23/06 a) a a) E m The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations Project: Project No.: 0 0 m c U a >, N C a, L'" 0 T.R.T. Two Rivers Testing, Inc. Slurry Wall Design 2006-201 B J P -3 J C c o) o a) D Boring Started: O. 3 10/23/2006 Boring Complete: 10/23/2006 Logged By: TM Approved By: TMC i LOG OF TEST BORE-15(Log2of5) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) Water Content (%) Dry Density (pcf) Liquid Limit Plastic Index % Passing #200 Unconfined Strength (psf) ca a a) 3 rn USCS/AASHTO »... • - ihy5..iu.,..r.L.�"e. •. •.., 6 ... SANDY SILTY CLAY 26 r.. s 27 28 29 SILTY SAND WITH GRAVEL +�,h 30 31 32 33 34 Ytit, % r: } SANDY SILTY CLAY 35 -.--' SILTY SAND & GRAVEL lrr. rA O WITH COBBLE 36 -..: ";rr x�r GROUNDWATER _r�rr.r.. 37rrrr 38 39 40 41 42 43~..re''' 44 - 45 46 47 48 49 ...rkr- 50 �. r _yL�_rl :".ileees. mfr r; klit3 ;r r F, :aver, rr rrr'r'a i ;r;--vrz ;r r e; rr r r krtr.�`r� . {r,Fr y„rr ;e;rrrr:' ,,'rrr-ry ne,;yrr�rr�er' r?Y'rR2 ;r ,�r,'ti. e;1 -.r ` . • We kr The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/23/2006 Initial WI.; 35' Boring Complete: 10/23/2006 IWL. 35' Logged By: TM Water Checked: J 10/23/06 Approved By: TMC LOG OF TEST BORE - 15 (Log 3 of 5) Dust & Dirt Excavating Project: Slurry Wall Design Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description The stratification lines represent LOG OF TEST BORE - 15 (Log 4 of 5) Client: Site: Dust & Dirt Excavating Sec 4 Township 5 North Range.65 West Description 77 - 76 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 Me 99 0:0: 41* 100 '11 piOjD p000 The stratification lines represent the approximate boundary lines Water Observations Initial WL: 35' W L: 35' Water Checked: I 10/23/06 Project: Project No.: Slurry Wall Design 2006-201 between soil and rock types. Insitu, the transition may be gradua T.R.T. Two Rivers Testing, Inc. Boring Started: 10/23/2006 Boring Complete: 10/23/2006 Logged By: Approved TM TMC LOG OF TEST BORE - 15 (Log 5 of 5) Client: Dust & Dirt Excavating Project: Slurry Wall Design Site: Sec 4 Township 5 North Range 65 West Project No.: 2006-201 Description Depth (ft.) Sample Type SPT-N (BLOWS/FT) 0 T 0 0 _ a,I a cL4 p m D O cn D :r..,1, oa;a a�D ; ■ -a 'aa°°� a°° :) o eaa° a .- eaeag a°a°aa °°`°°tee a SILTY SAND & GRAVEL WITH 101 COBBLE 102 103 - 104 105 '-° 106 - 107 -- 108 - 109 110 2 111 SILTSTONE (WEATHERED - BROWN) 112 -, 113 114 115 • 76 SILTSTONE (GREY) ; 122 116 117 118 -� 119 120 121 - 122 - 123 124 125 - 107 I t 137 y5 ;The stratification lines represent the approximate boundary lines between soil and rock types. Insitu, the transition may be gradual. Water Observations T.R.T. Two Rivers Testing, Inc. Boring Started: 10/23/2006 Initial WL: 35' Boring Complete: 10/23/2006 WL. 35'Logged By: TM :Water Checked: 10/23/06 Approved By: TMC APPENDIX B SUMMARY OF TEST RESULTS Client: Dust & Dirt Excavation Project Name: Slurry Wall Desiqn Project No: 2006-201' SUMMARY OF TEST RESULTS Test Bore No. Depth (ft) Moisture o (%) Dry Density (pcf) Compressive Strength (psf) Swell Pressure (psf) Liquid Limit (%) Plasticity o Index (%) % Passing No. 200 USCS AASHTO Classification Penetration (Blows/12 inches) 1 30 7.3 3.5 GP 1 49 111 1 51 119 1 52 74 1 54 104 2 85 68 2 86 82 2 87 60 2 88 125 2 89 76 3 75 6.3 3.9 GW 3 87 687 3 88 224 4 38 16.7 3.2 SP 4 85 86 4 86 122 4 87 60 4 88.5 31-6" 5 3.5 0.9 1.5 SP 5 80 71 5 82 91 5 83 88 5 84 126 Test Bore No. Depth (ft) Moisture (°I°) Dry Density (pcf) Compressive Strength (psf) Swell Pressure (psf) Liquid Limit (%) Plasticity Index (%) % Passing No. 200 USCS AASHTO Classification Penetration (Blows/12 inches) 5 85 45 6 89 20.1 6 90 88 6 91 74 6 92 89 6 93 63 7 77 63 7 78 18.0 33 16 86.9 CL A 6 104 8 64 31.0 20 39 21 97.5 CL A-6 8 79 93 8 80 159 8 81 94 8 82 148 8 83 90 8 84 125 9 90 99 9 91 75 9 92 122 9 93 91 10 83 141 10 84 62 10 85 92 10 86 75 10 87 100 10 88 56 11 86 17.4 30 11 86.1 CL A-6 Test Bore No. Depth (ft) Moisture (%) Dry Density (pcf) Compressive Strength (psf) Swell Pressure (psf) Liquid Limit (%) Plasticity Index (1) % Passing No. 200 USCS AASHTO Classification Penetration (Blows/12 inches) 11 88 67 11 89 80 11 90 106 11 91 60 11 92 140 11 93 73 12 8 3.1 0.6 GP 12 74 127 12 76 124 12 78 91 13 87 104 13 88 161 13 89 83 13 90 92 13 91 58 13 92 116 13 93 96 13 94 112 13 95 58 13 96 71 13 97 101 14 N/A 15 114 76 15 115 122 15 116 109 15 117 137 Test Bore No Depth (ft) Moisture (%) Dry Density (pcf) Compressive Strength (psf) Swell Pressure (psf) Liquid Limit (%) Plasticity Index (%) % Passing No. 200 USCS AASHTO Classification Penetration (Blows/12 inches) 15 118 95 APPENDIX E J&T Consulting, Inc. Broken Arrow Investments, LLC - Derr Pit Project Slope Stability Analysis Peak Acceleration (%g) with 2% Probability of Exceedance in 50 Years USGS Map, Oct. 2002rev 125-w 500N 125 120W 12°W 115°W 105°W W 95� 100 _ 50°N 45 N 40 N 35„N 100°W 95„W 300 200 160 120 80 60 50 40 30 20 18 16 14 12 10 8 6 4 2 0 110OOW Hello