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Home My WebLink About3420_KernersvilleSlopeRepair_responses_FID1387141_20190919From:Kemppinen, Hannu To:Chao, Ming-tai; Stanley, Sherri Cc:Winegar, James; Bertolet, Larry; Hofmeister, Mike Subject:RE: [External] RE: Comments on Omnisource Kernersville Slope Repair SW # 34-20 Date:Thursday, September 19, 2019 1:27:44 PM Attachments:image001.png9_18_19Kernersville Slope Repair 2019 Global SSA RTC - Copy.pdf CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to report.spam@nc.gov Ming and Sherri: We have reviewed your comments and the slope stability analysis for the Omnisource slope repair based on your email dated August 13, 2019. The stability analysis that we submitted was in fact an older version. Therefore, we performed the attached analysis for the current slope configuration. In conclusion, the proposed slope repair configuration and materials will be structurally stable under static and seismic conditions. For other criticism your provided, we have provided clarification to your comments in red. From: Chao, Ming-tai <ming.chao@ncdenr.gov> Sent: Tuesday, August 13, 2019 13:25 To: Kemppinen, Hannu <HKemppinen@LaBellaPC.com> Cc: Winegar, James <James.Winegar@omnisource.com>; Stanley, Sherri <Sherri.Stanley@ncdenr.gov>; Heim, Susan A <susan.heim@ncdenr.gov>; Joyce, Leonard <LJoyce@LaBellaPC.com> Subject: RE: [External] RE: Comments on Omnisource Kernersville Slope Repair SW # 34-20 Hi Hannu: After reviewing your responses to the July 22, 2019 comments on the Slope Repair andGrading Plan (Plan, FID 1324013) dated June 2019 and received on July 16, 2019, the SolidWaste Section does not agree your responses at all. Your responses No. 1 stated that “In our review the slope above and below the bench appear tobe 2:1 while the overall and slanted profile line maybe 2.6:1 as you noted.” The 2:1 slopeconfiguration as shown on CP-01 is correct. However, the slope stability report that wasincluded in the “Slope Repair and Grading Plan, dated June 2019”, submitted to you on July16, 2019, was an older version. The correct analysis with 2:1 slopes is included with thisresponse. The 2:1 slope configuration after grading is shown on the “Slope Profile” inDrawing No. CP-01; there is no other description in the Plan to specify the regraded/ finalslope angle at all. It is the common practices in the construction industries if anything that ismentioned in the construction drawings but is not available in the specification or CQA Planshall be effective as if shown on mentioned in both documents – Specification/CQA Plan anddrawings. To avoid any construction dispute, OmniSource and Labella shall issue a correctionto the Plan. Not sure we understand this request. If the common practice is as you describedabove, there is no need to make any changes. Because the final slope is only specified in oneplace, doesn’t make the Plan incorrect. In fact, the more times and more places information isstated/repeated, the potential increases for conflicts to occur when changes are made to somebut not all locations. Your responses No. 2 stated “Regarding Plastic Index (PI) we have not defined a range, rather the slope stability calculations were based on the proposed soil for the project. The proposedsoil laboratory testing results were included in the submittal to the insurance company approving the design and funding for the project.” The SWS makes a table below to summarize the lab soil testing results from the submittedPlan. Sample ID/Test Item KV-1 RM-1 PI (%)30 22 Max. Dry Density(pcf)104 99.4 Optimum WaterContent (%)19.6 24 Shear strength -Cohesion (ksf)0.13 0.29Friction angle(degree)34.5 33 According to your response the field-testing results of PI (Ref Table 1 of the CQA Plan) fallinto the range between 22 to 30 will be acceptable. What about the in-place density (95% ofthe maximum dry density) and shear strength, please provide the passing criterium for eachtesting result. Make no mistake, an approval from the insurance company and/or thecontacting adjustor or an engineer have no authority over or above the North Carolina SolidWaste Management Rule. Understood. However, if there are specific requirements of theRule that we failed to meet, your assistance in identifying those requirements and associatedsection(s) of the Rule would be appreciated. Without the minimum passing criteria setting forthe requested testing shown in the specifications/CQA Plan is meaningless. We use thefollowing tests: Particle Size Analysis of Soils (ASTM D422), Sieve Analysis of Fine andCoarse Aggregates (ASTM C136), Unified Soil Classification System (ASTM D2487),Moisture Content of Soil by Laboratory Method (ASTM D2216), Atterberg Limits (ASTMD4318), and Standard Proctor (ASTM D698), to classify the soils. There are no passingcriteria. We use the test results to differentiate the different sources of material, and we thenuse the correct standard proctor optimum moisture and maximum dry density results in thefield moisture-density tests, which require minimum 95% of maximum dry densitycompaction. The SWS shall not approve the planned slope repair project at all. Regarding the slope stability analysis, the submitted slope stability analyses failed to meet thefuture landfill closure requirement. The analyzed slopes did not include any loading/surchargefrom the wastes seated on top of the slope. The regraded final slope may be acceptable forthis slope repair project, but may not be acceptable for the final site closure. As you havepreviously noted, the north slope failed as a result of the overtopping and subsequent breach ofthe stormwater channel. Prior to this occurrence, the perimeter slope was, and still is, stableunder the current loading. Based on the calculations performed, stability of the slope has beendemonstrated and as you noted acceptable for this slope repair project. In the event finalclosure results in additional loading/surcharge on top of the slope, this condition will beanalyzed and addressed at that time. Hannu Kemppinen, PG LaBella Associates | Senior Project Manager 336-790-2252 direct 336-323-0092 office336-209-7156 mobile 2211 West Meadowview Road, Suite 101Greensboro, NC 27407 labellapc.com | Your Joyce Engineering Team Under a New Name Project: OmniSource Kernersville Project Number: 2191186.02 Calculated By: MAH Date: 9/13/19 Revised By: Date: Checked By: LBB Date: 9/13/19 Subject: Global Stability – North Slope Repair Sheet: 1 of 9 Global SS.doc 9/18/2019 GLOBAL STATIC AND SEISMIC SLOPE STABILITY OBJECTIVE The objective of this calculation is to analyze the stability of the proposed North Slope repair at the OmniSource Kernersville Landfill (Landfill). This analysis will determine the factors of safety for deep-seated failures. Factors of safety exceeding 1.5 for static conditions and 1.0 for seismic conditions are considered acceptable. The cross section analyzed is shown on Drawing CP-01. This analysis includes: Attachment A – SLIDE v.8.0 Slope Stability Software Output Data Attachment B – Cross Section Attachment C – Strength Testing Results: Waste/Fluff Material Attachment D – Strength testing Results: Proposed Repair Soils CROSS-SECTION GEOMETRY The analyzed cross section (Attachment B) depicts the proposed final grade for the repaired slope reflecting a 2:1 slope interrupted by a 7 foot wide bench (approx El. 886’), and a 7 foot wide drainage channel (approx El. 910’). STATIC STABILITY ANALYSIS The software program used to calculate slope stability FS within this analysis is entitled, "SLIDE" version 8.0, compiled by Rocscience, Inc. of Toronto, ON, Canada. The program uses limit equilibrium techniques to determine a minimum FS for each given input cross-section slope. SLIDE will calculate a minimum FS for failure surfaces within the cross-section under both static and seismic conditions based upon slope geometry, a phreatic surface, and the shear strength parameters of waste and soils. No translational failure surfaces were analyzed as there are no base liner geosynthetics or known weak soil layers that would provide a deep-seated slip plane for failure. Bishop’s Simplified Method Bishop's simplified method is a limit equilibrium technique used within this analysis by SLIDE to locate the most critical rotational failure surface within the cross-section. Characteristics of Bishop's Method include: Project: OmniSource Kernersville Project Number: 2191186.02 Calculated By: MAH Date: 9/13/19 Revised By: Date: Checked By: LBB Date: 9/13/19 Subject: Global Stability – North Slope Repair Sheet: 2 of 9 Global SS.doc 9/18/2019 • Dividing failure mass into a number of slices; • Satisfies vertical force equilibrium for each slice and overall moment equilibrium about the center of the rotational failure surface; • Specifically applicable to rotational failure surfaces; • Considers all interslice shear forces to be horizontal (no interslice shear forces). Janbu’s Method The Simplified Janbu Method was also used for analyzing the most critical rotational failure surface for each cross section, considering static and seismic conditions. This approach uses the method of slices to determine the stability of the slide mass. The simplified procedure assumes that there are no inter-slice shear forces. Janbu’s method satisfies vertical force equilibrium for each slice, as well as overall horizontal force equilibrium for the entire slide mass. Shear Strength Parameters Proposed Repair Soils/Existing Soils γ': Moist Unit weight of existing ground/structural fill layers = 125 pcf c’: Cohesion = 100 psf Φ’: Friction angle = 33 degrees Waste Fluff γ': Moist Unit weight of waste = 67 pcf (from compaction study) c’: Cohesion = 238 psf (from direct shear testing) Φ’: Friction angle = 39.4 degrees (from direct shear testing) The in-place fluff material was sampled from the landfill in triplicate for direct shear testing (ASTM D3080) under saturated conditions. The average values for cohesion and friction angle determined from testing were used in the global stability analysis. These results are shown in Attachment C. From a capacity and compaction study performed for the Rocky Mount facility (same material), the in-place density was estimated to be 67 pcf. Phreatic Surfaces All materials below the toe-of-slope elevation were assumed to be saturated in the analysis. SEISMIC STABILITY ANALYSIS The shear wave acceleration is modeled within the stability analysis by inputting a coefficient, (Cs) that is some fraction of gravity. The peak acceleration for the site is Project: OmniSource Kernersville Project Number: 2191186.02 Calculated By: MAH Date: 9/13/19 Revised By: Date: Checked By: LBB Date: 9/13/19 Subject: Global Stability – North Slope Repair Sheet: 3 of 9 Global SS.doc 9/18/2019 estimated to be 0.1 g which is taken from the “Peak Acceleration (%g) with 2% Probability of Exceedance in 50 Years (site: NEHRP B-C boundary)” published by the U.S.G.S in 2014 shown below. Since this analysis is for the final cover system, the acceleration at the crest of the landfill will be considered. The peak acceleration at the base (approximately 0.1g, from USGS Map) was adjusted to reflect the peak acceleration at the crest of the landfill using Figure 8-11 adopted from Approximate Site Location Project: OmniSource Kernersville Project Number: 2191186.02 Calculated By: MAH Date: 9/13/19 Revised By: Date: Checked By: LBB Date: 9/13/19 Subject: Global Stability – North Slope Repair Sheet: 4 of 9 Global SS.doc 9/18/2019 Singh and Sun (1995). Accordingly, the peak acceleration at the crest is estimated to be 0.15g. The modified peak horizontal ground acceleration was used directly as the seismic coefficient in the SLIDE slope stability program. Project: OmniSource Kernersville Project Number: 2191186.02 Calculated By: MAH Date: 9/13/19 Revised By: Date: Checked By: LBB Date: 9/13/19 Subject: Global Stability – North Slope Repair Sheet: 5 of 9 Global SS.doc 9/18/2019 RESULTS & OUTPUT Factors of safety (FS) were calculated for the final slope condition for the proposed expansion. The SLIDE software package calculated FS, expressing the ratio of resisting to driving forces, for each failure surface considering static and seismic conditions. The SLIDE slope stability software output data are attached. Below is a summary of the analysis files and results. Failure Type Static/Seismic FS Cross Section (CP-01) Rotational Static 1.95 Rotational Seismic 1.38 CONCLUSIONS All deep-seated analyses provided a static and seismic factor of safety greater than 1.5 and 1.0, respectfully. In conclusion, the proposed slope repair configuration and materials will be structurally stable under static and seismic conditions. Project: OmniSource Kernersville Project Number: 2191186.02 Calculated By: MAH Date: 9/13/19 Revised By: Date: Checked By: LBB Date: 9/13/19 Subject: Global Stability – North Slope Repair Sheet: 6 of 9 Global SS.doc 9/16/2019 ATTACHMENT A SLIDE v.8.0 Slope Stability Software Output Data Slide Analysis Informaon Kernersville - North Slope Repair 2019 Project Summary File Name:Kernersville - North Slope Repair 2019 with soil repair.slmd Slide Modeler Version:8.026 Project Title:SLIDE - An Interacve Slope Stability Program Date Created:9/9/2019, 5:25:57 PM Currently Open Scenarios Group Name Scenario Name Global Minimum Compute Time Group 1 Stac Bishop Simplified: 1.984630 Janbu Simplified: 1.950970 00h:00m:00.189s Seismic Bishop Simplified: 1.420390 Janbu Simplified: 1.388960 00h:00m:00.169s General Sengs Units of Measurement: Imperial Units Time Units:days Permeability Units: feet/second Data Output:Standard Failure Direcon: Le to Right Analysis Opons All Open Scenarios Slices Type:Vercal Analysis Methods Used Bishop simplified Janbu simplified Number of slices:50 Tolerance:0.005 Maximum number of iteraons:75 Check malpha < 0.2:Yes Create Interslice boundaries at intersecons with water tables and piezos: Yes Inial trial value of FS:1 Steffensen Iteraon:Yes Groundwater Analysis All Open Scenarios Groundwater Method:Water Surfaces Pore Fluid Unit Weight [lbs/3]:62.4 Use negave pore pressure cutoff:Yes Maximum negave pore pressure [psf]:0 Advanced Groundwater Method:None Random Numbers All Open Scenarios Pseudo-random Seed:10116 Random Number Generaon Method:Park and Miller v.3 Surface Opons All Open Scenarios Surface Type:Circular Search Method:Grid Search Radius Increment:10 Composite Surfaces:Disabled Reverse Curvature:Invalid Surfaces Minimum Elevaon:Not Defined Minimum Depth []:6 Minimum Area:Not Defined Minimum Weight:Not Defined Seismic Loading Group 1 - Stac Group 1 - Seismic Advanced seismic analysis:No Staged pseudostac analysis:No Advanced seismic analysis:No Staged pseudostac analysis:No Seismic Load Coefficient (Horizontal):0.15 Materials Property Soils Waste Color Strength Type Mohr-Coulomb Mohr-Coulomb Unsaturated Unit Weight [lbs/3]125 67 Saturated Unit Weight [lbs/3]130 70 Cohesion [psf]100 238 Fricon Angle [°]33 39.4 Water Surface Assigned per scenario Assigned per scenario Hu Value 1 1 Materials In Use Material Stac Seismic Soils Waste Global Minimums Group 1 - Stac Group 1 - Seismic Method: bishop simplified FS 1.984630 Center:205.507, 970.481 Radius:106.513 Le Slip Surface Endpoint:140.414, 886.173 Right Slip Surface Endpoint:191.206, 864.932 Resisng Moment:2.45466e+06 lb- Driving Moment:1.23683e+06 lb- Total Slice Area:232.361 2 Surface Horizontal Width:50.7927 Surface Average Height:4.5747 Method: janbu simplified FS 1.950970 Center:205.507, 970.481 Radius:106.513 Le Slip Surface Endpoint:140.414, 886.173 Right Slip Surface Endpoint:191.206, 864.932 Resisng Horizontal Force:20916.4 lb Driving Horizontal Force:10721 lb Total Slice Area:232.361 2 Surface Horizontal Width:50.7927 Surface Average Height:4.5747 Method: bishop simplified FS 1.420390 Center:205.507, 970.481 Radius:106.513 Le Slip Surface Endpoint:140.414, 886.173 Right Slip Surface Endpoint:191.206, 864.932 Resisng Moment:2.3389e+06 lb- Driving Moment:1.64666e+06 lb- Total Slice Area:232.361 2 Surface Horizontal Width:50.7927 Surface Average Height:4.5747 Method: janbu simplified FS 1.388960 Center:205.507, 970.481 Radius:106.513 Le Slip Surface Endpoint:140.414, 886.173 Right Slip Surface Endpoint:191.206, 864.932 Resisng Horizontal Force:19920.7 lb Driving Horizontal Force:14342.2 lb Total Slice Area:232.361 2 Surface Horizontal Width:50.7927 Surface Average Height:4.5747 Valid/Invalid Surfaces Group 1 - Stac Group 1 - Seismic Method: bishop simplified Number of Valid Surfaces:3335 Number of Invalid Surfaces:1516 Error Codes: Error Code -102 reported for 11 surfaces Error Code -103 reported for 3 surfaces Error Code -106 reported for 3 surfaces Error Code -115 reported for 1367 surfaces Error Code -1000 reported for 132 surfaces Method: janbu simplified Number of Valid Surfaces:3335 Number of Invalid Surfaces:1516 Error Codes: Error Code -102 reported for 11 surfaces Error Code -103 reported for 3 surfaces Error Code -106 reported for 3 surfaces Error Code -115 reported for 1367 surfaces Error Code -1000 reported for 132 surfaces Method: bishop simplified Number of Valid Surfaces:3335 Number of Invalid Surfaces:1516 Error Codes: Error Code -102 reported for 11 surfaces Error Code -103 reported for 3 surfaces Error Code -106 reported for 3 surfaces Error Code -115 reported for 1367 surfaces Error Code -1000 reported for 132 surfaces Method: janbu simplified Number of Valid Surfaces:3335 Number of Invalid Surfaces:1516 Error Codes: Error Code -102 reported for 11 surfaces Error Code -103 reported for 3 surfaces Error Code -106 reported for 3 surfaces Error Code -115 reported for 1367 surfaces Error Code -1000 reported for 132 surfaces Error Codes The following errors were encountered during the computaon: -102 = Two surface / slope intersecons, but resulng arc is actually outside soil region. -103 = Two surface / slope intersecons, but one or more surface / nonslope external polygon intersecons lie between them. This usually occurs when the slip surface extends past the boom of the soil region, but may also occur on a benched slope model with two sets of Slope Limits. -106 = Average slice width is less than 0.0001 * (maximum horizontal extent of soil region). This limitaon is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -115 = Surface too shallow, below the minimum depth. -1000 = No valid slip surface is generated Slice Data Group 1 - Stac Group 1 - Seismic Global Minimum Query (bishop simplified) - Safety Factor: 1.98463 Slice Number Width [] Weight [lbs] Angle of Slice Base [degrees] Base Material Base Cohesion [psf] Base Fricon Angle [degrees] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] Pore Pressure [psf] Effecve Normal Stress [psf] Base Vercal Stress [psf] Effecve Vercal Stress [psf] 1 1.01585 56.4385 -37.3278 Soils 100 33 54.8917 108.94 13.766 0 13.766 55.6244 55.6244 2 1.01585 168.108 -36.6437 Soils 100 33 84.0996 166.907 103.027 0 103.027 165.584 165.584 3 1.01585 277.396 -35.9656 Soils 100 33 112.961 224.186 191.23 0 191.23 273.197 273.197 4 1.01585 384.362 -35.2932 Soils 100 33 141.477 280.78 278.377 0 278.377 378.523 378.523 5 1.01585 489.066 -34.6265 Soils 100 33 169.649 336.69 364.471 0 364.471 481.62 481.62 6 1.01585 591.56 -33.965 Soils 100 33 197.477 391.919 449.515 0 449.515 582.54 582.54 7 1.01585 691.898 -33.3086 Soils 100 33 224.963 446.468 533.514 0 533.514 681.336 681.336 8 1.01585 767.11 -32.6572 Soils 100 33 245.977 488.173 597.734 0 597.734 755.389 755.389 9 1.01585 785.567 -32.0104 Soils 100 33 251.969 500.066 616.047 0 616.047 773.559 773.559 10 1.01585 799.67 -31.3682 Soils 100 33 256.82 509.693 630.872 0 630.872 787.44 787.44 11 1.01585 811.795 -30.7303 Soils 100 33 261.156 518.299 644.123 0 644.123 799.374 799.374 12 1.01585 821.984 -30.0967 Soils 100 33 264.982 525.892 655.816 0 655.816 809.4 809.4 13 1.01585 830.272 -29.467 Soils 100 33 268.302 532.48 665.961 0 665.961 817.556 817.556 14 1.01585 836.695 -28.8413 Soils 100 33 271.12 538.072 674.572 0 674.572 823.876 823.876 15 1.01585 841.288 -28.2193 Soils 100 33 273.438 542.674 681.658 0 681.658 828.393 828.393 16 1.01585 844.083 -27.6009 Soils 100 33 275.261 546.292 687.23 0 687.23 831.138 831.138 17 1.01585 845.109 -26.986 Soils 100 33 276.593 548.934 691.299 0 691.299 832.144 832.144 18 1.01585 844.396 -26.3744 Soils 100 33 277.435 550.606 693.872 0 693.872 831.438 831.438 19 1.01585 841.973 -25.766 Soils 100 33 277.791 551.312 694.96 0 694.96 829.047 829.047 20 1.01585 837.865 -25.1608 Soils 100 33 277.663 551.059 694.57 0 694.57 824.996 824.996 21 1.01585 832.097 -24.5585 Soils 100 33 277.055 549.851 692.709 0 692.709 819.312 819.312 22 1.01585 824.694 -23.9591 Soils 100 33 275.967 547.693 689.386 0 689.386 812.019 812.019 23 1.01585 815.679 -23.3625 Soils 100 33 274.403 544.588 684.606 0 684.606 803.138 803.138 24 1.01585 805.073 -22.7686 Soils 100 33 272.364 540.542 678.376 0 678.376 792.691 792.691 25 1.01585 792.898 -22.1772 Soils 100 33 269.852 535.557 670.7 0 670.7 780.699 780.699 26 1.01585 779.174 -21.5883 Soils 100 33 266.869 529.637 661.584 0 661.584 767.182 767.182 27 1.01585 763.919 -21.0018 Soils 100 33 263.417 522.785 651.032 0 651.032 752.158 752.158 28 1.01585 747.151 -20.4176 Soils 100 33 259.496 515.003 639.049 0 639.049 735.645 735.645 29 1.01585 728.89 -19.8356 Soils 100 33 255.108 506.294 625.637 0 625.637 717.661 717.661 30 1.01585 709.149 -19.2557 Soils 100 33 250.253 496.659 610.801 0 610.801 698.221 698.221 31 1.01585 687.947 -18.6779 Soils 100 33 244.932 486.1 594.543 0 594.543 677.343 677.343 32 1.01585 665.297 -18.102 Soils 100 33 239.148 474.62 576.864 0 576.864 655.039 655.039 33 1.01585 641.215 -17.528 Soils 100 33 232.899 462.218 557.766 0 557.766 631.324 631.324 34 1.01585 615.713 -16.9559 Soils 100 33 226.186 448.896 537.252 0 537.252 606.214 606.214 35 1.01585 588.806 -16.3854 Soils 100 33 219.01 434.654 515.322 0 515.322 579.719 579.719 36 1.01585 560.505 -15.8167 Soils 100 33 211.37 419.492 491.975 0 491.975 551.853 551.853 37 1.01585 530.823 -15.2495 Soils 100 33 203.268 403.411 467.212 0 467.212 522.628 522.628 38 1.01585 499.771 -14.6838 Soils 100 33 194.701 386.41 441.032 0 441.032 492.052 492.052 39 1.01585 467.36 -14.1196 Soils 100 33 185.671 368.488 413.436 0 413.436 460.141 460.141 40 1.01585 433.599 -13.5568 Soils 100 33 176.176 349.644 384.419 0 384.419 426.9 426.9 41 1.01585 398.5 -12.9954 Soils 100 33 166.216 329.878 353.981 0 353.981 392.341 392.341 42 1.01585 362.07 -12.4352 Soils 100 33 155.791 309.188 322.121 0 322.121 356.474 356.474 43 1.01585 324.319 -11.8762 Soils 100 33 144.899 287.571 288.834 0 288.834 319.306 319.306 44 1.01585 285.256 -11.3183 Soils 100 33 133.539 265.026 254.118 0 254.118 280.846 280.846 45 1.01585 244.887 -10.7616 Soils 100 33 121.711 241.551 217.969 0 217.969 241.102 241.102 46 1.01585 203.221 -10.2059 Soils 100 33 109.412 217.142 180.383 0 180.383 200.081 200.081 47 1.01585 160.264 -9.65108 Soils 100 33 96.6411 191.797 141.354 0 141.354 157.789 157.789 48 1.01585 116.023 -9.09723 Soils 100 33 83.397 165.512 100.88 0 100.88 114.234 114.234 49 1.01585 70.5042 -8.54423 Soils 100 33 69.6775 138.284 58.9522 0 58.9522 69.4205 69.4205 50 1.01585 23.713 -7.99203 Soils 100 33 55.4807 110.109 15.5658 0 15.5658 23.3553 23.3553 Global Minimum Query (janbu simplified) - Safety Factor: 1.95097 Global Minimum Query (bishop simplified) - Safety Factor: 1.42039 Slice Number Width [] Weight [lbs] Angle of Slice Base [degrees] Base Material Base Cohesion [psf] Base Fricon Angle [degrees] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] Pore Pressure [psf] Effecve Normal Stress [psf] Base Vercal Stress [psf] Effecve Vercal Stress [psf] 1 1.01585 56.4385 -37.3278 Soils 100 33 71.0491 100.917 1.41277 0 1.41277 55.5922 55.5922 2 1.01585 168.108 -36.6437 Soils 100 33 109.013 154.841 84.4474 0 84.4474 165.537 165.537 3 1.01585 277.396 -35.9656 Soils 100 33 146.634 208.278 166.733 0 166.733 273.135 273.135 4 1.01585 384.362 -35.2932 Soils 100 33 183.91 261.224 248.263 0 248.263 378.446 378.446 5 1.01585 489.066 -34.6265 Soils 100 33 220.839 313.677 329.033 0 329.033 481.53 481.53 6 1.01585 591.56 -33.965 Soils 100 33 257.417 365.632 409.037 0 409.037 582.438 582.438 7 1.01585 691.898 -33.3086 Soils 100 33 293.643 417.088 488.272 0 488.272 681.223 681.223 8 1.01585 767.11 -32.6572 Soils 100 33 321.503 456.66 549.208 0 549.208 755.27 755.27 9 1.01585 785.567 -32.0104 Soils 100 33 329.771 468.404 567.292 0 567.292 773.439 773.439 10 1.01585 799.67 -31.3682 Soils 100 33 336.56 478.046 582.14 0 582.14 787.321 787.321 11 1.01585 811.795 -30.7303 Soils 100 33 342.685 486.747 595.539 0 595.539 799.256 799.256 12 1.01585 821.984 -30.0967 Soils 100 33 348.152 494.511 607.494 0 607.494 809.284 809.284 13 1.01585 830.272 -29.467 Soils 100 33 352.962 501.343 618.014 0 618.014 817.442 817.442 14 1.01585 836.695 -28.8413 Soils 100 33 357.116 507.244 627.101 0 627.101 823.763 823.763 15 1.01585 841.288 -28.2193 Soils 100 33 360.619 512.22 634.763 0 634.763 828.282 828.282 16 1.01585 844.083 -27.6009 Soils 100 33 363.473 516.273 641.004 0 641.004 831.03 831.03 17 1.01585 845.109 -26.986 Soils 100 33 365.678 519.406 645.828 0 645.828 832.038 832.038 18 1.01585 844.396 -26.3744 Soils 100 33 367.238 521.621 649.24 0 649.24 831.334 831.334 19 1.01585 841.973 -25.766 Soils 100 33 368.154 522.922 651.242 0 651.242 828.946 828.946 20 1.01585 837.865 -25.1608 Soils 100 33 368.426 523.309 651.838 0 651.838 824.899 824.899 21 1.01585 832.097 -24.5585 Soils 100 33 368.057 522.784 651.03 0 651.03 819.218 819.218 22 1.01585 824.694 -23.9591 Soils 100 33 367.046 521.349 648.821 0 648.821 811.927 811.927 23 1.01585 815.679 -23.3625 Soils 100 33 365.397 519.006 645.212 0 645.212 803.049 803.049 24 1.01585 805.073 -22.7686 Soils 100 33 363.107 515.753 640.204 0 640.204 792.606 792.606 25 1.01585 792.898 -22.1772 Soils 100 33 360.179 511.594 633.798 0 633.798 780.617 780.617 26 1.01585 779.174 -21.5883 Soils 100 33 356.611 506.526 625.995 0 625.995 767.103 767.103 27 1.01585 763.919 -21.0018 Soils 100 33 352.404 500.551 616.795 0 616.795 752.083 752.083 28 1.01585 747.151 -20.4176 Soils 100 33 347.558 493.668 606.197 0 606.197 735.574 735.574 29 1.01585 728.89 -19.8356 Soils 100 33 342.073 485.877 594.199 0 594.199 717.593 717.593 30 1.01585 709.149 -19.2557 Soils 100 33 335.948 477.177 580.802 0 580.802 698.157 698.157 31 1.01585 687.947 -18.6779 Soils 100 33 329.181 467.566 566.001 0 566.001 677.282 677.282 32 1.01585 665.297 -18.102 Soils 100 33 321.773 457.043 549.797 0 549.797 654.981 654.981 33 1.01585 641.215 -17.528 Soils 100 33 313.721 445.606 532.186 0 532.186 631.271 631.271 34 1.01585 615.713 -16.9559 Soils 100 33 305.024 433.253 513.165 0 513.165 606.164 606.164 35 1.01585 588.806 -16.3854 Soils 100 33 295.681 419.983 492.73 0 492.73 579.673 579.673 36 1.01585 560.505 -15.8167 Soils 100 33 285.69 405.791 470.877 0 470.877 551.809 551.809 37 1.01585 530.823 -15.2495 Soils 100 33 275.048 390.676 447.602 0 447.602 522.586 522.586 38 1.01585 499.771 -14.6838 Soils 100 33 263.755 374.635 422.9 0 422.9 492.016 492.016 39 1.01585 467.36 -14.1196 Soils 100 33 251.805 357.662 396.765 0 396.765 460.106 460.106 40 1.01585 433.599 -13.5568 Soils 100 33 239.199 339.756 369.192 0 369.192 426.869 426.869 41 1.01585 398.5 -12.9954 Soils 100 33 225.932 320.911 340.173 0 340.173 392.314 392.314 42 1.01585 362.07 -12.4352 Soils 100 33 212 301.123 309.702 0 309.702 356.45 356.45 43 1.01585 324.319 -11.8762 Soils 100 33 197.401 280.387 277.771 0 277.771 319.284 319.284 44 1.01585 285.256 -11.3183 Soils 100 33 182.132 258.698 244.373 0 244.373 280.827 280.827 45 1.01585 244.887 -10.7616 Soils 100 33 166.187 236.05 209.499 0 209.499 241.085 241.085 46 1.01585 203.221 -10.2059 Soils 100 33 149.563 212.438 173.14 0 173.14 200.067 200.067 47 1.01585 160.264 -9.65108 Soils 100 33 132.257 187.856 135.286 0 135.286 157.777 157.777 48 1.01585 116.023 -9.09723 Soils 100 33 114.262 162.296 95.928 0 95.928 114.224 114.224 49 1.01585 70.5042 -8.54423 Soils 100 33 95.574 135.752 55.0539 0 55.0539 69.413 69.413 50 1.01585 23.713 -7.99203 Soils 100 33 76.1882 108.217 12.6529 0 12.6529 23.3497 23.3497 Global Minimum Query (janbu simplified) - Safety Factor: 1.38896 Slice Number Width [] Weight [lbs] Angle of Slice Base [degrees] Base Material Base Cohesion [psf] Base Fricon Angle [degrees] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] Pore Pressure [psf] Effecve Normal Stress [psf] Base Vercal Stress [psf] Effecve Vercal Stress [psf] 1 1.01585 56.4385 -37.3278 Soils 100 33 55.6277 108.528 13.1318 0 13.1318 55.5514 55.5514 2 1.01585 168.108 -36.6437 Soils 100 33 85.2335 166.288 102.074 0 102.074 165.475 165.475 3 1.01585 277.396 -35.9656 Soils 100 33 114.493 223.372 189.976 0 189.976 273.055 273.055 4 1.01585 384.362 -35.2932 Soils 100 33 143.406 279.78 276.837 0 276.837 378.349 378.349 5 1.01585 489.066 -34.6265 Soils 100 33 171.973 335.515 362.662 0 362.662 481.416 481.416 6 1.01585 591.56 -33.965 Soils 100 33 200.197 390.578 447.451 0 447.451 582.308 582.308 7 1.01585 691.898 -33.3086 Soils 100 33 228.077 444.972 531.21 0 531.21 681.078 681.078 8 1.01585 767.11 -32.6572 Soils 100 33 249.399 486.57 595.266 0 595.266 755.114 755.114 9 1.01585 785.567 -32.0104 Soils 100 33 255.492 498.457 613.57 0 613.57 773.284 773.284 10 1.01585 799.67 -31.3682 Soils 100 33 260.428 508.087 628.399 0 628.399 787.166 787.166 11 1.01585 811.795 -30.7303 Soils 100 33 264.843 516.7 641.662 0 641.662 799.103 799.103 12 1.01585 821.984 -30.0967 Soils 100 33 268.74 524.304 653.37 0 653.37 809.132 809.132 13 1.01585 830.272 -29.467 Soils 100 33 272.124 530.906 663.537 0 663.537 817.291 817.291 14 1.01585 836.695 -28.8413 Soils 100 33 274.999 536.515 672.174 0 672.174 823.615 823.615 15 1.01585 841.288 -28.2193 Soils 100 33 277.369 541.138 679.292 0 679.292 828.137 828.137 16 1.01585 844.083 -27.6009 Soils 100 33 279.235 544.78 684.901 0 684.901 830.888 830.888 17 1.01585 845.109 -26.986 Soils 100 33 280.603 547.449 689.011 0 689.011 831.899 831.899 18 1.01585 844.396 -26.3744 Soils 100 33 281.475 549.149 691.629 0 691.629 831.198 831.198 19 1.01585 841.973 -25.766 Soils 100 33 281.853 549.887 692.765 0 692.765 828.812 828.812 20 1.01585 837.865 -25.1608 Soils 100 33 281.741 549.668 692.428 0 692.428 824.769 824.769 21 1.01585 832.097 -24.5585 Soils 100 33 281.14 548.495 690.622 0 690.622 819.092 819.092 22 1.01585 824.694 -23.9591 Soils 100 33 280.053 546.375 687.357 0 687.357 811.805 811.805 23 1.01585 815.679 -23.3625 Soils 100 33 278.482 543.31 682.637 0 682.637 802.931 802.931 24 1.01585 805.073 -22.7686 Soils 100 33 276.429 539.305 676.47 0 676.47 792.492 792.492 25 1.01585 792.898 -22.1772 Soils 100 33 273.896 534.363 668.86 0 668.86 780.508 780.508 26 1.01585 779.174 -21.5883 Soils 100 33 270.884 528.486 659.811 0 659.811 766.997 766.997 27 1.01585 763.919 -21.0018 Soils 100 33 267.395 521.679 649.328 0 649.328 751.981 751.981 28 1.01585 747.151 -20.4176 Soils 100 33 263.429 513.943 637.416 0 637.416 735.476 735.476 29 1.01585 728.89 -19.8356 Soils 100 33 258.989 505.28 624.077 0 624.077 717.501 717.501 30 1.01585 709.149 -19.2557 Soils 100 33 254.075 495.693 609.313 0 609.313 698.069 698.069 31 1.01585 687.947 -18.6779 Soils 100 33 248.688 485.182 593.128 0 593.128 677.198 677.198 32 1.01585 665.297 -18.102 Soils 100 33 242.828 473.75 575.524 0 575.524 654.902 654.902 33 1.01585 641.215 -17.528 Soils 100 33 236.496 461.397 556.502 0 556.502 631.196 631.196 34 1.01585 615.713 -16.9559 Soils 100 33 229.692 448.123 536.063 0 536.063 606.094 606.094 35 1.01585 588.806 -16.3854 Soils 100 33 222.418 433.93 514.207 0 514.207 579.607 579.607 36 1.01585 560.505 -15.8167 Soils 100 33 214.671 418.817 490.936 0 490.936 551.749 551.749 37 1.01585 530.823 -15.2495 Soils 100 33 206.453 402.784 466.247 0 466.247 522.53 522.53 38 1.01585 499.771 -14.6838 Soils 100 33 197.764 385.831 440.141 0 440.141 491.963 491.963 39 1.01585 467.36 -14.1196 Soils 100 33 188.602 367.956 412.616 0 412.616 460.059 460.059 40 1.01585 433.599 -13.5568 Soils 100 33 178.967 349.159 383.672 0 383.672 426.826 426.826 41 1.01585 398.5 -12.9954 Soils 100 33 168.859 329.439 353.305 0 353.305 392.275 392.275 42 1.01585 362.07 -12.4352 Soils 100 33 158.277 308.793 321.513 0 321.513 356.415 356.415 43 1.01585 324.319 -11.8762 Soils 100 33 147.219 287.22 288.293 0 288.293 319.253 319.253 44 1.01585 285.256 -11.3183 Soils 100 33 135.685 264.717 253.642 0 253.642 280.8 280.8 45 1.01585 244.887 -10.7616 Soils 100 33 123.673 241.282 217.556 0 217.556 241.062 241.062 46 1.01585 203.221 -10.2059 Soils 100 33 111.182 216.913 180.03 0 180.03 200.046 200.046 47 1.01585 160.264 -9.65108 Soils 100 33 98.2101 191.605 141.059 0 141.059 157.761 157.761 48 1.01585 116.023 -9.09723 Soils 100 33 84.7556 165.356 100.639 0 100.639 114.211 114.211 49 1.01585 70.5042 -8.54423 Soils 100 33 70.8166 138.161 58.7627 0 58.7627 69.4022 69.4022 50 1.01585 23.713 -7.99203 Soils 100 33 56.3908 110.017 15.4245 0 15.4245 23.3417 23.3417 Slice Number Width [] Weight [lbs] Angle of Slice Base [degrees] Base Material Base Cohesion [psf] Base Fricon Angle [degrees] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] Pore Pressure [psf] Effecve Normal Stress [psf] Base Vercal Stress [psf] Effecve Vercal Stress [psf] 1 1.01585 56.4385 -37.3278 Soils 100 33 72.2423 100.342 0.526039 0 0.526039 55.6153 55.6153 2 1.01585 168.108 -36.6437 Soils 100 33 110.855 153.973 83.1118 0 83.1118 165.571 165.571 3 1.01585 277.396 -35.9656 Soils 100 33 149.127 207.132 164.969 0 164.969 273.18 273.18 4 1.01585 384.362 -35.2932 Soils 100 33 187.057 259.814 246.092 0 246.092 378.503 378.503 5 1.01585 489.066 -34.6265 Soils 100 33 224.639 312.015 326.474 0 326.474 481.596 481.596 6 1.01585 591.56 -33.965 Soils 100 33 261.873 363.731 406.11 0 406.11 582.512 582.512 7 1.01585 691.898 -33.3086 Soils 100 33 298.756 414.96 484.995 0 484.995 681.305 681.305 8 1.01585 767.11 -32.6572 Soils 100 33 327.133 454.374 545.687 0 545.687 755.357 755.357 9 1.01585 785.567 -32.0104 Soils 100 33 335.578 466.104 563.75 0 563.75 773.527 773.527 10 1.01585 799.67 -31.3682 Soils 100 33 342.518 475.744 578.595 0 578.595 787.408 787.408 11 1.01585 811.795 -30.7303 Soils 100 33 348.785 484.449 591.999 0 591.999 799.343 799.343 12 1.01585 821.984 -30.0967 Soils 100 33 354.382 492.223 603.97 0 603.97 809.371 809.371 13 1.01585 830.272 -29.467 Soils 100 33 359.311 499.068 614.511 0 614.511 817.526 817.526 14 1.01585 836.695 -28.8413 Soils 100 33 363.574 504.99 623.629 0 623.629 823.847 823.847 15 1.01585 841.288 -28.2193 Soils 100 33 367.174 509.99 631.329 0 631.329 828.365 828.365 16 1.01585 844.083 -27.6009 Soils 100 33 370.113 514.072 637.614 0 637.614 831.112 831.112 17 1.01585 845.109 -26.986 Soils 100 33 372.392 517.238 642.49 0 642.49 832.118 832.118 18 1.01585 844.396 -26.3744 Soils 100 33 374.014 519.49 645.959 0 645.959 831.412 831.412 19 1.01585 841.973 -25.766 Soils 100 33 374.98 520.832 648.024 0 648.024 829.023 829.023 20 1.01585 837.865 -25.1608 Soils 100 33 375.29 521.263 648.688 0 648.688 824.972 824.972 21 1.01585 832.097 -24.5585 Soils 100 33 374.947 520.786 647.954 0 647.954 819.29 819.29 22 1.01585 824.694 -23.9591 Soils 100 33 373.951 519.403 645.824 0 645.824 811.998 811.998 23 1.01585 815.679 -23.3625 Soils 100 33 372.302 517.112 642.297 0 642.297 803.117 803.117 24 1.01585 805.073 -22.7686 Soils 100 33 370.001 513.917 637.376 0 637.376 792.671 792.671 25 1.01585 792.898 -22.1772 Soils 100 33 367.049 509.816 631.061 0 631.061 780.68 780.68 26 1.01585 779.174 -21.5883 Soils 100 33 363.444 504.809 623.352 0 623.352 767.164 767.164 27 1.01585 763.919 -21.0018 Soils 100 33 359.188 498.898 614.248 0 614.248 752.141 752.141 28 1.01585 747.151 -20.4176 Soils 100 33 354.279 492.08 603.75 0 603.75 735.629 735.629 29 1.01585 728.89 -19.8356 Soils 100 33 348.718 484.355 591.855 0 591.855 717.645 717.645 30 1.01585 709.149 -19.2557 Soils 100 33 342.502 475.722 578.562 0 578.562 698.207 698.207 31 1.01585 687.947 -18.6779 Soils 100 33 335.632 466.18 563.868 0 563.868 677.329 677.329 32 1.01585 665.297 -18.102 Soils 100 33 328.107 455.727 547.772 0 547.772 655.026 655.026 33 1.01585 641.215 -17.528 Soils 100 33 319.924 444.361 530.269 0 530.269 631.313 631.313 34 1.01585 615.713 -16.9559 Soils 100 33 311.082 432.08 511.358 0 511.358 606.204 606.204 35 1.01585 588.806 -16.3854 Soils 100 33 301.579 418.881 491.033 0 491.033 579.71 579.71 36 1.01585 560.505 -15.8167 Soils 100 33 291.413 404.761 469.291 0 469.291 551.844 551.844 37 1.01585 530.823 -15.2495 Soils 100 33 280.583 389.718 446.126 0 446.126 522.619 522.619 38 1.01585 499.771 -14.6838 Soils 100 33 269.084 373.747 421.533 0 421.533 492.045 492.045 39 1.01585 467.36 -14.1196 Soils 100 33 256.915 356.845 395.507 0 395.507 460.133 460.133 40 1.01585 433.599 -13.5568 Soils 100 33 244.073 339.008 368.041 0 368.041 426.894 426.894 41 1.01585 398.5 -12.9954 Soils 100 33 230.555 320.232 339.128 0 339.128 392.336 392.336 42 1.01585 362.07 -12.4352 Soils 100 33 216.358 300.512 308.761 0 308.761 356.469 356.469 43 1.01585 324.319 -11.8762 Soils 100 33 201.476 279.842 276.932 0 276.932 319.302 319.302 44 1.01585 285.256 -11.3183 Soils 100 33 185.907 258.217 243.633 0 243.633 280.842 280.842 45 1.01585 244.887 -10.7616 Soils 100 33 169.646 235.632 208.856 0 208.856 241.099 241.099 46 1.01585 203.221 -10.2059 Soils 100 33 152.69 212.08 172.589 0 172.589 200.078 200.078 47 1.01585 160.264 -9.65108 Soils 100 33 135.033 187.556 134.824 0 134.824 157.787 157.787 48 1.01585 116.023 -9.09723 Soils 100 33 116.671 162.051 95.5501 0 95.5501 114.232 114.232 49 1.01585 70.5042 -8.54423 Soils 100 33 97.5975 135.559 54.7561 0 54.7561 69.4192 69.4192 50 1.01585 23.713 -7.99203 Soils 100 33 77.808 108.072 12.4302 0 12.4302 23.3544 23.3544 Interslice Data Group 1 - Stac Group 1 - Seismic Global Minimum Query (bishop simplified) - Safety Factor: 1.98463 Slice Number X coordinate [] Y coordinate - Boom [] Interslice Normal Force [lbs] Interslice Shear Force [lbs] Interslice Force Angle [degrees] 1 140.414 886.173 0 0 0 2 141.429 885.398 -45.0092 0 0 3 142.445 884.642 -52.4543 0 0 4 143.461 883.905 -26.0623 0 0 5 144.477 883.186 30.6232 0 0 6 145.493 882.485 114.23 0 0 7 146.509 881.8 221.545 0 0 8 147.525 881.133 349.506 0 0 9 148.54 880.482 489.209 0 0 10 149.556 879.847 624.863 0 0 11 150.572 879.227 755.09 0 0 12 151.588 878.623 879.201 0 0 13 152.604 878.035 996.585 0 0 14 153.62 877.461 1106.71 0 0 15 154.636 876.901 1209.1 0 0 16 155.651 876.356 1303.37 0 0 17 156.667 875.825 1389.17 0 0 18 157.683 875.308 1466.24 0 0 19 158.699 874.804 1534.37 0 0 20 159.715 874.314 1593.39 0 0 21 160.731 873.836 1643.21 0 0 22 161.746 873.372 1683.77 0 0 23 162.762 872.921 1715.08 0 0 24 163.778 872.482 1737.18 0 0 25 164.794 872.056 1750.18 0 0 26 165.81 871.642 1754.21 0 0 27 166.826 871.24 1749.48 0 0 28 167.842 870.85 1736.21 0 0 29 168.857 870.471 1714.67 0 0 30 169.873 870.105 1685.19 0 0 31 170.889 869.75 1648.13 0 0 32 171.905 869.407 1603.88 0 0 33 172.921 869.075 1552.89 0 0 34 173.937 868.754 1495.63 0 0 35 174.953 868.444 1432.63 0 0 36 175.968 868.145 1364.43 0 0 37 176.984 867.858 1291.63 0 0 38 178 867.581 1214.86 0 0 39 179.016 867.314 1134.79 0 0 40 180.032 867.059 1052.12 0 0 41 181.048 866.814 967.6 0 0 42 182.064 866.58 882.006 0 0 43 183.079 866.356 796.153 0 0 44 184.095 866.142 710.896 0 0 45 185.111 865.939 627.125 0 0 46 186.127 865.745 545.767 0 0 47 187.143 865.563 467.787 0 0 48 188.159 865.39 394.19 0 0 49 189.175 865.227 326.015 0 0 50 190.19 865.075 264.343 0 0 51 191.206 864.932 0 0 0 Global Minimum Query (janbu simplified) - Safety Factor: 1.95097 Global Minimum Query (bishop simplified) - Safety Factor: 1.42039 Slice Number X coordinate [] Y coordinate - Boom [] Interslice Normal Force [lbs] Interslice Shear Force [lbs] Interslice Force Angle [degrees] 1 140.414 886.173 0 0 0 2 141.429 885.398 -62.5693 0 0 3 142.445 884.642 -84.2115 0 0 4 143.461 883.905 -68.5621 0 0 5 144.477 883.186 -19.0918 0 0 6 145.493 882.485 60.883 0 0 7 146.509 881.8 168.19 0 0 8 147.525 881.133 299.793 0 0 9 148.54 880.482 446.054 0 0 10 149.556 879.847 589.353 0 0 11 150.572 879.227 728.149 0 0 12 151.588 878.623 861.666 0 0 13 152.604 878.035 989.205 0 0 14 153.62 877.461 1110.14 0 0 15 154.636 876.901 1223.91 0 0 16 155.651 876.356 1330.04 0 0 17 156.667 875.825 1428.08 0 0 18 157.683 875.308 1517.69 0 0 19 158.699 874.804 1598.56 0 0 20 159.715 874.314 1670.43 0 0 21 160.731 873.836 1733.13 0 0 22 161.746 873.372 1786.5 0 0 23 162.762 872.921 1830.47 0 0 24 163.778 872.482 1864.99 0 0 25 164.794 872.056 1890.09 0 0 26 165.81 871.642 1905.82 0 0 27 166.826 871.24 1912.29 0 0 28 167.842 870.85 1909.66 0 0 29 168.857 870.471 1898.12 0 0 30 169.873 870.105 1877.92 0 0 31 170.889 869.75 1849.34 0 0 32 171.905 869.407 1812.72 0 0 33 172.921 869.075 1768.42 0 0 34 173.937 868.754 1716.86 0 0 35 174.953 868.444 1658.49 0 0 36 175.968 868.145 1593.81 0 0 37 176.984 867.858 1523.36 0 0 38 178 867.581 1447.72 0 0 39 179.016 867.314 1367.49 0 0 40 180.032 867.059 1283.35 0 0 41 181.048 866.814 1195.99 0 0 42 182.064 866.58 1106.14 0 0 43 183.079 866.356 1014.61 0 0 44 184.095 866.142 922.192 0 0 45 185.111 865.939 829.767 0 0 46 186.127 865.745 738.236 0 0 47 187.143 865.563 648.547 0 0 48 188.159 865.39 561.69 0 0 49 189.175 865.227 478.698 0 0 50 190.19 865.075 400.648 0 0 51 191.206 864.932 0 0 0 Global Minimum Query (janbu simplified) - Safety Factor: 1.38896 Slice Number X coordinate [] Y coordinate - Boom [] Interslice Normal Force [lbs] Interslice Shear Force [lbs] Interslice Force Angle [degrees] 1 140.414 886.173 0 0 0 2 141.429 885.398 -46.3453 0 0 3 142.445 884.642 -55.8108 0 0 4 143.461 883.905 -32.099 0 0 5 144.477 883.186 21.27 0 0 6 145.493 882.485 100.946 0 0 7 146.509 881.8 203.736 0 0 8 147.525 881.133 326.597 0 0 9 148.54 880.482 460.781 0 0 10 149.556 879.847 590.837 0 0 11 150.572 879.227 715.413 0 0 12 151.588 878.623 833.83 0 0 13 152.604 878.035 945.488 0 0 14 153.62 877.461 1049.86 0 0 15 154.636 876.901 1146.49 0 0 16 155.651 876.356 1234.99 0 0 17 156.667 875.825 1315.04 0 0 18 157.683 875.308 1386.36 0 0 19 158.699 874.804 1448.76 0 0 20 159.715 874.314 1502.09 0 0 21 160.731 873.836 1546.25 0 0 22 161.746 873.372 1581.2 0 0 23 162.762 872.921 1606.95 0 0 24 163.778 872.482 1623.56 0 0 25 164.794 872.056 1631.14 0 0 26 165.81 871.642 1629.83 0 0 27 166.826 871.24 1619.83 0 0 28 167.842 870.85 1601.39 0 0 29 168.857 870.471 1574.78 0 0 30 169.873 870.105 1540.33 0 0 31 170.889 869.75 1498.42 0 0 32 171.905 869.407 1449.44 0 0 33 172.921 869.075 1393.84 0 0 34 173.937 868.754 1332.11 0 0 35 174.953 868.444 1264.77 0 0 36 175.968 868.145 1192.39 0 0 37 176.984 867.858 1115.56 0 0 38 178 867.581 1034.93 0 0 39 179.016 867.314 951.164 0 0 40 180.032 867.059 864.982 0 0 41 181.048 866.814 777.132 0 0 42 182.064 866.58 688.4 0 0 43 183.079 866.356 599.611 0 0 44 184.095 866.142 511.625 0 0 45 185.111 865.939 425.341 0 0 46 186.127 865.745 341.694 0 0 47 187.143 865.563 261.658 0 0 48 188.159 865.39 186.244 0 0 49 189.175 865.227 116.503 0 0 50 190.19 865.075 53.5214 0 0 51 191.206 864.932 0 0 0 Slice Number X coordinate [] Y coordinate - Boom [] Interslice Normal Force [lbs] Interslice Shear Force [lbs] Interslice Force Angle [degrees] 1 140.414 886.173 0 0 0 2 141.429 885.398 -64.4375 0 0 3 142.445 884.642 -88.9132 0 0 4 143.461 883.905 -77.0334 0 0 5 144.477 883.186 -32.2411 0 0 6 145.493 882.485 42.1733 0 0 7 146.509 881.8 143.062 0 0 8 147.525 881.133 267.412 0 0 9 148.54 880.482 405.802 0 0 10 149.556 879.847 541.096 0 0 11 150.572 879.227 671.79 0 0 12 151.588 878.623 797.122 0 0 13 152.604 878.035 916.408 0 0 14 153.62 877.461 1029.04 0 0 15 154.636 876.901 1134.46 0 0 16 155.651 876.356 1232.21 0 0 17 156.667 875.825 1321.87 0 0 18 157.683 875.308 1403.09 0 0 19 158.699 874.804 1475.58 0 0 20 159.715 874.314 1539.1 0 0 21 160.731 873.836 1593.48 0 0 22 161.746 873.372 1638.59 0 0 23 162.762 872.921 1674.35 0 0 24 163.778 872.482 1700.74 0 0 25 164.794 872.056 1717.78 0 0 26 165.81 871.642 1725.56 0 0 27 166.826 871.24 1724.18 0 0 28 167.842 870.85 1713.82 0 0 29 168.857 870.471 1694.68 0 0 30 169.873 870.105 1667.02 0 0 31 170.889 869.75 1631.13 0 0 32 171.905 869.407 1587.36 0 0 33 172.921 869.075 1536.1 0 0 34 173.937 868.754 1477.76 0 0 35 174.953 868.444 1412.81 0 0 36 175.968 868.145 1341.77 0 0 37 176.984 867.858 1265.17 0 0 38 178 867.581 1183.61 0 0 39 179.016 867.314 1097.73 0 0 40 180.032 867.059 1008.18 0 0 41 181.048 866.814 915.691 0 0 42 182.064 866.58 821.006 0 0 43 183.079 866.356 724.923 0 0 44 184.095 866.142 628.278 0 0 45 185.111 865.939 531.946 0 0 46 186.127 865.745 436.849 0 0 47 187.143 865.563 343.949 0 0 48 188.159 865.39 254.249 0 0 49 189.175 865.227 168.798 0 0 50 190.19 865.075 88.6901 0 0 51 191.206 864.932 0 0 0 Enty Informaon Group: Group 1 Shared Enes Type Coordinates External Boundary X Y 0 930 0 812.375 234.883 812.375 265.53 812.375 265.53 840.719 241.1 844 234.883 846.035 216.66 852 191.918 864.57 147.77 887 138.88 886 116.298 897.929 87.77 913 84.66 910 78.88 910 50 920 Material Boundary X Y 234.883 812.375 234.883 846.035 Material Boundary X Y 116.298 897.929 125 882.5 150 875 175 866 191.918 864.57 Scenario-based Enes Type Coordinates Stac Seismic Water Table X Y 0 840.719 265.53 840.719 Assigned to materials: Soils Waste Assigned to materials: Soils Waste Omnisource Kernersville Facility North Slope Repair Global Stability Analysis Slope Profile CP-01 Static Analysis Omnisource Kernersville Facility North Slope Repair Global Stability Analysis Slope Profile CP-01 Seismic Analysis Project: OmniSource Kernersville Project Number: 2191186.02 Calculated By: MAH Date: 9/13/19 Revised By: Date: Checked By: LBB Date: 9/13/19 Subject: Global Stability – North Slope Repair Sheet: 7 of 9 Global SS.doc 9/16/2019 ATTACHMENT B Cross Section Omnisource Kernersville Facility North Slope Repair Global Stability Analysis Model Slope Profile - CP-01 September 2019 970 960 950 940 930 920 910 900 890 880 870101098 0 97 0 9 6 0 9 5 0 94 0 93 0 92 0 860850EXISTING SEDIMENT / DETENTION POND SW-4890910 850870PROPOSED GRADE (TYP)920SW-5 LIMITS OF 2018 SLOPE FAILURE GROUND SURVEY 0+001+002+002+217' BOTTOM WIDTH STORMWATER CHANNEL 2' DEEP AND 2:1 SIDE SLOPES SF SFSFSFSFPROPOSED SMART SILT FENCE (TYP) 7' WIDE BENCH 910900890880870860EXISTING SED TRAP / FOREBAY EXISTING STPRMWATER PIPES PROPOSED 12" FILTER SOCK (TYP) PROPOSED 12" FILTER SOCK (TYP) PROPOSED 12" SLOPE DRAIN INLET PROTECTION DUE TO LIMITS OF SURVEY, CONTRACTOR TO FIELD FIT CHANNEL TO EXISTING FOREBAY DUE TO LIMITS OF SURVEY, CONTRACTOR MAY NEED TO FIELD FIT TIE IN TO EXISTING CHANNEL HATCHED AREA TO BE STABILIZED WITH STRAW NET AND VEGETATION PROPOSED ACCESS ROAD NOTE: ADDITIONAL ROAD REQUIREMENTS WILL BE ADDRESSED AS SLOPE REPAIR PROGRESSES C CP-02 B CP-02 A CP-02 8908808608 9 0 910 900 INLET PROTECTION OUTLET PROTECTION 12" HDPE PIPE 18" HDPE PIPE RIP-RAP EXTERIOR CHANNEL SIDE SLOPE (RIP-RAP d50=12") SLOPE PROFILE 840 850 860 870 880 890 900 910 920 930 840 850 860 870 880 890 900 910 920 930 1+00 2+00 2:1 PROPOSED SLOPE REPAIR GRADE 2018 SLOPE FAILURE SURVEY 7' WIDE BENCH 7' WIDE DITCH 0 (FEET) GRAPHIC SCALE 603015 PROJECT NO.APPROVEDCHECKEDDRAWNDESIGNEDDATEDATEREVISIONS AND RECORD OF ISSUEBYNO APPCK SCALE All rights reserved.DRAWING NO.L:\OMNI SOURCE\KERNERSVILLE\2018 SLOPE FAIL\SLOPE FAILURE CORRECTION 2018 WITH BENCH XSTABLE.dwg Layout=PLAN VIEW2211 W. MEADOWVIEW ROADGREENSBORO, NC 27407PHONE: (336) 323-0092NC CORP LIC: C-07826003001500 (FEET) GRAPHIC SCALE 0 (FEET) GRAPHIC SCALE 0(FEET)VERTICAL EXAGGERATION = 10 20 40 10 20 40 1:1 3/25/19REVISED GRADING PLANRH1ADLB4/16/19REVISED PER CONTRACTOR COMMENTSRH2ADLB2180340OMNISOURCE SOUTHEAST - KERNERSVILLE SITEKERNERSVILLE, NORTH CAROLINA2019CP-01 AS SHOWNLIMITS OF SLOPE FAILUREAND REPAIR GRADERWHRWHHKHK2/5/19Ó LaBella Associates Project: OmniSource Kernersville Project Number: 2191186.02 Calculated By: MAH Date: 9/13/19 Revised By: Date: Checked By: LBB Date: 9/13/19 Subject: Global Stability – North Slope Repair Sheet: 8 of 9 Global SS.doc 9/16/2019 ATTACHMENT C Strength Testing Results: Waste/Fluff Material Client: ESC Limited Project Name: OmniSource Lab Testing Project Location: Kemersville, NC GTX #: 309999 Start Date: 05/17/19 Tested By: est End Date: 05/22/19 Checked By: bfs Boring ID: --- Sample ID: FE1 and FE2 Depth, ft: --- Soil Description: Soil Preparation: Compaction Characteristics: Maximum Dry Density --- pcf Optimum Moisture Content --- % Compaction Test Method --- Test Equipment: Maximum Particle Size Used, in:1 Horizontal Displacement, in/min: 0.05 Soil Height, in: 6 Test Condition: inundated Gap Between Boxes, in: 0.25 Parameter Point 1 Point 2 Point 3 Point 5 Point 6 Initial Moisture Content, % 18.2 18.1 18.1 --- --- Initial Dry Density, pcf 59.7 59.8 59.8 --- --- Percent Compaction, % --- --- --- --- --- Normal Compressive Stress, psf 2000 4000 6000 --- --- Peak Shear Stress, psf 1910 3430 4880 --- --- Final Moisture Content, % 32.6 24.4 20.3 --- --- Peak Friction Angle: 36.6 degrees Peak Cohesion: 437 psf --- --- The soil was compacted using moderate effort at the as-received moisture content. Values specified by client. Test set-up saturated at normal load for 1 hour prior to shear. --- Moist, brown silty sand with organics and detritus (plastic, metal, rubber) Notes: These results apply only to the sample tested for the specific test conditions. The test procedures employed follow accepted industry practice and the indicated test method. GeoTesting Express has no specific knowledge as to conditioning, origin, sampling procedure or intended use of the material. Values for cohesion and friction angle determined from best-fit straight line to the data for the specific test conditions. Actual strength parameters may vary and should be determined by an engineer for site-specific conditions. --- Top box = 12 in x 12 in; Bottom box = 12 in x 12 in; Load cells and LVDTs connected to data acquisition system for shear force, normal load and horizontal displacement readings; surface area = 144 in2 --- --- Direct Shear Test Series by ASTM D3080 Notes: Figure b. Shear Stress vs. Normal StressFigure a. Shear Force vs. Horizontal Displacement Point 4 0 2000 4000 6000 8000 0123Shear Force, lbfDisplacement, inches 2000 psf 4000 psf 6000 psf 0 2000 4000 6000 8000 0 2000 4000 6000 8000 10000Shear Stress, psfNormal Stress, psf Peak Shear Stress Client: ESC Limited Project Name: OmniSource Lab Testing Project Location: Kemersville, NC GTX #: 309999 Start Date: 05/17/19 Tested By: est End Date: 05/21/19 Checked By: bfs Boring ID: --- Sample ID: FN1 and FN2 Depth, ft: --- Soil Description: Soil Preparation: Compaction Characteristics: Maximum Dry Density --- pcf Optimum Moisture Content --- % Compaction Test Method --- Test Equipment: Maximum Particle Size Used, in:1 Horizontal Displacement, in/min: 0.05 Soil Height, in: 6 Test Condition: inundated Gap Between Boxes, in: 0.25 Parameter Point 1 Point 2 Point 3 Point 5 Point 6 Initial Moisture Content, % 16.5 16.6 16.8 --- --- Initial Dry Density, pcf 60.3 60.2 60.1 --- --- Percent Compaction, % --- --- --- --- --- Normal Compressive Stress, psf 2000 4000 6000 --- --- Peak Shear Stress, psf 1960 3540 5230 --- --- Final Moisture Content, % 27.4 25.2 20.0 --- --- Peak Friction Angle: 39.3 degrees Peak Cohesion: 307 psf Notes: These results apply only to the sample tested for the specific test conditions. The test procedures employed follow accepted industry practice and the indicated test method. GeoTesting Express has no specific knowledge as to conditioning, origin, sampling procedure or intended use of the material. Values for cohesion and friction angle determined from best-fit straight line to the data for the specific test conditions. Actual strength parameters may vary and should be determined by an engineer for site-specific conditions. --- Top box = 12 in x 12 in; Bottom box = 12 in x 12 in; Load cells and LVDTs connected to data acquisition system for shear force, normal load and horizontal displacement readings; surface area = 144 in2 --- --- Moist, brown silty sand with organics and detritus (plastic, metal, rubber) Direct Shear Test Series by ASTM D3080 Notes: Figure b. Shear Stress vs. Normal StressFigure a. Shear Force vs. Horizontal Displacement Point 4 --- --- The soil was compacted using moderate effort at the as-received moisture content. Values specified by client. Test set-up saturated at normal load for 1 hour prior to shear. --- 0 2000 4000 6000 8000 0123Shear Force, lbfDisplacement, inches 2000 psf 4000 psf 6000 psf 0 2000 4000 6000 8000 0 2000 4000 6000 8000 10000Shear Stress, psfNormal Stress, psf Peak Shear Stress Client: ESC Limited Project Name: OmniSource Lab Testing Project Location: Kemersville, NC GTX #: 309999 Start Date: 05/15/19 Tested By: est End Date: 05/20/19 Checked By: bfs Boring ID: --- Sample ID: FW1 and FW2 Depth, ft: --- Soil Description: Soil Preparation: Compaction Characteristics: Maximum Dry Density --- pcf Optimum Moisture Content --- % Compaction Test Method --- Test Equipment: Maximum Particle Size Used, in:1 Horizontal Displacement, in/min: 0.05 Soil Height, in: 6 Test Condition: inundated Gap Between Boxes, in: 0.25 Parameter Point 1 Point 2 Point 3 Point 5 Point 6 Initial Moisture Content, % 14.2 14.0 14.7 --- --- Initial Dry Density, pcf 64.9 64.6 64.3 --- --- Percent Compaction, % --- --- --- --- --- Normal Compressive Stress, psf 2000 4000 6000 --- --- Peak Shear Stress, psf 1850 3600 5500 --- --- Final Moisture Content, % 33.1 28.6 23.5 --- --- Peak Friction Angle: 42.4 degrees Peak Cohesion: 0 psf Notes: These results apply only to the sample tested for the specific test conditions. The test procedures employed follow accepted industry practice and the indicated test method. GeoTesting Express has no specific knowledge as to conditioning, origin, sampling procedure or intended use of the material. Values for cohesion and friction angle determined from best-fit straight line to the data for the specific test conditions. Actual strength parameters may vary and should be determined by an engineer for site-specific conditions. --- Top box = 12 in x 12 in; Bottom box = 12 in x 12 in; Load cells and LVDTs connected to data acquisition system for shear force, normal load and horizontal displacement readings; surface area = 144 in2 --- --- Moist, brown silty sand with organics and detritus (plastic, metal, rubber) Direct Shear Test Series by ASTM D3080 Notes: Figure b. Shear Stress vs. Normal StressFigure a. Shear Force vs. Horizontal Displacement Point 4 --- --- The soil was compacted using moderate effort at the as-received moisture content. Values specified by client. Test set-up saturated at normal load for 1 hour prior to shear. --- 0 2000 4000 6000 8000 0123Shear Force, lbfDisplacement, inches 2000 psf 4000 psf 6000 psf 0 2000 4000 6000 8000 0 2000 4000 6000 8000 10000Shear Stress, psfNormal Stress, psf Peak Shear Stress Project: OmniSource Kernersville Project Number: 2191186.02 Calculated By: MAH Date: 9/13/19 Revised By: Date: Checked By: LBB Date: 9/13/19 Subject: Global Stability – North Slope Repair Sheet: 9 of 9 Global SS.doc 9/16/2019 ATTACHMENT D Strength Testing Results: Proposed Repair Soils S&ME, Inc. | 8646 W Market St, Ste 105 | Greensboro, NC 27409 | p 336.288.7180 | www.smeinc.com February 22, 2018 OmniSource Southeast, LLC 2233 Wal-Pat Road Smithfield, North Carolina 27577 Attention: Mr. James B. Winegar Reference: REPORT OF LABORATORY TESTING OmniSource – K’ville Soil Testing Kernersville, North Carolina S&ME Project No. 1358-17-082 Dear Mr. Winegar: Attached are the laboratory testing results for samples KV-1 and RM-1 delivered to our office on February 5, 2018. Our services were performed in general accordance with S&ME Short Form Agreement (SFAS-071), dated December 4, 2017. Please contact us if you have any questions regarding this information. Sincerely, S&ME, Inc. Stephen Lacz, P.E. Project Manager SL/lss 25.4% 16.0% Fine Sand < 0.425 mm and > 0.075 mm S&ME, Inc. Greensboro: 8646 West Market Street, Suite 105, Greensboro, NC 27409 2-19-18 Form No: TR-D422-WH-1Ga Revision No. 1 < 75 mm and > 4.75 mm (#4)Silt < 0.075 and > 0.005 mmGravel OmniSource Southeast LLC NAKV-1 Type: Client Name: Revision Date: 8/10/17 ASTM D 422 Cobbles < 300 mm (12") and > 75 mm (3") Sample Date: 2-20-18 Stockpile NA Sample Description: Sample:Location: Project #: Client Address: Test Date(s): Report Date:1358-17-082 3/8" < 2.00 mm and > 0.425 mm (#40) Coarse Sand < 4.75 mm and >2.00 mm (#10) Omni Source K'ville Soil Testing Smithfield, NC Red Brown Silty Clayey SAND (SC) Elevation:NA Project Name: Sample Id. Medium Sand Maximum Particle Size 0.7% Specific Gravity Cc =######Cu = This report shall not be reproduced, except in full, without the written approval of S&ME, Inc. 2/20/2018Steve Lacz, PE Notes / Deviations / References: Technical Responsibility Signature Date oSoft 2-5-18 Plastic Index Position 25.4% 15.3% Fine Sand Group Leader o o Fine Sand Silt & Clay SIEVE ANALYSIS OF SOILS Coarse Sand Clay < 0.005 mm 8.3% Colloids < 0.001 mm Plastic Limit Moisture Content 49.7% 30 o Medium Sand 16.0%8.3% Hard & Durable o Angular Weathered & Friable Description of Sand & Gravel Particles:Rounded Medium Sand 27 ###### Coarse Sand Gravel Liquid Limit 57 3"1.5"1"3/4"3/8"#4 #10 #20 #40 #60 #100 #200 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.010.101.0010.00100.00Percent Passing (%)Millimeters S&ME, Inc. - Corporate 3201 Spring Forest Road Raleigh, NC. 27616 KV-1 Gr. Sz. Page 1 of 1 A B C D E F N LL 25 LIQUID LIMIT, PLASTIC LIMIT, & PLASTIC INDEX Form No. TR-D4318-T89-90 One Point Liquid Limit AASHTO T 90xo Revision Date: 7/26/17 Revision No. 1 Project #: Project Name: ASTM D 4318 AASHTO T 89 o S&ME ID #Cal Date: S&ME, Inc. Greensboro: 8646 West Market Street, Suite 105, Greensboro, NC 27409 Sample Description: 2/26/2017 1-20-18 Smithfield, NCClient Address: Client Name: Grooving tool Cal Date:Type and Specification NALocation: Boring #: Type and Specification Oven 5470 12/10/2017 5544 OmniSource Southeast LLC 5832 Red Brown Sandy Silty CLAY Report Date: Sample Date: Omni Source K'ville Soil Testing Test Date(s)1-19-18 S&ME ID # 12/10/2017 Bulk Balance (0.01 g) KV-1 Sample #: Offset: 2-5-18 1358-17-082 Elevation:Stockpiles NA 103 #DIV/0! Tare Weight 16.37 11.29 Moisture Contents determined by ASTM D 2216 3.11 # OF DROPS % Moisture (D/E)*100 52.2% 35 115 Dry Soil Weight (C-A) LL = F * FACTOR 5.96 Wet Soil Weight + A Dry Soil Weight + A Water Weight (B-C) 26.7% 23 Factor 0.979 0.985 0.99 Ave.Average Wet Preparation Dry Preparation 1.24 17.33 4.70 5.08 Group Symbol Plastic Limit One-point Method Plastic Index This report shall not be reproduced, except in full, without the written approval of S&ME, Inc. 21.03 23.06 15.82 2.90 23.93 19 Technician Name Date 2/20/2018 Technical Responsibility 24 Estimate the % Retained on the #40 Sieve: 1.000 NP, Non-Plastic Jimmy Thomasson Air Dried 2/19/18 Steve Lacz, PE Notes / Deviations / References: ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils CH 57 27 Date 1.014 29 1.018 1.009 N 20 21 22 N Factor LL Apparatus 5571 3 12/1/2017 Liquid LimitPan # Tare #: 8 1 Grooving tool Grooving tool 14.24 15.84 11.39 20.34 28 55.9% 5.19 23.31 20.20 2.72 16.09 26.4% 60.2% 4.52 Plastic Limit 27.0% 1.37 17.74 o 0.974 28 27 26 1.005 30 Multipoint Method 0.995 30 1.022 Liquid Limit 15 20 25 30 35 40 50.0 55.0 60.0 65.0 70.0 10 100% Moisture Content# of Drops S&ME, INC. - Corporate 3201 Spring Forest Road Raleigh, NC. 27616 KV-1 PI Page 1 of 1 - - x o o x o o x o x 3/8" #10 ASTM D 698 Bulk Gravity % Moisture Location: 104.0Maximum Dry Density Red Brown Silty Clayey SAND (SC) Method B 2/5/2018 Group Leader Date 2/20/2018 Mechanical Rammer Manual Rammer Technical Responsibility Signature Moist Preparation References / Comments / Deviations: ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort 3/8 inch Sieve#4 Sieve #VALUE! Corrected for Oversize Fraction (ASTM D 4718) 3/4 inch Sieve Opt. MC Plastic Limit Project Name: Client Name: Client Address: Sample Description: Quality Assurance KV-1 Sample Date:Boring #:Sample #: Offset:NA Test Date(s): Depth: Smithfield, NC Omni Source K'ville Soil Testing 49.7% Moisture-Density Curve Displayed: % Oversize MDD Steve Lacz, PE 2-14-18 OmniSource Southeast LLC NA Stockpile 15.3% #VALUE! #VALUE! 27 30 NA Oversize Fraction % Passing Soil PropertiesNatural Moisture Content 3/4" Optimum Moisture Content #4 65.6% 99.3% 57 Sieve Size used to separate the Oversize Fraction: Dry Preparation Fine Fraction #60 #40 Liquid Limit Plastic Index Specific Gravity of Soil #200 Form No. TR-D698-2 Revision No. : 1 Revision Date: 07/25/17 MOISTURE - DENSITY REPORT 100.0% 19.6% PCF. Report Date:2-16-181358-17-082 S&ME, Inc. Greensboro: 8646 West Market Street, Suite 105, Greensboro, NC 27409 60.4% S&ME Project #: 91.1% This report shall not be reproduced, except in full, without the written approval of S&ME, Inc. Position ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass 85.0 90.0 95.0 100.0 105.0 110.0 115.0 120.0 125.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0Dry Density (PCF)Moisture Content (%) Moisture-Density Relations of Soil and Soil-Aggregate Mixtures S&ME,Inc. - Corporate 3201 Spring Forest Road Raleigh, NC. 27616 KV-1 Proc. Page 1 of 1 29.7% 20.0% Fine Sand < 0.425 mm and > 0.075 mm S&ME, Inc. Greensboro: 8646 West Market Street, Suite 105, Greensboro, NC 27409 2-19-18 Form No: TR-D422-WH-1Ga Revision No. 1 < 75 mm and > 4.75 mm (#4)Silt < 0.075 and > 0.005 mmGravel OmniSource Southeast LLC NARM-1 Type: Client Name: Revision Date: 8/10/17 ASTM D 422 Cobbles < 300 mm (12") and > 75 mm (3") Sample Date: 2-20-18 Stockpile NA Sample Description: Sample:Location: Project #: Client Address: Test Date(s): Report Date:1358-17-082 3/8" < 2.00 mm and > 0.425 mm (#40) Coarse Sand < 4.75 mm and >2.00 mm (#10) Omni Source K'ville Soil Testing Smithfield, NC Red Brown Silty Clayey SAND (SC) Elevation:NA Project Name: Sample Id. Medium Sand Maximum Particle Size 2.4% Specific Gravity Cc =######Cu = This report shall not be reproduced, except in full, without the written approval of S&ME, Inc. 2/20/2018Steve Lacz, PE Notes / Deviations / References: Technical Responsibility Signature Date oSoft 2-5-18 Plastic Index Position 29.7% 31.7% Fine Sand Group Leader o o Fine Sand Silt & Clay SIEVE ANALYSIS OF SOILS Coarse Sand Clay < 0.005 mm 4.6% Colloids < 0.001 mm Plastic Limit Moisture Content 43.3% 22 o Medium Sand 20.0%4.6% Hard & Durable o Angular Weathered & Friable Description of Sand & Gravel Particles:Rounded Medium Sand 23 ###### Coarse Sand Gravel Liquid Limit 45 3"1.5"1"3/4"3/8"#4 #10 #20 #40 #60 #100 #200 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.010.101.0010.00100.00Percent Passing (%)Millimeters S&ME, Inc. - Corporate 3201 Spring Forest Road Raleigh, NC. 27616 RM-1 Gr. Sz. Page 1 of 1 A B C D E F N LL 25 LIQUID LIMIT, PLASTIC LIMIT, & PLASTIC INDEX Form No. TR-D4318-T89-90 One Point Liquid Limit AASHTO T 90xo Revision Date: 7/26/17 Revision No. 1 Project #: Project Name: ASTM D 4318 AASHTO T 89 o S&ME ID #Cal Date: S&ME, Inc. Greensboro: 8646 West Market Street, Suite 105, Greensboro, NC 27409 Sample Description: 2/26/2017 1-20-18 Smithfield, NCClient Address: Client Name: Grooving tool Cal Date:Type and Specification NALocation: Boring #: Type and Specification Oven 5470 12/10/2017 5544 OmniSource Southeast LLC 5832 Red Brown Sandy Silty CLAY Report Date: Sample Date: Omni Source K'ville Soil Testing Test Date(s)1-19-18 S&ME ID # 12/10/2017 Bulk Balance (0.01 g) RM-1 Sample #: Offset: 2-5-18 1358-17-082 Elevation:Stockpiles NA 119 #DIV/0! Tare Weight 16.64 11.27 Moisture Contents determined by ASTM D 2216 2.28 # OF DROPS % Moisture (D/E)*100 43.3% 33 107 Dry Soil Weight (C-A) LL = F * FACTOR 5.27 Wet Soil Weight + A Dry Soil Weight + A Water Weight (B-C) 22.7% 23 Factor 0.979 0.985 0.99 Ave.Average Wet Preparation Dry Preparation 1.12 17.29 4.86 5.37 Group Symbol Plastic Limit One-point Method Plastic Index This report shall not be reproduced, except in full, without the written approval of S&ME, Inc. 20.63 23.33 15.95 3.09 23.72 18 Technician Name Date 2/20/2018 Technical Responsibility 24 Estimate the % Retained on the #40 Sieve: 1.000 NP, Non-Plastic Jimmy Thomasson Air Dried 2/19/2018 Steve Lacz, PE Notes / Deviations / References: ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils CL 45 23 Date 1.014 29 1.018 1.009 N 20 21 22 N Factor LL Apparatus 5571 29 12/1/2017 Liquid LimitPan # Tare #: 10 2 Grooving tool Grooving tool 16.07 13.84 11.31 21.02 23 45.5% 6.79 23.62 21.34 2.31 16.17 23.0% 45.6% 5.07 Plastic Limit 22.3% 1.20 17.84 o 0.974 28 27 26 1.005 22 Multipoint Method 0.995 30 1.022 Liquid Limit 15 20 25 30 35 40 40.0 45.0 50.0 55.0 60.0 10 100% Moisture Content# of Drops S&ME, INC. - Corporate 3201 Spring Forest Road Raleigh, NC. 27616 RM-1 PI Page 1 of 1 - - x o o x o o x o x 3/8" #10 ASTM D 698 Bulk Gravity % Moisture Location: 99.4Maximum Dry Density Red Brown Silty Clayey SAND (SC) Method B 2/5/2018 Group Leader Date 2/20/2018 Mechanical Rammer Manual Rammer Technical Responsibility Signature Moist Preparation References / Comments / Deviations: ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort 3/8 inch Sieve#4 Sieve #VALUE! Corrected for Oversize Fraction (ASTM D 4718) 3/4 inch Sieve Opt. MC Plastic Limit Project Name: Client Name: Client Address: Sample Description: Quality Assurance RM-1 Sample Date:Boring #:Sample #: Offset:NA Test Date(s): Depth: Smithfield, NC Omni Source K'ville Soil testing 43.3% Moisture-Density Curve Displayed: % Oversize MDD Steve Lacz, PE 2-14-18 OmniSource Southeast LLC NA NA 31.7% #VALUE! #VALUE! 23 22 NA Oversize Fraction % Passing Soil PropertiesNatural Moisture Content 3/4" Optimum Moisture Content #4 63.3% 97.6% 45 Sieve Size used to separate the Oversize Fraction: Dry Preparation Fine Fraction #60 #40 Liquid Limit Plastic Index Specific Gravity of Soil #200 Form No. TR-D698-2 Revision No. : 1 Revision Date: 07/25/17 MOISTURE - DENSITY REPORT 100.0% 24.0% PCF. Report Date:2-16-181358-17-082 S&ME, Inc. Greensboro: 8646 West Market Street, Suite 105, Greensboro, NC 27409 53.1% S&ME Project #: 93.0% This report shall not be reproduced, except in full, without the written approval of S&ME, Inc. Position ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass 85.0 90.0 95.0 100.0 105.0 110.0 115.0 120.0 125.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0Dry Density (PCF)Moisture Content (%) Moisture-Density Relations of Soil and Soil-Aggregate Mixtures S&ME,Inc. - Corporate 3201 Spring Forest Road Raleigh, NC. 27616 RM-1 Proc. Page 1 of 1 S&ME, Inc. | 8646 W Market St, Ste 105 | Greensboro, NC 27409 | p 336.288.7180 | www.smeinc.com March 14, 2018 OmniSource Southeast, LLC 2233 Wal-Pat Road Smithfield, North Carolina 27577 Attention: Mr. James B. Winegar Reference: REPORT OF LABORATORY TESTING OmniSource – K’ville Soil Testing Kernersville, North Carolina S&ME Project No. 1358-17-082 Dear Mr. Winegar: Attached are the direct shear laboratory testing results for samples KV-1 and RM-1 delivered to our office on February 5, 2018. Our services were performed in general accordance with S&ME Short Form Agreement (SFAS- 071), dated December 4, 2017 and e-mail request from Hannu Kemppinen with Joyce Engineering on February 23, 2018. Please contact us if you have any questions regarding this information. Sincerely, S&ME, Inc. Stephen Lacz, P.E. Project Manager SL/lss Tested By: Michael D. Kelso Checked By: Jeffery A. Abston 3/14/18C & phi are not test results but an interpretation of the test results. The designer is responsible for interpreting test data as provided by S&ME.DIRECT SHEAR TEST REPORT S & ME, INC. Louisville, TN Client: OmniSource Southeast LLC Project: Omni Source K'ville Soil Testing Location: KV-1 Proj. No.: 1358-17-082 Date Sampled: 2/5/2018 Sample Type: Remolded Sample Description: Red Brown Silty Clayey SAND (SC) LL= 57 PI= 30PL= 27 Assumed Specific Gravity= 2.65 Remarks:ASTM D3080 Figure 1 Sample No. Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. Normal Stress, ksf Fail. Stress, ksf Strain, % Ult. Stress, ksf Strain, % Strain rate, %/min.InitialAt TestShear Stress, ksf0 1 2 3 4 5 6 Strain, % 0 5 10 15 20 1 2 3Vertical Deformation, in.0.03 0.02 0.01 0 -0.01 -0.02 -0.03 Strain, % 0 4 8 12 16 Dilation Consol. 1 2 3 Ult. Stress, ksf Fail. Stress, ksf 0 2 4 6 Normal Stress, ksf 0 2 4 6 C, ksf f, deg Tan(f) Fail.Ult. 0.15 34.5 0.69 0.13 34.4 0.68 1 22.0 98.6 86.1 0.6782 2.501 1.197 25.2 100.0 102.2 0.6549 2.501 1.180 0.50 0.40 13.4 0.38 15.0 0.04 2 21.9 98.7 85.8 0.6763 2.501 1.197 22.4 104.2 101.1 0.5877 2.501 1.134 2.50 2.04 5.4 2.00 15.0 0.04 3 22.1 98.8 86.7 0.6747 2.501 1.195 22.5 104.4 101.7 0.5852 2.501 1.131 5.00 3.52 6.0 3.48 15.0 0.04 S & ME, Inc. DIRECT SHEAR TEST 3/14/2018 Date:2/5/2018 Client:OmniSource Southeast LLC Project:Omni Source K'ville Soil Testing Project No.:1358-17-082 Location:KV-1 Description:Red Brown Silty Clayey SAND (SC) Remarks:ASTM D3080 Type of Sample:Remolded Sample Assumed Specific Gravity=2.65 LL=57 PL=27 PI=30 Parameters for Specimen No. 1 Specimen Parameter Initial Consolidated Final Moisture content: Moist soil+tare, gms. 134.140 260.300 Moisture content: Dry soil+tare, gms. 120.520 221.860 Moisture content: Tare, gms. 58.700 69.600 Moisture, %22.0 25.2 25.2 Moist specimen weight, gms. 185.60 Diameter, in.2.501 2.501 Area, in.²4.911 4.911 Height, in.1.197 1.180 Net decrease in height, in.0.017 Wet density, pcf 120.3 125.2 Dry density, pcf 98.6 100.0 Void ratio 0.6782 0.6549 Saturation, %86.1 102.2 Test Readings for Specimen No. 1 Normal stress = 0.5 ksf Strain rate, %/min. = 0.04 Fail. Stress = 0.40 ksf at reading no. 59 Ult. Stress = 0.38 ksf at reading no. 63 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 0 0.0000 0.422 0.0 0.0 0.00 -0.0311 1 0.0050 2.209 1.8 0.2 0.05 -0.0322 2 0.0100 5.385 5.0 0.4 0.15 -0.0324 3 0.0150 8.272 7.8 0.6 0.23 -0.0328 4 0.0200 8.748 8.3 0.8 0.24 -0.0338 5 0.0250 10.325 9.9 1.0 0.29 -0.0330 6 0.0300 10.015 9.6 1.2 0.28 -0.0341 7 0.0350 11.385 11.0 1.4 0.32 -0.0342 8 0.0400 11.400 11.0 1.6 0.32 -0.0342 9 0.0450 11.677 11.3 1.8 0.33 -0.0344 10 0.0500 11.578 11.2 2.0 0.33 -0.0346 11 0.0550 11.559 11.1 2.2 0.33 -0.0345 12 0.0600 12.522 12.1 2.4 0.35 -0.0339 13 0.0650 12.618 12.2 2.6 0.36 -0.0341 14 0.0700 12.064 11.6 2.8 0.34 -0.0331 S & ME, Inc. Test Readings for Specimen No. 1 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 15 0.0750 12.344 11.9 3.0 0.35 -0.0328 16 0.0800 12.137 11.7 3.2 0.34 -0.0326 17 0.0850 12.938 12.5 3.4 0.37 -0.0317 18 0.0900 12.785 12.4 3.6 0.36 -0.0308 19 0.0950 12.948 12.5 3.8 0.37 -0.0303 20 0.1000 13.011 12.6 4.0 0.37 -0.0300 21 0.1050 13.188 12.8 4.2 0.37 -0.0293 22 0.1100 13.627 13.2 4.4 0.39 -0.0292 23 0.1150 13.212 12.8 4.6 0.37 -0.0283 24 0.1200 13.182 12.8 4.8 0.37 -0.0278 25 0.1250 13.086 12.7 5.0 0.37 -0.0266 26 0.1300 12.776 12.4 5.2 0.36 -0.0258 27 0.1350 13.459 13.0 5.4 0.38 -0.0253 28 0.1400 12.672 12.2 5.6 0.36 -0.0252 29 0.1450 13.250 12.8 5.8 0.38 -0.0250 30 0.1501 13.114 12.7 6.0 0.37 -0.0247 31 0.1551 13.102 12.7 6.2 0.37 -0.0247 32 0.1601 13.130 12.7 6.4 0.37 -0.0245 33 0.1651 13.061 12.6 6.6 0.37 -0.0244 34 0.1701 13.163 12.7 6.8 0.37 -0.0244 35 0.1751 13.134 12.7 7.0 0.37 -0.0236 36 0.1801 12.303 11.9 7.2 0.35 -0.0240 37 0.1851 13.393 13.0 7.4 0.38 -0.0231 38 0.1901 13.640 13.2 7.6 0.39 -0.0227 39 0.1951 13.016 12.6 7.8 0.37 -0.0230 40 0.2001 12.724 12.3 8.0 0.36 -0.0221 41 0.2051 12.642 12.2 8.2 0.36 -0.0221 42 0.2101 13.412 13.0 8.4 0.38 -0.0220 43 0.2151 12.719 12.3 8.6 0.36 -0.0220 44 0.2201 13.497 13.1 8.8 0.38 -0.0212 45 0.2251 12.608 12.2 9.0 0.36 -0.0214 46 0.2301 13.053 12.6 9.2 0.37 -0.0214 47 0.2351 12.713 12.3 9.4 0.36 -0.0209 48 0.2401 12.739 12.3 9.6 0.36 -0.0205 49 0.2451 13.001 12.6 9.8 0.37 -0.0205 50 0.2501 13.025 12.6 10.0 0.37 -0.0201 51 0.2551 13.272 12.9 10.2 0.38 -0.0198 52 0.2651 13.216 12.8 10.6 0.38 -0.0196 53 0.2751 12.825 12.4 11.0 0.36 -0.0196 54 0.2851 13.163 12.7 11.4 0.37 -0.0188 55 0.2951 13.087 12.7 11.8 0.37 -0.0187 56 0.3051 13.593 13.2 12.2 0.39 -0.0184 57 0.3151 13.747 13.3 12.6 0.39 -0.0181 58 0.3251 12.956 12.5 13.0 0.37 -0.0179 59 0.3351 14.081 13.7 13.4 0.40 -0.0178 60 0.3451 13.225 12.8 13.8 0.38 -0.0176 61 0.3552 14.113 13.7 14.2 0.40 -0.0177 S & ME, Inc. Test Readings for Specimen No. 1 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 62 0.3652 13.360 12.9 14.6 0.38 -0.0173 63 0.3752 13.393 13.0 15.0 0.38 -0.0175 Parameters for Specimen No. 2 Specimen Parameter Initial Consolidated Final Moisture content: Moist soil+tare, gms. 123.020 291.930 Moisture content: Dry soil+tare, gms. 112.120 257.770 Moisture content: Tare, gms. 62.340 105.350 Moisture, %21.9 22.4 22.4 Moist specimen weight, gms. 185.60 Diameter, in.2.501 2.501 Area, in.²4.911 4.911 Height, in.1.197 1.134 Net decrease in height, in.0.063 Wet density, pcf 120.3 127.6 Dry density, pcf 98.7 104.2 Void ratio 0.6763 0.5877 Saturation, %85.8 101.1 Test Readings for Specimen No. 2 Normal stress = 2.5 ksf Strain rate, %/min. = 0.04 Fail. Stress = 2.04 ksf at reading no. 27 Ult. Stress = 2.00 ksf at reading no. 63 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 0 0.0000 -1.182 0.0 0.0 0.00 -0.0801 1 0.0050 0.686 1.9 0.2 0.05 -0.0811 2 0.0100 11.922 13.1 0.4 0.38 -0.0822 3 0.0150 18.930 20.1 0.6 0.59 -0.0830 4 0.0200 23.398 24.6 0.8 0.72 -0.0842 5 0.0250 29.867 31.0 1.0 0.91 -0.0851 6 0.0300 34.600 35.8 1.2 1.05 -0.0859 7 0.0350 38.579 39.8 1.4 1.17 -0.0859 8 0.0400 41.595 42.8 1.6 1.25 -0.0863 9 0.0450 45.374 46.6 1.8 1.37 -0.0864 10 0.0500 48.269 49.5 2.0 1.45 -0.0861 11 0.0550 50.145 51.3 2.2 1.51 -0.0865 12 0.0600 52.267 53.4 2.4 1.57 -0.0863 13 0.0650 54.258 55.4 2.6 1.63 -0.0867 14 0.0700 57.035 58.2 2.8 1.71 -0.0865 15 0.0750 58.985 60.2 3.0 1.76 -0.0862 16 0.0800 59.845 61.0 3.2 1.79 -0.0859 17 0.0850 60.819 62.0 3.4 1.82 -0.0857 18 0.0900 62.886 64.1 3.6 1.88 -0.0857 19 0.0950 63.648 64.8 3.8 1.90 -0.0846 20 0.1000 64.417 65.6 4.0 1.92 -0.0848 21 0.1050 65.170 66.4 4.2 1.95 -0.0843 S & ME, Inc. Test Readings for Specimen No. 2 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 22 0.1100 65.791 67.0 4.4 1.96 -0.0843 23 0.1150 66.083 67.3 4.6 1.97 -0.0834 24 0.1200 67.579 68.8 4.8 2.02 -0.0834 25 0.1250 67.091 68.3 5.0 2.00 -0.0829 26 0.1300 67.192 68.4 5.2 2.00 -0.0826 27 0.1350 68.253 69.4 5.4 2.04 -0.0827 28 0.1400 66.805 68.0 5.6 1.99 -0.0816 29 0.1450 67.575 68.8 5.8 2.02 -0.0813 30 0.1501 67.534 68.7 6.0 2.01 -0.0811 31 0.1551 68.282 69.5 6.2 2.04 -0.0811 32 0.1601 67.508 68.7 6.4 2.01 -0.0806 33 0.1651 67.431 68.6 6.6 2.01 -0.0806 34 0.1701 67.083 68.3 6.8 2.00 -0.0802 35 0.1751 66.404 67.6 7.0 1.98 -0.0801 36 0.1801 65.630 66.8 7.2 1.96 -0.0797 37 0.1851 66.881 68.1 7.4 2.00 -0.0795 38 0.1901 65.893 67.1 7.6 1.97 -0.0795 39 0.1951 65.480 66.7 7.8 1.95 -0.0795 40 0.2001 65.000 66.2 8.0 1.94 -0.0792 41 0.2051 64.817 66.0 8.2 1.94 -0.0787 42 0.2101 65.095 66.3 8.4 1.94 -0.0787 43 0.2151 63.767 64.9 8.6 1.90 -0.0787 44 0.2201 64.674 65.9 8.8 1.93 -0.0785 45 0.2251 64.873 66.1 9.0 1.94 -0.0786 46 0.2301 65.008 66.2 9.2 1.94 -0.0786 47 0.2351 65.400 66.6 9.4 1.95 -0.0783 48 0.2401 64.670 65.9 9.6 1.93 -0.0785 49 0.2451 64.192 65.4 9.8 1.92 -0.0781 50 0.2501 64.258 65.4 10.0 1.92 -0.0777 51 0.2551 64.336 65.5 10.2 1.92 -0.0779 52 0.2651 64.536 65.7 10.6 1.93 -0.0778 53 0.2751 64.684 65.9 11.0 1.93 -0.0779 54 0.2851 64.517 65.7 11.4 1.93 -0.0779 55 0.2951 64.783 66.0 11.8 1.93 -0.0773 56 0.3051 64.531 65.7 12.2 1.93 -0.0778 57 0.3151 64.487 65.7 12.6 1.93 -0.0778 58 0.3251 65.022 66.2 13.0 1.94 -0.0769 59 0.3351 64.871 66.1 13.4 1.94 -0.0773 60 0.3451 65.108 66.3 13.8 1.94 -0.0773 61 0.3551 65.661 66.8 14.2 1.96 -0.0774 62 0.3652 65.940 67.1 14.6 1.97 -0.0773 63 0.3752 66.858 68.0 15.0 2.00 -0.0774 S & ME, Inc. Parameters for Specimen No. 3 Specimen Parameter Initial Consolidated Final Moisture content: Moist soil+tare, gms. 146.620 293.620 Moisture content: Dry soil+tare, gms. 131.070 259.470 Moisture content: Tare, gms. 60.660 107.470 Moisture, %22.1 22.5 22.5 Moist specimen weight, gms. 185.80 Diameter, in.2.501 2.501 Area, in.²4.912 4.912 Height, in.1.195 1.131 Net decrease in height, in.0.064 Wet density, pcf 120.6 127.8 Dry density, pcf 98.8 104.4 Void ratio 0.6747 0.5852 Saturation, %86.7 101.7 Test Readings for Specimen No. 3 Normal stress = 5 ksf Strain rate, %/min. = 0.04 Fail. Stress = 3.52 ksf at reading no. 32 Ult. Stress = 3.48 ksf at reading no. 65 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 0 0.0000 1.989 0.0 0.0 0.00 -0.1523 1 0.0002 2.232 0.2 0.0 0.01 -0.1522 2 0.0002 2.027 0.0 0.0 0.00 -0.1522 3 0.0052 6.755 4.8 0.2 0.14 -0.1538 4 0.0102 21.031 19.0 0.4 0.56 -0.1548 5 0.0152 31.518 29.5 0.6 0.87 -0.1559 6 0.0202 42.548 40.6 0.8 1.19 -0.1567 7 0.0253 51.948 50.0 1.0 1.46 -0.1576 8 0.0302 59.909 57.9 1.2 1.70 -0.1584 9 0.0353 68.509 66.5 1.4 1.95 -0.1597 10 0.0403 74.997 73.0 1.6 2.14 -0.1605 11 0.0453 80.586 78.6 1.8 2.30 -0.1612 12 0.0503 84.986 83.0 2.0 2.43 -0.1622 13 0.0553 89.777 87.8 2.2 2.57 -0.1623 14 0.0603 93.493 91.5 2.4 2.68 -0.1628 15 0.0653 97.621 95.6 2.6 2.80 -0.1631 16 0.0703 100.440 98.5 2.8 2.89 -0.1635 17 0.0753 104.042 102.1 3.0 2.99 -0.1638 18 0.0803 106.890 104.9 3.2 3.08 -0.1639 19 0.0853 109.020 107.0 3.4 3.14 -0.1636 20 0.0903 111.247 109.3 3.6 3.20 -0.1641 21 0.0953 113.430 111.4 3.8 3.27 -0.1641 22 0.1003 115.409 113.4 4.0 3.33 -0.1640 23 0.1053 116.320 114.3 4.2 3.35 -0.1640 24 0.1103 116.933 114.9 4.4 3.37 -0.1639 25 0.1153 118.452 116.5 4.6 3.41 -0.1640 26 0.1203 119.914 117.9 4.8 3.46 -0.1639 27 0.1253 120.153 118.2 5.0 3.46 -0.1641 S & ME, Inc. Test Readings for Specimen No. 3 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 28 0.1303 120.520 118.5 5.2 3.47 -0.1640 29 0.1353 120.830 118.8 5.4 3.48 -0.1640 30 0.1403 120.922 118.9 5.6 3.49 -0.1637 31 0.1453 121.806 119.8 5.8 3.51 -0.1636 32 0.1503 121.928 119.9 6.0 3.52 -0.1638 33 0.1553 121.255 119.3 6.2 3.50 -0.1632 34 0.1603 121.280 119.3 6.4 3.50 -0.1637 35 0.1653 121.925 119.9 6.6 3.52 -0.1636 36 0.1703 121.137 119.1 6.8 3.49 -0.1637 37 0.1753 121.895 119.9 7.0 3.52 -0.1639 38 0.1803 121.953 120.0 7.2 3.52 -0.1632 39 0.1853 121.142 119.2 7.4 3.49 -0.1633 40 0.1903 121.577 119.6 7.6 3.51 -0.1632 41 0.1953 121.612 119.6 7.8 3.51 -0.1635 42 0.2003 121.710 119.7 8.0 3.51 -0.1632 43 0.2053 120.954 119.0 8.2 3.49 -0.1632 44 0.2103 120.868 118.9 8.4 3.49 -0.1633 45 0.2154 120.843 118.9 8.6 3.48 -0.1633 46 0.2204 120.554 118.6 8.8 3.48 -0.1629 47 0.2254 121.413 119.4 9.0 3.50 -0.1630 48 0.2304 120.639 118.7 9.2 3.48 -0.1629 49 0.2354 119.790 117.8 9.4 3.45 -0.1627 50 0.2404 120.014 118.0 9.6 3.46 -0.1629 51 0.2454 119.565 117.6 9.8 3.45 -0.1627 52 0.2504 119.451 117.5 10.0 3.44 -0.1628 53 0.2554 119.967 118.0 10.2 3.46 -0.1625 54 0.2654 119.890 117.9 10.6 3.46 -0.1617 55 0.2754 119.765 117.8 11.0 3.45 -0.1623 56 0.2854 119.750 117.8 11.4 3.45 -0.1621 57 0.2954 119.704 117.7 11.8 3.45 -0.1622 58 0.3054 118.729 116.7 12.2 3.42 -0.1620 59 0.3154 119.541 117.6 12.6 3.45 -0.1623 60 0.3254 120.301 118.3 13.0 3.47 -0.1621 61 0.3354 120.357 118.4 13.4 3.47 -0.1625 62 0.3454 120.807 118.8 13.8 3.48 -0.1620 63 0.3554 120.229 118.2 14.2 3.47 -0.1617 64 0.3654 121.069 119.1 14.6 3.49 -0.1620 65 0.3754 120.701 118.7 15.0 3.48 -0.1625 Tested By: Michael D. Kelso Checked By: Jeffery A. Abston 3/14/18C & phi are not test results but an interpretation of the test results. The designer is responsible for interpreting test data as provided by S&ME.DIRECT SHEAR TEST REPORT S & ME, INC. Louisville, TN Client: OmniSource Southeast LLC Project: Omni Source K'ville Soil Testing Location: RM-1 Proj. No.: 1358-17-082 Date Sampled: 2/5/2018 Sample Type: Remolded Sample Description: Red Brown Silty Clayey SAND (SC) LL= 45 PI= 22PL= 23 Assumed Specific Gravity= 2.65 Remarks:ASTM D3080 Figure 1 Sample No. Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. Normal Stress, ksf Fail. Stress, ksf Strain, % Ult. Stress, ksf Strain, % Strain rate, %/min.InitialAt TestShear Stress, ksf0 1 2 3 4 5 6 Strain, % 0 5 10 15 20 1 2 3Vertical Deformation, in.0.03 0.02 0.01 0 -0.01 -0.02 -0.03 Strain, % 0 4 8 12 16 Dilation Consol. 1 2 3 Ult. Stress, ksf Fail. Stress, ksf 0 2 4 6 Normal Stress, ksf 0 2 4 6 C, ksf f, deg Tan(f) Fail.Ult. 0.29 33.0 0.65 0.17 33.8 0.67 1 25.5 94.8 90.5 0.7455 2.501 1.199 28.9 95.4 104.5 0.7334 2.501 1.191 0.50 0.58 2.2 0.47 15.0 0.04 2 25.9 94.6 91.5 0.7489 2.500 1.198 29.2 97.7 111.9 0.6927 2.500 1.160 2.50 1.99 12.6 1.93 15.0 0.04 3 25.5 94.9 90.9 0.7433 2.500 1.200 26.3 100.2 107.1 0.6506 2.500 1.136 5.00 3.51 7.0 3.49 15.0 0.04 S & ME, Inc. DIRECT SHEAR TEST 3/14/2018 Date:2/5/2018 Client:OmniSource Southeast LLC Project:Omni Source K'ville Soil Testing Project No.:1358-17-082 Location:RM-1 Description:Red Brown Silty Clayey SAND (SC) Remarks:ASTM D3080 Type of Sample:Remolded Sample Assumed Specific Gravity=2.65 LL=45 PL=23 PI=22 Parameters for Specimen No. 1 Specimen Parameter Initial Consolidated Final Moisture content: Moist soil+tare, gms. 167.060 248.920 Moisture content: Dry soil+tare, gms. 145.440 206.660 Moisture content: Tare, gms. 60.530 60.540 Moisture, %25.5 28.9 28.9 Moist specimen weight, gms. 183.80 Diameter, in.2.501 2.501 Area, in.²4.912 4.912 Height, in.1.199 1.191 Net decrease in height, in.0.008 Wet density, pcf 118.9 123.0 Dry density, pcf 94.8 95.4 Void ratio 0.7455 0.7334 Saturation, %90.5 104.5 Test Readings for Specimen No. 1 Normal stress = 0.5 ksf Strain rate, %/min. = 0.04 Fail. Stress = 0.58 ksf at reading no. 11 Ult. Stress = 0.47 ksf at reading no. 63 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 0 0.0000 -0.626 0.0 0.0 0.00 -0.0417 1 0.0050 3.434 4.1 0.2 0.12 -0.0420 2 0.0100 6.439 7.1 0.4 0.21 -0.0420 3 0.0150 8.920 9.5 0.6 0.28 -0.0422 4 0.0200 11.441 12.1 0.8 0.35 -0.0419 5 0.0250 13.486 14.1 1.0 0.41 -0.0415 6 0.0300 14.948 15.6 1.2 0.46 -0.0407 7 0.0350 15.779 16.4 1.4 0.48 -0.0396 8 0.0400 17.203 17.8 1.6 0.52 -0.0384 9 0.0450 17.585 18.2 1.8 0.53 -0.0367 10 0.0500 18.542 19.2 2.0 0.56 -0.0358 11 0.0550 19.104 19.7 2.2 0.58 -0.0348 12 0.0600 18.886 19.5 2.4 0.57 -0.0341 13 0.0650 19.147 19.8 2.6 0.58 -0.0331 14 0.0700 18.073 18.7 2.8 0.55 -0.0324 S & ME, Inc. Test Readings for Specimen No. 1 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 15 0.0750 18.007 18.6 3.0 0.55 -0.0321 16 0.0800 16.416 17.0 3.2 0.50 -0.0315 17 0.0850 16.191 16.8 3.4 0.49 -0.0310 18 0.0900 15.211 15.8 3.6 0.46 -0.0303 19 0.0950 14.747 15.4 3.8 0.45 -0.0298 20 0.1000 15.231 15.9 4.0 0.46 -0.0297 21 0.1050 14.570 15.2 4.2 0.45 -0.0295 22 0.1100 14.476 15.1 4.4 0.44 -0.0292 23 0.1150 13.850 14.5 4.6 0.42 -0.0290 24 0.1200 14.499 15.1 4.8 0.44 -0.0289 25 0.1250 13.893 14.5 5.0 0.43 -0.0287 26 0.1300 13.760 14.4 5.2 0.42 -0.0285 27 0.1351 13.645 14.3 5.4 0.42 -0.0284 28 0.1401 14.422 15.0 5.6 0.44 -0.0281 29 0.1451 14.059 14.7 5.8 0.43 -0.0279 30 0.1501 13.840 14.5 6.0 0.42 -0.0279 31 0.1551 14.469 15.1 6.2 0.44 -0.0278 32 0.1601 14.318 14.9 6.4 0.44 -0.0279 33 0.1651 14.231 14.9 6.6 0.44 -0.0279 34 0.1701 14.170 14.8 6.8 0.43 -0.0278 35 0.1751 14.570 15.2 7.0 0.45 -0.0278 36 0.1801 13.816 14.4 7.2 0.42 -0.0278 37 0.1851 14.624 15.3 7.4 0.45 -0.0277 38 0.1901 14.355 15.0 7.6 0.44 -0.0277 39 0.1951 13.984 14.6 7.8 0.43 -0.0275 40 0.2001 14.766 15.4 8.0 0.45 -0.0274 41 0.2051 14.480 15.1 8.2 0.44 -0.0273 42 0.2101 14.438 15.1 8.4 0.44 -0.0272 43 0.2151 14.424 15.1 8.6 0.44 -0.0274 44 0.2201 14.443 15.1 8.8 0.44 -0.0271 45 0.2251 14.432 15.1 9.0 0.44 -0.0271 46 0.2301 14.131 14.8 9.2 0.43 -0.0270 47 0.2351 14.170 14.8 9.4 0.43 -0.0270 48 0.2401 14.169 14.8 9.6 0.43 -0.0269 49 0.2451 14.447 15.1 9.8 0.44 -0.0269 50 0.2501 14.451 15.1 10.0 0.44 -0.0270 51 0.2551 14.333 15.0 10.2 0.44 -0.0268 52 0.2651 13.941 14.6 10.6 0.43 -0.0267 53 0.2751 14.312 14.9 11.0 0.44 -0.0266 54 0.2851 15.162 15.8 11.4 0.46 -0.0262 55 0.2951 15.297 15.9 11.8 0.47 -0.0261 56 0.3051 14.948 15.6 12.2 0.46 -0.0260 57 0.3151 14.266 14.9 12.6 0.44 -0.0263 58 0.3251 15.207 15.8 13.0 0.46 -0.0267 59 0.3351 15.102 15.7 13.4 0.46 -0.0270 60 0.3451 15.053 15.7 13.8 0.46 -0.0269 61 0.3551 15.559 16.2 14.2 0.47 -0.0266 S & ME, Inc. Test Readings for Specimen No. 1 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 62 0.3651 14.857 15.5 14.6 0.45 -0.0265 63 0.3752 15.274 15.9 15.0 0.47 -0.0264 Parameters for Specimen No. 2 Specimen Parameter Initial Consolidated Final Moisture content: Moist soil+tare, gms. 154.440 248.470 Moisture content: Dry soil+tare, gms. 135.170 205.980 Moisture content: Tare, gms. 60.630 60.660 Moisture, %25.9 29.2 29.2 Moist specimen weight, gms. 183.80 Diameter, in.2.500 2.500 Area, in.²4.908 4.908 Height, in.1.198 1.160 Net decrease in height, in.0.038 Wet density, pcf 119.0 126.3 Dry density, pcf 94.6 97.7 Void ratio 0.7489 0.6927 Saturation, %91.5 111.9 Test Readings for Specimen No. 2 Normal stress = 2.5 ksf Strain rate, %/min. = 0.04 Fail. Stress = 1.99 ksf at reading no. 57 Ult. Stress = 1.93 ksf at reading no. 63 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 0 0.0000 -0.237 0.0 0.0 0.00 -0.0652 1 0.0050 0.269 0.5 0.2 0.01 -0.0663 2 0.0100 11.903 12.1 0.4 0.36 -0.0678 3 0.0150 20.650 20.9 0.6 0.61 -0.0682 4 0.0200 28.436 28.7 0.8 0.84 -0.0689 5 0.0250 33.602 33.8 1.0 0.99 -0.0690 6 0.0300 38.731 39.0 1.2 1.14 -0.0691 7 0.0350 42.397 42.6 1.4 1.25 -0.0701 8 0.0400 46.797 47.0 1.6 1.38 -0.0691 9 0.0450 48.888 49.1 1.8 1.44 -0.0698 10 0.0500 50.320 50.6 2.0 1.48 -0.0697 11 0.0550 53.360 53.6 2.2 1.57 -0.0691 12 0.0600 55.277 55.5 2.4 1.63 -0.0700 13 0.0650 55.959 56.2 2.6 1.65 -0.0696 14 0.0700 57.966 58.2 2.8 1.71 -0.0695 15 0.0750 58.573 58.8 3.0 1.73 -0.0694 16 0.0800 60.231 60.5 3.2 1.77 -0.0695 17 0.0850 61.201 61.4 3.4 1.80 -0.0693 18 0.0900 63.088 63.3 3.6 1.86 -0.0693 19 0.0950 62.528 62.8 3.8 1.84 -0.0694 20 0.1000 62.986 63.2 4.0 1.86 -0.0692 21 0.1050 64.224 64.5 4.2 1.89 -0.0689 S & ME, Inc. Test Readings for Specimen No. 2 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 22 0.1100 63.938 64.2 4.4 1.88 -0.0689 23 0.1150 63.722 64.0 4.6 1.88 -0.0688 24 0.1200 63.475 63.7 4.8 1.87 -0.0686 25 0.1250 63.303 63.5 5.0 1.86 -0.0685 26 0.1300 64.115 64.4 5.2 1.89 -0.0684 27 0.1351 64.720 65.0 5.4 1.91 -0.0683 28 0.1401 64.712 64.9 5.6 1.91 -0.0683 29 0.1451 64.697 64.9 5.8 1.91 -0.0680 30 0.1501 65.021 65.3 6.0 1.91 -0.0680 31 0.1551 65.279 65.5 6.2 1.92 -0.0682 32 0.1601 65.342 65.6 6.4 1.92 -0.0679 33 0.1651 65.227 65.5 6.6 1.92 -0.0679 34 0.1701 64.836 65.1 6.8 1.91 -0.0679 35 0.1751 65.509 65.7 7.0 1.93 -0.0675 36 0.1801 65.714 66.0 7.2 1.94 -0.0678 37 0.1851 65.303 65.5 7.4 1.92 -0.0676 38 0.1901 65.672 65.9 7.6 1.93 -0.0676 39 0.1951 65.247 65.5 7.8 1.92 -0.0676 40 0.2001 65.613 65.8 8.0 1.93 -0.0677 41 0.2051 65.585 65.8 8.2 1.93 -0.0678 42 0.2101 66.007 66.2 8.4 1.94 -0.0677 43 0.2151 65.934 66.2 8.6 1.94 -0.0678 44 0.2201 66.049 66.3 8.8 1.94 -0.0676 45 0.2251 66.016 66.3 9.0 1.94 -0.0678 46 0.2301 66.169 66.4 9.2 1.95 -0.0678 47 0.2351 66.006 66.2 9.4 1.94 -0.0677 48 0.2401 65.982 66.2 9.6 1.94 -0.0676 49 0.2451 65.705 65.9 9.8 1.93 -0.0677 50 0.2501 65.863 66.1 10.0 1.94 -0.0678 51 0.2551 66.188 66.4 10.2 1.95 -0.0677 52 0.2651 67.034 67.3 10.6 1.97 -0.0677 53 0.2751 67.109 67.3 11.0 1.98 -0.0677 54 0.2851 67.015 67.3 11.4 1.97 -0.0678 55 0.2951 66.780 67.0 11.8 1.97 -0.0677 56 0.3051 67.330 67.6 12.2 1.98 -0.0678 57 0.3152 67.435 67.7 12.6 1.99 -0.0681 58 0.3252 67.138 67.4 13.0 1.98 -0.0679 59 0.3352 66.528 66.8 13.4 1.96 -0.0678 60 0.3452 66.321 66.6 13.8 1.95 -0.0679 61 0.3552 66.587 66.8 14.2 1.96 -0.0681 62 0.3652 65.969 66.2 14.6 1.94 -0.0682 63 0.3752 65.438 65.7 15.0 1.93 -0.0680 S & ME, Inc. Parameters for Specimen No. 3 Specimen Parameter Initial Consolidated Final Moisture content: Moist soil+tare, gms. 103.210 289.170 Moisture content: Dry soil+tare, gms. 90.410 250.640 Moisture content: Tare, gms. 40.230 104.100 Moisture, %25.5 26.3 26.3 Moist specimen weight, gms. 184.10 Diameter, in.2.500 2.500 Area, in.²4.908 4.908 Height, in.1.200 1.136 Net decrease in height, in.0.064 Wet density, pcf 119.1 126.6 Dry density, pcf 94.9 100.2 Void ratio 0.7433 0.6506 Saturation, %90.9 107.1 Test Readings for Specimen No. 3 Normal stress = 5 ksf Strain rate, %/min. = 0.04 Fail. Stress = 3.51 ksf at reading no. 35 Ult. Stress = 3.49 ksf at reading no. 63 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 0 0.0000 0.336 0.0 0.0 0.00 -0.0540 1 0.0050 7.768 7.4 0.2 0.22 -0.0550 2 0.0100 23.143 22.8 0.4 0.67 -0.0566 3 0.0150 34.146 33.8 0.6 0.99 -0.0580 4 0.0200 44.870 44.5 0.8 1.31 -0.0585 5 0.0250 55.343 55.0 1.0 1.61 -0.0592 6 0.0300 63.741 63.4 1.2 1.86 -0.0602 7 0.0350 70.340 70.0 1.4 2.05 -0.0609 8 0.0400 77.358 77.0 1.6 2.26 -0.0621 9 0.0450 82.302 82.0 1.8 2.40 -0.0628 10 0.0500 86.898 86.6 2.0 2.54 -0.0636 11 0.0550 90.781 90.4 2.2 2.65 -0.0642 12 0.0600 94.346 94.0 2.4 2.76 -0.0648 13 0.0650 97.934 97.6 2.6 2.86 -0.0651 14 0.0700 100.981 100.6 2.8 2.95 -0.0653 15 0.0750 103.466 103.1 3.0 3.03 -0.0658 16 0.0800 105.616 105.3 3.2 3.09 -0.0660 17 0.0850 106.366 106.0 3.4 3.11 -0.0660 18 0.0900 108.688 108.4 3.6 3.18 -0.0662 19 0.0950 110.766 110.4 3.8 3.24 -0.0663 20 0.1000 111.448 111.1 4.0 3.26 -0.0662 21 0.1050 113.150 112.8 4.2 3.31 -0.0665 22 0.1100 114.587 114.3 4.4 3.35 -0.0669 23 0.1150 115.518 115.2 4.6 3.38 -0.0667 24 0.1200 116.369 116.0 4.8 3.40 -0.0669 25 0.1251 116.823 116.5 5.0 3.42 -0.0669 26 0.1300 117.645 117.3 5.2 3.44 -0.0669 27 0.1351 118.415 118.1 5.4 3.46 -0.0670 S & ME, Inc. Test Readings for Specimen No. 3 No. Horizontal Def. Dial in. Load Dial Load lbs. Strain % Shear Stress ksf Vertical Def. Dial in. 28 0.1401 118.687 118.4 5.6 3.47 -0.0670 29 0.1451 118.966 118.6 5.8 3.48 -0.0671 30 0.1501 119.389 119.1 6.0 3.49 -0.0669 31 0.1551 119.246 118.9 6.2 3.49 -0.0669 32 0.1601 118.940 118.6 6.4 3.48 -0.0669 33 0.1651 119.270 118.9 6.6 3.49 -0.0670 34 0.1701 119.632 119.3 6.8 3.50 -0.0667 35 0.1751 119.837 119.5 7.0 3.51 -0.0673 36 0.1801 119.536 119.2 7.2 3.50 -0.0672 37 0.1851 119.212 118.9 7.4 3.49 -0.0673 38 0.1901 119.918 119.6 7.6 3.51 -0.0674 39 0.1951 118.896 118.6 7.8 3.48 -0.0670 40 0.2001 118.682 118.3 8.0 3.47 -0.0673 41 0.2051 118.317 118.0 8.2 3.46 -0.0672 42 0.2101 118.539 118.2 8.4 3.47 -0.0673 43 0.2151 118.032 117.7 8.6 3.45 -0.0674 44 0.2201 118.337 118.0 8.8 3.46 -0.0675 45 0.2251 118.619 118.3 9.0 3.47 -0.0676 46 0.2301 119.011 118.7 9.2 3.48 -0.0675 47 0.2351 118.738 118.4 9.4 3.47 -0.0675 48 0.2401 118.480 118.1 9.6 3.47 -0.0674 49 0.2451 118.825 118.5 9.8 3.48 -0.0676 50 0.2501 118.797 118.5 10.0 3.48 -0.0676 51 0.2551 118.433 118.1 10.2 3.46 -0.0676 52 0.2651 118.959 118.6 10.6 3.48 -0.0677 53 0.2751 118.996 118.7 11.0 3.48 -0.0677 54 0.2851 119.574 119.2 11.4 3.50 -0.0678 55 0.2951 119.358 119.0 11.8 3.49 -0.0680 56 0.3051 119.576 119.2 12.2 3.50 -0.0682 57 0.3151 119.565 119.2 12.6 3.50 -0.0681 58 0.3251 119.122 118.8 13.0 3.49 -0.0685 59 0.3351 119.082 118.7 13.4 3.48 -0.0687 60 0.3451 119.036 118.7 13.8 3.48 -0.0690 61 0.3551 119.308 119.0 14.2 3.49 -0.0691 62 0.3651 119.561 119.2 14.6 3.50 -0.0693 63 0.3752 119.273 118.9 15.0 3.49 -0.0693