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Home My WebLink About3420_Omnisources_LFSlopeGrading&RepairPlan_FID1322069_20190605From:Winegar, James To:Chao, Ming-tai Cc:Heim, Susan A Subject:[External] K"ville North Slope Repair Plan Date:Wednesday, June 5, 2019 1:56:44 PM Attachments:Slope Repair Rev. 05142019.pdfSoil Testing Results and Stability Analysis.pdfCQA Plan.pdfStormwater Calculations.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 We are getting close to finalizing our Kernersville facility’s North Slope Repair Plan and I am attaching the following documents for your review and comment: CQA Plan Slope Repair Rev. 05142019 Stormwater Calculations Soil Testing Results and Stability Analyses. We plan to finalize the plan this week, after meeting with the contractor, our insurance carrier, and the insurance carrier’s engineering firm. If there are any changes, I will forward those to you when available. Let me know if there are any questions or if you require any additional information… Thanks, James Winegar Environmental Manager 919.989.3102 - work 919.796.3023 - cell PREPARED FOR: OMNISOURCE SOUTHEAST 1426W. MOUNTAIN STREET KERNERSVILLE,NC 27284 CONSTRUCTION QUALITY ASSURANCE PLAN SLOPE REPAIR &GRADING FEBRUARY 2019 PREPARED BY: 2211 WEST MEADOWVIEW ROAD, SUITE 101 GREENSBORO, NORTH CAROLINA 27407 PHONE: 336.323.0092 WWW.JOYCEENGINEERING.COM PROJECT NO.: 2180340 CQA Plan Joyce Engineering, Inc. Slope Repair & Grading i February 2019 OmniSource SE, Kernersville, North Carolina TABLE OF CONTENTS 1. INTRODUCTION............................................................................................................... 1 A. PURPOSE............................................................................................................................ 1 B. DEFINITIONS...................................................................................................................... 1 C. PARTIES............................................................................................................................. 2 D. COMMUNICATIONS AND MEETINGS ................................................................................. 3 2. EARTH MATERIALS....................................................................................................... 4 A. INTRODUCTION.................................................................................................................. 4 B. SCOPE ................................................................................................................................ 4 C. EARTH MATERIALS CQATESTING.................................................................................. 5 D. DOCUMENTATION/CERTIFICATION.................................................................................. 7 Table 1 Soil Testing Methods and Frequencies CQA Plan Joyce Engineering, Inc. Slope Repair & Grading 1 February 2019 OmniSource SE, Kernersville, North Carolina CONSTRUCTION QUALITY ASSURANCE PLAN 1. INTRODUCTION A. Purpose This plan addresses the construction quality assurance (CQA) procedures and requirements to be employed during construction of the project. The plan is intended to supplement, but not supersede, the Contract Drawings and Specifications; where a conflict arises, the Contract Documents or approved Contract Drawings and Specifications shall govern. All parties involved in the project should obtain a copy of this plan from the OWNER or ENGINEER. They should also obtain copies of any supplemental CQA documents prepared specifically for the project. The overall goals of the CQA program are to ensure that proper construction techniques and procedures are employed, and to verify that the materials used meet the approved Contract Specifications. Additionally, the program shallidentify and define problems that may occur during construction, allowing corrective activities to be implemented in a timely manner. At the completion of the work, the program requires the certifying ENGINEER(s) to prepare certification reports indicating that the facility has been constructed in accordance with the approved design standards and Contract Specifications. B. Definitions The following definitions are applicable to this plan: Quality Control Definition (ASTM D3740): - a planned system of activities, or the use of such a system, whose purpose is to provide a level of quality that meets the needs of users. The objective of quality control is to provide quality that is safe, adequate, dependable, and economical. The overall system involves integrating the quality factors of several related steps including: the proper specification of what is wanted, production to meet the full intent of the specification, inspection to determine whether the resulting material, product, service, etc… is in accordance with the Specifications, and review of usage to determine necessary revisions of Specifications. In practice, Quality Control refers to those procedures, criteria, and tests employed and paid for by the CONTRACTOR(s) to confirm that the work satisfies the CONTRACTOR’s standards, and is in compliance with the Contract Drawings and Specifications. This plan does not address Quality Control procedures, criteria, and/or tests employed by the CONTRACTOR. CQA Plan Joyce Engineering, Inc. Slope Repair & Grading 2 February 2019 OmniSource SE, Kernersville, North Carolina Quality Assurance Definition (ASTM D3740): -a planned system of activities whose purpose is to provide assurance that the overall quality control program is in fact being effectively implemented. The system involves a continuing evaluation of the adequacy and effectiveness of the overall quality control program with the ability to have corrective measures initiated where necessary. For a specific material, product, service, etc…, this involves verifications, audits, and the evaluation of the quality factors that affect the specification, production, inspection, and use of the product, service, system, or environment. In practice, Quality Assurance refers to those procedures, criteria, and tests required and paid for by the OWNER to confirm that the work performed by the CONTRACTOR(s) is in compliance with the approved Contract Drawings and Specifications and any additional requirements of this plan. Layer A layer is defined as a compacted stratum composed of several lifts constructed without joints. Lift A lift is defined as a segment of a layer composed of the maximum thickness of soil permitted to be placed / compacted at one time. C. Parties OWNER The OWNER is the owner of the solid waste permit, and bears the ultimate responsibility for the facility; the OWNER may or may not also be the Operator of the facility. The OWNER shall contract and manage the CONTRACTOR(s), and the CQA consultant(s) and laboratories. For this project, OmniSource SE is both the OWNER and Operator. ENGINEER The ENGINEER is the official representative of the OWNER, and is responsible for the preparation of the Contract Drawings, Technical Specifications, and CQA Plan. The ENGINEER is also responsible for the interpretation of those documents and for the resolution of technical matters that may arise during construction. CQA Plan Joyce Engineering, Inc. Slope Repair & Grading 3 February 2019 OmniSource SE, Kernersville, North Carolina Construction Representative The Construction Representative is a representative of the OWNER. The Construction Representative reports to the ENGINEER. CQA Consultant The CQAConsultant is an agency, independent from the OWNER, CONTRACTOR(s), Manufacturer, and Installer, that is responsible for observing, testing, and documenting activities related to the Quality Assurance of the earthwork at the site. The CQA Consultant is also responsible for issuing a certification report, sealed by a registered Professional Engineer, licensed in the State in which construction occurred. Soils CQA Laboratory The Soils CQA Laboratory is an agency, independent from the OWNER, CONTRACTOR(s), and Supplier, responsible for performing the required laboratory testing of the project earthwork components. CONTRACTOR The CONTRACTOR has the primary responsibility for ensuring that the work is performed in accordance with the Contract Drawings and Specifications developed by the ENGINEER and approved by the permitting agency. Other responsibilities include the performance of all construction activities at the site including site facilities, administration, material purchasing, procurement, supervision, Construction Quality Control, installation, and subcontracting. The CONTRACTOR is responsible for the protection of completed work until it is accepted by the OWNER. The CONTRACTOR is also responsible for informing the OWNER and Quality Assurance Consultants of the scheduling and occurrence of all construction activities. Surveyor The Surveyor is responsible for establishing and maintaining lines and grades and temporary benchmarks throughout all relevant areas of the construction site. The Surveyor shall issue a complete set of Record Drawings certified by a Professional Land Surveyor, licensed in the State in which the construction occurs. D. Communications and Meetings Frequent and open communications are a necessary and essential component of this plan in order to achieve a high degree of coordination, cooperation, and quality in the finished product, and to minimize or avoid delays. It is one goal of this plan to resolve problems at CQA Plan Joyce Engineering, Inc. Slope Repair & Grading 4 February 2019 OmniSource SE, Kernersville, North Carolina the lowest possible level of authority while maintaining thorough documentation, informing all responsible parties, and obtaining approvals as necessary or appropriate. The documentation requirements of CQA activities are addressed in various sections of this plan. A series of meetings shall be held before, during, and after construction to facilitate planning, progress reports and problem resolution. Minutes are to be kept of all meetings as directed by the ENGINEER. The meetings shall be as follows unless otherwise directed by the OWNER: x Preconstruction Meeting to be attended by consultants, contractors, significant subcontractors and suppliers as directed by the ENGINEER.x Bi-weekly Progress Meetings to be held as directed by the ENGINEER and to be attended by the OWNER or Owner’s Representative, CONTRACTOR, CQA Consultant(s), and representatives of parties actively involved in the construction as designated by the ENGINEER.x Post-Construction Resolution Meeting to be attended by consultants, contractors, significant subcontractors and suppliers as directed by the ENGINEER. 2. EARTH MATERIALS A. Introduction This section of the plan describes Construction Quality Assurance (CQA) procedures for the installation of the earth material components of the project. B. Scope General The work addressed under this section shall facilitate proper construction of all earth material components of the project. All work shall be constructed to the lines, grades, and dimensions indicated on the approved Contract Drawings, in accordance with the Contract Specifications, or as required by the OWNER or OWNER’s Representative. Organization Qualifications Prior to commencement of the work, all organizations responsible for any portion of the construction, Construction Quality Control, and Construction Quality Assurance shall provide the ENGINEER upon request, with the following information, as a minimum: ¾Corporate Information:Brief historical background; andProof of insurance certificates. CQA Plan Joyce Engineering, Inc. Slope Repair & Grading 5 February 2019 OmniSource SE, Kernersville, North Carolina ¾Professional capabilities:Summary of corporate capabilities; andSummary of experience with similar projects.¾Personnel:Lines of authority for project personnel;Personnel responsibilities; andResumes of key personnel to be involved. C. Earth Materials CQA Testing General Assurance that construction of the earth material components of the project has been performed in accordance with the approved Contract Drawings and Specifications shall be accomplished by use of CQA testing and visual observations. Specifically, CQA testing shall be conducted in two categories: x Pre-construction testing; andxConstruction testing. CQA testing within these categories shall consist of the following: x Material Evaluation and Verification;x Construction Quality Evaluation; andxSpecial Testing. Material Evaluation/Verification Testing Pre-construction material evaluations shall be performed on samples from potential sources to ascertain their acceptability as construction materials. Criteria to be used for determination of acceptability of materials for use during construction shall be as defined in the specifications and as detailed in this plan. Evaluation tests are to be performed by the CQA laboratory. Test reports shall verify compliance with or deviation from applicable ASTM standards as outlined in Table 1 of this Plan. Construction Quality Evaluation Testing Construction quality evaluation shall be performed on all components of earthwork construction at the frequencies shown in Table 1. Criteria to be used for determination of acceptability of the work shall be as identified in the Contract Specifications and as detailed in this plan. Construction evaluation testing shall consist of visual observations of the work, in-place density/moisture content checks, investigations into the adequacy of CQA Plan Joyce Engineering, Inc. Slope Repair & Grading 6 February 2019 OmniSource SE, Kernersville, North Carolina layer bonding and clod destruction, elevation and thickness monitoring, and special testing. Evaluation of the construction work shall include the following: x Observations and documentation of the water content, clod size and other physical properties of the soil during processing, placement and compaction;x Observation and documentation of each compacted lift’s ability to accept and bond to subsequent lifts;x Observation and documentation of the thickness of compacted and loosely placed lifts;x Observation and documentation of the performance of the compaction and heavy hauling equipment on the construction surface (sheepsfoot penetration, pumping, cracking, etc…); andxObservation and documentation of the effectiveness of the procedures used to prevent desiccation and/or freezing of completed lifts and layers. The in-place density test methods shall cause minimal delay to the placement of subsequent lifts; therefore, the nuclear method is preferred unless construction sequencing is such that fill placement is not interrupted by sand cone testing. An acceptable test for soils used in structural or “controlled fill” applications (i.e. embankments, berms, backfill, soil liner, subgrade, etc.) shall be defined as one, which meets or exceeds the specified minimum density within the specified moisture range. If there is any question as to the classification of the tested soil, and hence the appropriateness of a given moisture-density plot, a “one-point” Standard Proctor compaction test shall be performed for comparison with the available plots. The optimum moisture content and maximum dry density extrapolated from the one-point test result must fall on or near the plotted line of optimums for the classification of a soil to be confirmed. For controlled fill, the reference maximum dry density can be adjusted to accommodate the one-point data. Questions concerning the accuracy of any single test shall be addressed by retesting in that or another representative location. Periodic sand cone or drive cylinder testing shall be performed to verify the adequacy of the nuclear gauge testing at the frequencies designated in Table 1. If a conflict exists between the sand cone or drive cylinder testing and the corresponding nuclear density test results, then the sand cone and/or drive cylinder results shall control. It is important to bond lifts together to the greatest extent possible. Bonding of lifts is enhanced by: x Ensuring that the surface of the previously compacted lift (or subgrade) is rough before placing the new lift of soil;x Adding moisture to the previously compacted lift (or subgrade); andxUsing a fully penetrating footed roller. CQA Plan Joyce Engineering, Inc. Slope Repair & Grading 7 February 2019 OmniSource SE, Kernersville, North Carolina Evaluation of lift bonding in soil liner and similar applications shall be done by using test pits or auger holes to visually observe the lift interfaces. Alternatively, Shelby tubes pushed through the lift interfaces can be visually inspected for proper lift bonding. Special Testing No special testing of earth materials is required for this project. D. Documentation/Certification General The CQA Consultant shall document the activities associated with the construction of the earth material components of the project. Such documentation shall include, as a minimum, daily reports of construction activities and a summary technical report on the construction project. Documentation and reporting shall meet all requirements of the Contract Specifications and this CQA Plan. Construction Monitoring Construction of earth material components of the project shall be monitored and documented by a CQA consultant. All soils laboratory testing shall be performed and documented by an independent testing laboratory working under the direction of the CQA consultant. Written daily documents shall include a record of observations, test data sheets, identification of problems encountered during construction, corrective measures taken, weather conditions, and personnel and equipment on site. Certification The CQA consultant(s) shall prepare a certification report addressing each major item identified above for each phase of construction under their areas of responsibility. Certification reports required by regulatory agencies shallalso be prepared and submitted as required. Certification shall include assessments of compliance with the Contract Drawings and Specifications and the results of the physical sampling and testing. At a minimum, the certification report shall include: x Copies of all daily CQA field reports;x Results of all field testing including drawings depicting the locations of construction testing when appropriate; CQA Plan Joyce Engineering, Inc. Slope Repair & Grading 8 February 2019 OmniSource SE, Kernersville, North Carolina x Results of all laboratory testing;x Photographic record of the project including representative photographs of each major construction activity; andxCertification statement assessing compliance with the Contract Drawings and Specifications, sealed by a professional engineer, licensed in the State in which construction occurs. END OF CONSTRUCTION QUALITY ASSURANCE PLAN TABLE 1 – SOIL TESTING METHODS AND FREQUENCIES Test Method Structural Fill Index Construction Particle Size Analysis of Soils ASTM D422 1/Material 1/10,000 CY Unified Soil Classification System ASTM D2487 1/Material 1/10,000 CY Moisture Content of Soil Lab Method ASTM D2216 1/Material 1/10,000 CY Atterberg Limits ASTM D4318 1/Material NA Specific Gravity ASTM D854 1/Material NA Standard Proctor ASTM D698 1/Material 1/10,000 CY In-place Density by Drive Cylinder ASTM D2937 or Sand Cone ASTM D 1556 NA 1/1,000 CY In-place Density by Nuclear Method ASTM D2922 NA 1/1,000 CY In-place Moisture by Nuclear Method ASTM D3017 NA 1/1,000 CY Soil Moisture By Direct Heating ASTM D4959 NA 1/1,000 CY Undisturbed Hydraulic Conductivity ASTM D5084 NA NA Laboratory Compacted Hydraulic Conductivity ASTM D5084 NA NA Direct Shear Test Under Consolidated Drained Conditions ASTM D3080 1/Material NA OMNISOURCE SOUTHEAST PERMIT 34-20SLOPE REPAIRKERNERSVILLE, NORTH CAROLINAFEBRUARY 2019(REVISED MAY 2019)VICINITY MAPSHEETSITE PLANOWNER INFORMATIONPREPARED FOR:OMNISOURCE SOUTHEAST ADDRESS:2233 WAL-PAT ROAD SMITHFIELD, NC 27577CONTACT: JAMES WINEGAR PHONE: (919)-989-3102PROPERTY INFORMATIONLOCATION:KERNERSVILLE, NORTH CAROLINA PERMIT ID:34-20DRAWING INDEXAPPROXIMATELOCATION OFFACILITYTITLE SHEETLEGEND AND GENERAL NOTESLIMITS OF SLOPE FAILURE AND REPAIR GRADECP-TCP-LCP-01CP-02CP-03SCALE: 1"=2,000 'FORSYTH COUNTYPROJECT NO.APPROVED CHECKED DRAWN DESIGNED DATE DATE REVISIONS AND RECORD OF ISSUE BYNO APPCKSCALE All rights reserved.DRAWING NO.L:\OMNI SOURCE\KERNERSVILLE\2018 SLOPE FAIL\C-T TITLE SHEET.dwg Layout=Layout1 COUNTY LOCATION MAPNORTH CAROLINA2180340OMNISOURCE SOUTHEAST - KERNERSVILLE SITE KERNERSVILLE, NORTH CAROLINA CP-TN.T.S.TITLE SHEET 2019 HK RWH LB HK 02/05/19 NC CORP LIC: C-0782 3/25/19 REVISED GRADING PLAN RH1 ADLBDETAILSPROPOSED ACCESS ROADÓ LaBella Associates 2211 W. MEADOWVIEW ROAD GREENSBORO, NC 27407 PHONE: (336) 323-0092 PROJECT NO.APPROVED CHECKED DRAWN DESIGNED DATE DATE REVISIONS AND RECORD OF ISSUE BYNO APPCKSCALE All rights reserved.DRAWING NO.L:\OMNI SOURCE\KERNERSVILLE\2018 SLOPE FAIL\CP-L LEGEND AND NOTES.dwg Layout=Layout1 GROUNDWATER MONITORING WELLOBSERVATION WELLNES WELLPERFORMANCE WELLSENTINEL WELLEXTRACTION WELLWETLANDS PIEZOMETERPIEZOMETERLANDFILL GAS PROBELFG EXTRACTION WELL WITH PUMPLFG EXTRACTION WELLSURFACE WATER MONITORING POINTLEACHATE MONITORING POINTBORE HOLE LOCATIONCORING LOCATIONSOIL SAMPLING LOCATIONTEST PIT LOCATIONBENCHMARKSPRINGHEAD LOCATIONWELL LOCATIONCONTROL POINTSYMBOLSPROPERTY LINE / FACILITY BOUNDARYEASEMENTFENCE LINExxCONVENTIONAL SYMBOLS AND GENERAL NOTESUTILITY POLEHYDRANTLIGHT POLETANK (SIZE VARIES)TRANSFORMERMANHOLECLEANOUTOVERHEAD ELECTRICUNDERGROUND ELECTRICOVERHEAD TELEPHONEUNDERGROUND TELEPHONEFORCEMAINDUAL CONTAINED LEACHATE FORCEMAINSANITARY SEWERPROCESS SEWERLANDFILL GASRAILROADGUARDRAILNATURAL GASSOLID PIPE (TYPE NOTED)PERFORATED PIPE (TYPE NOTED)POTABLE WATERRESOURCE PROTECTION AREARIGHT OF WAYMUGTUGTDCFMDCFMUGEUGEPAVED ROADGRAVEL/DIRT ROADWASTE MANAGEMENT BOUNDARYTREE LINESILT FENCEEROSION AND SEDIMENT CONTROL FEATURESSFMAJOR TOPOGRAPHIC CONTOURMINOR TOPOGRAPHIC CONTOURGROUNDWATER SURFACE CONTOUR(FT ABOVE MEAN SEA LEVEL)SPOT ELEVATIONBEDROCK SURFACE CONTOUR(FT ABOVE MEAN SEA LEVEL)1001008070GENERAL NOTES:1.EXISTING TOPOGRAPHIC DATA SHOWN WITHIN THE MAPPING LIMITS, ARE FROM AN AERIAL SURVEY COMPLETED BY SPATIAL DATA, INC. DATED FEBRUARY 2014. SLOPE FAILURE AREA CONSISTS OF GROUND SURVEY DATED NOVEMBER 8, 2018 COMPLETED BY SUTTLES SURVEYING INC.2.TOPOGRAPHIC CONTOUR INTERVAL = 2 FOOT, UNLESS INDICATED OTHERWISE.3.THE CONTRACTOR IS REQUIRED TO PROTECT STRUCTURES AND APPURTENANCESINCLUDING BUT NOT NECESSARILY LIMITED TO WELLS, DRAINAGE STRUCTURES,PROPERTY CORNERS, ETC. THE CONTRACTOR WILL BE REQUIRED TO REPAIR ANYDAMAGES AT NO EXPENSE TO THE OWNER.4. LIMITS OF WASTE FIELD LOCATED BY GEOPHYSICAL SURVEY INVESTIGATIONS, GREENSBORO, NC AND SURVEYED BY SUTTLES SURVEYING, INC. MORGANTON, NC DATED DECEMBER, 2014.CULVERT (SIZE NOTED)V-3VALVE LOCATION & IDENTIFICATIONCONDENSATE TRAP WITHOUT PUMPLIMITS OF WASTESTORMWATER PIPE OUTLET PROTECTIONLEACHATE COLLECTION TRENCHLCTLCTSCC-1DIVERSION BERMSTORM WATER CONVEYANCE CHANNELIPINLET PROTECTIONPSPERMANENT SEEDINGTEMPORARY SLOPE DRAINTSD-1OPOUTLET PROTECTIONB?SECTION CALL-OUTST-1SEDIMENT TRAPCT-1CONDENSATE TRAP WITH PUMPCT/P-1PASSIVE LFG VENTSURVEY TIE LINESURFACE WATERAPPROXIMATE 100 YEAR FLOODPLAINLANDFILL GAS CONDENSATEB-XCIPCULVERT INLET PROTECTIONSB-1SEDIMENT BASINCDROCK CHECK DAMCONSTRUCTION ENTRANCECEBMEXISTINGPROPOSEDV-3CT-1CT/P-1LINESEXISTINGPROPOSEDxxUGTUGTDCFMDCFMUGEUGELCTLCTCELL LIMITSSSSSFMNAMESYMBOLWATER METERVALVEPIPE FITTINGSWMWM14.7014.70COCOSIGNMTP-XDEMOLITIONPLAN-VIEW HATCHINGEXISTINGPROPOSEDASPHALT PAVEMENTGRAVELCONCRETEWETLANDSAPPROXIMATE GROUNDWATER FLOW PATHWAYUSED TO CALCULATE HYDRAULIC GRADIENTPZ-XPZ-XGP-XMW-XMW-OW-XMW-PW-XMW-XNES-OW-XMW-OW-XNES-OW-XMW-PW-XMW-XMW-XEW-XEW-XGV-XSMP-XLMP-XGV-XGW-XGW-XC-XCPSS-XS-XWPZ-XPZ-XGP-XGWP-XGWP-XSMP-XLMP-XBH-XC-XSS-XR/WR/WGWBRGENERAL EROSION AND SEDIMENT CONTROL NOTES:1.UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROLPRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS ANDSPECIFICATIONS OF THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL HANDBOOK.2.A COPY OF THE PREVIOUSLY APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ONTHE SITE AT ALL TIMES.3.ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURINGLAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.4.THE OWNER SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACHRUNOFF-PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THEEFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.2180340OMNISOURCE SOUTHEAST - KERNERSVILLE SITE KERNERSVILLE, NORTH CAROLINA CP-LN.T.S.LEGEND AND GENERAL NOTES 2019 HK RWH LB HK 02/05/19 NC CORP LIC: C-0782 CONSTRUCTION SEQUENCE: 1A. CONSTRUCT ROAD 2A. CONSTRUCT E&S MEASURESA.REMOVE EXISTING SOIL AND VEGETATION IN THE FAILED SLOPE AREA AS REQUIRED. EXCAVATE TO FIRM SUBGRADETHAT WILL SUPPORT PROPOSED STRUCTURAL FILL. PERFORM PROOF-ROLL PRIOR TO PLACEMENT OF FILL.B.EXCAVATE UNSUITABLE SOIL MATERIALS ENCOUNTERED THAT EXTEND BELOW REQUIRED ELEVATIONS. THECONTRACTOR SHALL DETERMINE LIMITS OF THE UNSUITABLE MATERIAL AND DEPTH OF REMOVAL. THE ENGINEERAND/OR THE CQA CONSULTANT SHALL AGREE TO THE LIMITS OF EXCAVATION.C.STOCKPILE EXCAVATED SOIL MATERIAL SATISFACTORY FOR BACKFILL UNTIL REQUIRED. PLACE, GRADE AND SHAPESTOCKPILES FOR PROPER DRAINAGE. INSTALL PROPER EROSION AND SEDIMENT CONTROL MEASURES IN CONJUNCTIONWITH STOCKPILE DEVELOPMENT.D.DISPOSE OF MATERIALS UNSATISFACTORY FOR BACKFILL ON TOP OF LANDFILL CELL.E.DISPOSE OF TRASH AND DEBRIS, AND ALL EXCESS MATERIAL CONTINUOUSLY WITH THE PROGRESS OF THE WORK.F.DEWATER EXCAVATION AS NECESSARY TO PROVIDE PROPER PROTECTION. THE EXCAVATION MAY REQUIRECONTINUOUSLY DEWATERING 24-HOURS A DAY BY ADEQUATE PUMPING UNTIL COMPLETION OF BACKFILLING.G.WHERE UNDERGROUND STREAMS OR SPRINGS ARE FOUND, PROVIDE TEMPORARY DRAINAGE AND NOTIFY ENGINEERAND CQA CONSULTANT.H.PRACTICE EXTREME CAUTION WHEN EXCAVATING NEAR EXISTING FACILITIES. THE CONTRACTOR SHALL REPAIR ANYDAMAGE TO THE FACILITIES TO ORIGINAL CONDITION, AT NO ADDITIONAL COST TO THE OWNER.I.GRADE SITE TO PREVENT SURFACE WATER RUN-ON INTO EXCAVATIONS OR COMPLETED WORK.J.GRADE AREAS THAT RECEIVE PERMANENT SEEDING BELOW FINISHED GRADES LEAVING SPACE FOR THE 6" THICKVEGETATIVE SUPPORT LAYER.3/25/19 REVISED GRADING PLAN RH1 ADLB 4/16/19 REVISED PER CONTRACTOR COMMENTS RH2 ADLB Ó LaBella Associates 2211 W. MEADOWVIEW ROAD GREENSBORO, NC 27407 PHONE: (336) 323-0092 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 ISSUEBYNOAPPCKSCALE 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 3 1 FINAL GRADE 1 2 2'1 2 ACONVEYANCE CHANNEL STORMWATER DIVERSION BERM AND N.T.S. REPAIRED SLOPE RIP-RAP d50=12" 6'-0 " M I N . 7'-0"FILTER FABRIC, ANCHORED AT TOP AND BOTTOM OF CHANNEL SLOPE 6'-0" MAX ON OPEN RUNS 4'-0" MAX ON POOLING AREAS 2'-0" MAX24" MINFILTER FABRIC 8" MINEXISTING GROUND ANCHOR FABRIC INTO GROUND 8" DOWN AND 4" FORWARD ALONG TRENCH EXISTING GROUND SEE NOTE 1 FILTER FABRIC BFENCE DETAIL SILT N.T.S. ELEVATION SECTION NOTES: 1.POSTS SHALL BE 1.33 LB/L.F. STEEL WITH MIN LENGTH OF 5 FT. 2.LOCATE SILT FENCE AS NEEDED AND AT A SUFFICIENT DISTANCE FROM PROPOSED WORK ACTIVITIES SO THAT IT WILL NOT INTERFERE WITH THE WORK. 4" MIN BACKFILL TRENCH AND COMPACT THOROUGHLY PLASTIC OR WIRE TIES FLOW DIRECTION FLOWFLOW894892890EXISTING CONTOURS DISTURBED AREA UNDISTURBED AREACOMPOST FILTER SOCK 2"x2" WOODEN STAKES PLACED 10' O.C. PLAN VIEW SECTION VIEW DISTURBED AREA UNDISTURBED AREA BLOWN/PLACED FILTER MEDIA 2"x2" WOODEN STAKES PLACED 10' O.C. COMPOST FILTER SOCK 12" MIN.8'CCOMPOST FILTER SOCK N.T.S.2'VEGETATED DITCH 1 2 1 2 DTYPICAL DETAIL CONVEYANCE CHANNEL ROADSIDE STORMWATER N.T.S.2'RIP-RAP DITCH 1 2 1 2 FILTER FABRIC RIP-RAP SEE SHEET CP-03 FOR LOCATION AND SIZE PLAN PROFILE 3'-0"1'-0"2'-0"1'-6"FLOW FILTER BERM NC DOT #5 OR # 57 WASHED STONE CLASS B RIPRAP HEADWALL FL O W FLOW FLOW FLOWFILTER BERM NC DOT #5 OR # 57 WASHED STONE CLASS B RIPRAP FLOW RIPRAP HEADWALL 1' MIN. HEIGHT FROM ROAD SHOULDER CULVERT (36" MAX) FDETAIL INLET PROTECTION N.T.S. NOTES: 1.APRON THICKNESS = 14" MIN 2.INSTALL FILTER FABRIC BETWEEN RIPRAP AND SOIL FOUNDATION.LcLbLa TOE OF SLOPE RIPRAP La Lc d50 RIPRAP 16'19'9" Lb 3' EDETAIL OUTLET PROTECTION N.T.S. PROJECT NO.APPROVEDCHECKEDDRAWNDESIGNEDDATEDATEREVISIONS AND RECORD OF ISSUEBYNOAPPCKSCALE All rights reserved.DRAWING NO.L:\OMNI SOURCE\KERNERSVILLE\2018 SLOPE FAIL\SLOPE FAILURE CORRECTION 2018 WITH BENCH XSTABLE.dwg Layout=DETAILS2211 W. MEADOWVIEW ROADGREENSBORO, NC 27407PHONE: (336) 323-0092NC CORP LIC: C-07820 (FEET) GRAPHIC SCALE 600300150 3/25/19REVISED GRADING PLANRH1ADLB4/16/19REVISED PER CONTRACTOR COMMENTSRH2ADLB2180340OMNISOURCE SOUTHEAST - KERNERSVILLE SITEKERNERSVILLE, NORTH CAROLINA2019CP-02 AS SHOWNGENERAL DETAILSRWHRWHHKHK2/5/19Ó LaBella Associates 101010201030101098 0 97 0 96 0 95 0 94 0 93 0 92 0 910 920 93 0 930 92 0 910 900 890 88 0 8708608509 5 0 970 970 96 0 9 5 0 970 Edge Of Waste Area930 920 910 900940950 95 0 96 0 89 0 88 0 8 70 940890910920910900890880PROPOSED ACCESS ROAD NOTE: ADDITIONAL ROAD REQUIREMENTS WILL BE ADDRESSED AS SLOPE REPAIR PROGRESSES PROPOSED SLOPE REPAIR AREA 89088086089 0 9 3 0 940 920910 900 950960 APPROX . 20' LONG 24" HDPE PIPE APPROX . 35' LONG 12" HDPE PIPE, BURIED A MINIMUM OF 3 FEET INLET PROTECTION OUTLET PROTECTION 2' DEEP V BOTTOM CHANNEL WITH 2:1 SIDESLOPES 2' DEEP V BOTTOM CHANNEL WITH 2:1 SIDE SLOPES (TYP. ALL CHANNEL LOCATIONS) BEGIN SCC-2A (VEGETATED) BEGIN SCC-2B (VEGETATED) BEGIN SCC-2C (VEGETATED) BEGIN SCC-2D (RIP-RAP d =24")50 BEGIN SCC-3 (RIP-RAP d = 6")50 D CP-02 F CP-02 E CP-02 0 (FEET) GRAPHIC SCALE 804020 PROJECT NO.APPROVEDCHECKEDDRAWNDESIGNEDDATEDATEREVISIONS AND RECORD OF ISSUEBYNOAPPCKSCALE All rights reserved.Ó LaBella AssociatesDRAWING NO.L:\OMNI SOURCE\KERNERSVILLE\2018 SLOPE FAIL\SLOPE FAILURE CORRECTION 2018 WITH BENCH XSTABLE.dwg Layout=ACCESS ROAD2211 W. MEADOWVIEW ROADGREENSBORO, NC 27407PHONE: (336) 323-0092NC CORP LIC: C-07826003001500 (FEET) GRAPHIC SCALE 2180340OMNISOURCE SOUTHEAST - KERNERSVILLE SITEKERNERSVILLE, NORTH CAROLINA2019CP-03 AS SHOWNPROPOSED ACCESS ROADRWHRWHHKHK4/30/19 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 Soft 2-5-18 Plastic Index Position 25.4% 15.3% Fine Sand Group Leader 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 Medium Sand 16.0%8.3% Hard & Durable 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 90 Revision Date: 7/26/17 Revision No. 1 Project #: Project Name: ASTM D 4318 AASHTO T 89 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 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 - - 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 Properties Natural 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 Soft 2-5-18 Plastic Index Position 29.7% 31.7% Fine Sand Group Leader 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 Medium Sand 20.0%4.6% Hard & Durable 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 90 Revision Date: 7/26/17 Revision No. 1 Project #: Project Name: ASTM D 4318 AASHTO T 89 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 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 - - 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 Properties Natural 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 φ, deg Tan(φ) 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 φ, deg Tan(φ) 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 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DĂƚĞƌŝĂů ŶŐůĞ ŽĨ^ůŝĐĞ ĂƐĞ ΀ĚĞŐƌĞĞƐ΁ tĞŝŐŚƚ ΀ůďƐ΁ tŝĚƚŚ ΀Ĩƚ΁ ^ůŝĐĞ EƵŵďĞƌ ϭϱ͘ϴϲϭϲϭϱ͘ϴϲϭϲϭϭ͘ϮϳϬϱϬϭϭ͘ϮϳϬϱϳ͘ϯϭϵϭϱϲ͘ϴϳϴϯϴϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϯ͘ϳϮϭϲϭϰ͘ϬϬϮϮϬ͘ϴϴϮϴϭϰϭ ϰϲ͘ϵϯϮϯϰϲ͘ϵϯϮϯϯϯ͘ϱϭϵϴϬϯϯ͘ϱϭϵϴϮϭ͘ϳϲϴϮϬ͘ϰϱϳϭϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϯ͘ϮϱϬϰϰϭ͘ϰϯϬϵϬ͘ϴϴϮϴϭϰϮ ϳϲ͘ϳϬϴϴϳϲ͘ϳϬϴϴϱϱ͘ϬϲϱϵϬϱϱ͘Ϭϲϱϵϯϱ͘ϳϲϬϮϯϯ͘ϲϬϲϳϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϮ͘ϳϴϭϴϲϳ͘ϳϭϲϵϬ͘ϴϴϮϴϭϰϯ ϭϬϱ͘ϮϭϭϭϬϱ͘Ϯϭϭϳϱ͘ϵϬϳϲϬϳϱ͘ϵϬϳϲϰϵ͘Ϯϵϰϵϰϲ͘ϯϮϲϯϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϯϮ͘ϯϭϱϲϵϮ͘ϴϳϴϱϬ͘ϴϴϮϴϭϰϰ ϭϯϮ͘ϰϲϭϯϮ͘ϰϲϵϲ͘ϬϰϯϲϬϵϲ͘ϬϰϯϲϲϮ͘ϯϳϭϱϱϴ͘ϲϭϱϰϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϯϭ͘ϴϱϭϴϭϭϲ͘ϵϯϯϬ͘ϴϴϮϴϭϰϱ 6/,'($Q,QWHUDFWLYH6ORSH6WDELOLW\3URJUDP3DJHRI 6/,'(,17(535(7 .HUQHUVYLOOHVOPG 30 ϭϱϴ͘ϰϳϯϭϱϴ͘ϰϳϯϭϭϱ͘ϰϳϯϬϭϭϱ͘ϰϳϯϳϰ͘ϵϴϵϳϬ͘ϰϳϯϭϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϯϭ͘ϯϵϬϯϭϯϵ͘ϴϵϳϬ͘ϴϴϮϴϭϰϲ ϭϴϯ͘Ϯϳϭϴϯ͘Ϯϳϭϯϰ͘ϭϵϱϬϭϯϰ͘ϭϵϱϴϳ͘ϭϰϲϴϴϭ͘ϴϵϴϳϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϬ͘ϵϯϭϭϲϭ͘ϳϴϳϬ͘ϴϴϮϴϭϰϳ ϮϬϲ͘ϴϲϳϮϬϲ͘ϴϲϳϭϱϮ͘ϮϬϲϬϭϱϮ͘ϮϬϲϵϴ͘ϴϰϰϭϵϮ͘ϴϵϭϲϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϬ͘ϰϳϰϭϴϮ͘ϲϭϴϬ͘ϴϴϮϴϭϰϴ ϮϮϵ͘ϮϴϮϮϮϵ͘ϮϴϮϭϲϵ͘ϱϬϵϬϭϲϵ͘ϱϬϵϭϭϬ͘ϬϴϭϬϯ͘ϰϱϭϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϬ͘ϬϭϵϭϮϬϮ͘ϰϬϲϬ͘ϴϴϮϴϭϰϵ ϮϱϬ͘ϱϯϮϱϬ͘ϱϯϭϴϲ͘ϬϵϴϬϭϴϲ͘ϬϵϴϭϮϬ͘ϴϱϰϭϭϯ͘ϱϳϲϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϵ͘ϱϲϲϯϮϮϭ͘ϭϲϰϬ͘ϴϴϮϴϭϰϭϬ 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DŽƵŶƚ^ŽŝůͲϮϰ͘Ϯϳϱϳϯϰϳ͘ϰϮϬ͘ϴϴϮϴϭϰϮϮ ϯϵϮ͘ϯϳϰϯϵϮ͘ϯϳϰϯϬϵ͘ϬϭϳϬϯϬϵ͘ϬϭϳϮϬϬ͘ϲϳϴϭϴϴ͘ϱϵϯϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϯ͘ϴϰϱϯϯϰϲ͘ϯϴϯϬ͘ϴϴϮϴϭϰϮϯ ϯϵϬ͘ϮϭϯϵϬ͘ϮϭϯϬϴ͘ϲϯϲϬϯϬϴ͘ϲϯϲϮϬϬ͘ϰϯϭϴϴ͘ϯϲϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϯ͘ϰϭϲϰϯϰϰ͘ϰϳϯϬ͘ϴϴϮϴϭϰϮϰ ϯϴϳ͘Ϭϲϳϯϴϳ͘ϬϲϳϯϬϳ͘ϰϲϭϬϯϬϳ͘ϰϲϭϭϵϵ͘ϲϲϳϭϴϳ͘ϲϰϯϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϮ͘ϵϴϴϴϯϰϭ͘ϲϵϵϬ͘ϴϴϮϴϭϰϮϱ ϯϴϮ͘ϵϱϰϯϴϮ͘ϵϱϰϯϬϱ͘ϰϴϵϬϯϬϱ͘ϰϴϵϭϵϴ͘ϯϴϳϭϴϲ͘ϰϰϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϮ͘ϱϲϮϲϯϯϴ͘ϬϲϳϬ͘ϴϴϮϴϭϰϮϲ ϯϳϳ͘ϴϳϵϯϳϳ͘ϴϳϵϯϬϮ͘ϳϭϴϬϯϬϮ͘ϳϭϴϭϵϲ͘ϱϴϴϭϴϰ͘ϳϰϵϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϮ͘ϭϯϳϳϯϯϯ͘ϱϴϴϬ͘ϴϴϮϴϭϰϮϳ ϯϳϭ͘ϴϱϮϯϳϭ͘ϴϱϮϮϵϵ͘ϭϰϳϬϮϵϵ͘ϭϰϳϭϵϰ͘ϮϲϴϭϴϮ͘ϱϲϵϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϭ͘ϳϭϰϭϯϮϴ͘ϮϲϳϬ͘ϴϴϮϴϭϰϮϴ ϯϲϰ͘ϴϴϮϯϲϰ͘ϴϴϮϮϵϰ͘ϳϳϮϬϮϵϰ͘ϳϳϮϭϵϭ͘ϰϮϳϭϳϵ͘ϴϵϵϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϭ͘ϮϵϭϴϯϮϮ͘ϭϭϰϬ͘ϴϴϮϴϭϰϮϵ ϯϱϲ͘ϵϳϱϯϱϲ͘ϵϳϱϮϴϵ͘ϱϵϬϮϴϵ͘ϱϵϭϴϴ͘ϬϲϮϭϳϲ͘ϳϯϳϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϬ͘ϴϳϬϲϯϭϱ͘ϭϯϰϬ͘ϴϴϮϴϭϰϯϬ ϯϰϴ͘ϭϰϯϰϴ͘ϭϰϮϴϯ͘ϱϵϴϬϮϴϯ͘ϱϵϴϭϴϰ͘ϭϳϭϭϳϯ͘ϬϴϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϬ͘ϰϱϬϲϯϬϳ͘ϯϯϱϬ͘ϴϴϮϴϭϰϯϭ ϯϯϴ͘ϯϴϲϯϯϴ͘ϯϴϲϮϳϲ͘ϳϵϱϬϮϳϲ͘ϳϵϱϭϳϵ͘ϳϱϯϭϲϴ͘ϵϮϴϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϬ͘ϬϯϭϴϮϵϴ͘ϳϮϰϬ͘ϴϴϮϴϭϰϯϮ ϯϮϳ͘ϳϭϴϯϮϳ͘ϳϭϴϮϲϵ͘ϭϳϲϬϮϲϵ͘ϭϳϲϭϳϰ͘ϴϬϱϭϲϰ͘ϮϳϴϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϭϵ͘ϲϭϰϭϮϴϵ͘ϯϬϳϬ͘ϴϴϮϴϭϰϯϯ ϯϭϲ͘ϭϰϲϯϭϲ͘ϭϰϲϮϲϬ͘ϳϯϵϬϮϲϬ͘ϳϯϵϭϲϵ͘ϯϮϲϭϱϵ͘ϭϮϵϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϵ͘ϭϵϳϰϮϳϵ͘ϬϵϭϬ͘ϴϴϮϴϭϰϯϰ ϯϬϯ͘ϲϳϯϯϬϯ͘ϲϳϯϮϱϭ͘ϰϳϵϬϮϱϭ͘ϰϳϵϭϲϯ͘ϯϭϯϭϱϯ͘ϰϳϴϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϴ͘ϳϴϭϵϮϲϴ͘ϬϴϭϬ͘ϴϴϮϴϭϰϯϱ ϮϵϬ͘ϯϭϭϮϵϬ͘ϯϭϭϮϰϭ͘ϯϵϲϬϮϰϭ͘ϯϵϲϭϱϲ͘ϳϲϰϭϰϳ͘ϯϮϰϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϴ͘ϯϲϳϯϮϱϲ͘ϮϴϰϬ͘ϴϴϮϴϭϰϯϲ Ϯϳϲ͘ϬϲϭϮϳϲ͘ϬϲϭϮϯϬ͘ϰϴϮϬϮϯϬ͘ϰϴϮϭϰϵ͘ϲϳϳϭϰϬ͘ϲϲϯϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϳ͘ϵϱϯϳϮϰϯ͘ϳϬϱϬ͘ϴϴϮϴϭϰϯϳ ϮϲϬ͘ϵϯϯϮϲϬ͘ϵϯϯϮϭϴ͘ϳϯϳϬϮϭϴ͘ϳϯϳϭϰϮ͘Ϭϰϵϭϯϯ͘ϰϵϱϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϭϳ͘ϱϰϭϭϮϯϬ͘ϯϱϬ͘ϴϴϮϴϭϰϯϴ 6/,'($Q,QWHUDFWLYH6ORSH6WDELOLW\3URJUDP3DJHRI 6/,'(,17(535(7 .HUQHUVYLOOHVOPG 30 Ϯϰϰ͘ϵϯϮϮϰϰ͘ϵϯϮϮϬϲ͘ϭϱϱϬϮϬϲ͘ϭϱϱϭϯϯ͘ϴϳϵϭϮϱ͘ϴϭϳϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϭϳ͘ϭϮϵϱϮϭϲ͘ϮϮϱϬ͘ϴϴϮϴϭϰϯϵ ϮϮϴ͘ϬϲϰϮϮϴ͘ϬϲϰϭϵϮ͘ϳϯϯϬϭϵϮ͘ϳϯϯϭϮϱ͘ϭϲϮϭϭϳ͘ϲϮϱϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϲ͘ϳϭϴϳϮϬϭ͘ϯϯϯϬ͘ϴϴϮϴϭϰϰϬ ϮϭϬ͘ϯϯϯϮϭϬ͘ϯϯϯϭϳϴ͘ϰϲϱϬϭϳϴ͘ϰϲϱϭϭϱ͘ϴϵϳϭϬϴ͘ϵϭϴϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϲ͘ϯϬϴϴϭϴϱ͘ϲϴϮϬ͘ϴϴϮϴϭϰϰϭ ϭϵϭ͘ϳϰϴϭϵϭ͘ϳϰϴϭϲϯ͘ϯϱϬϭϲϯ͘ϯϱϭϬϲ͘Ϭϴϭϵϵ͘ϲϵϮϳϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϱ͘ϴϵϵϴϭϲϵ͘ϮϳϰϬ͘ϴϴϮϴϭϰϰϮ ϭϳϮ͘ϯϭϭϭϳϮ͘ϯϭϭϭϰϳ͘ϯϴϭϬϭϰϳ͘ϯϴϭϵϱ͘ϳϬϵϵϴϵ͘ϵϰϲϮϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϱ͘ϰϵϭϲϭϱϮ͘ϭϭϱϬ͘ϴϴϮϴϭϰϰϯ 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ϰϲ͘ϴϵϭϰϰϲ͘ϴϵϭϰϯϯ͘ϯϵϮϴϬϯϯ͘ϯϵϮϴϮϭ͘ϲϴϱϲϮϬ͘ϱϴϴϰϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϯ͘ϮϱϬϰϰϭ͘ϰϯϬϵϬ͘ϴϴϮϴϭϰϮ ϳϲ͘ϲϰϮϳϳϲ͘ϲϰϮϳϱϰ͘ϴϱϵϵϬϱϰ͘ϴϱϵϵϯϱ͘ϲϮϲϰϯϯ͘ϴϮϯϵϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϮ͘ϳϴϭϴϲϳ͘ϳϭϲϵϬ͘ϴϴϮϴϭϰϯ ϭϬϱ͘ϭϮϮϭϬϱ͘ϭϮϮϳϱ͘ϲϮϳϯϬϳϱ͘ϲϮϳϯϰϵ͘ϭϭϮϵϰϲ͘ϲϮϴϭϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϮ͘ϯϭϱϲϵϮ͘ϴϳϴϱϬ͘ϴϴϮϴϭϰϰ ϭϯϮ͘ϯϰϵϭϯϮ͘ϯϰϵϵϱ͘ϲϵϯϱϬϵϱ͘ϲϵϯϱϲϮ͘ϭϰϰϭϱϵϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϯϭ͘ϴϱϭϴϭϭϲ͘ϵϯϯϬ͘ϴϴϮϴϭϰϱ ϭϱϴ͘ϯϰϮϭϱϴ͘ϯϰϮϭϭϱ͘ϬϱϴϬϭϭϱ͘Ϭϱϴϳϰ͘ϳϭϵϮϳϬ͘ϵϯϴϵϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϯϭ͘ϯϵϬϯϭϯϵ͘ϴϵϳϬ͘ϴϴϮϴϭϰϲ ϭϴϯ͘ϭϮϭϴϯ͘ϭϮϭϯϯ͘ϳϭϴϬϭϯϯ͘ϳϭϴϴϲ͘ϴϯϳϯϴϮ͘ϰϰϯϵϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϬ͘ϵϯϭϭϲϭ͘ϳϴϳϬ͘ϴϴϮϴϭϰϳ ϮϬϲ͘ϳϮϬϲ͘ϳϭϱϭ͘ϲϳϯϬϭϱϭ͘ϲϳϯϵϴ͘ϰϵϳϳϵϯ͘ϱϭϰϯϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϬ͘ϰϳϰϭϴϮ͘ϲϭϴϬ͘ϴϴϮϴϭϰϴ ϮϮϵ͘ϬϵϵϮϮϵ͘Ϭϵϵϭϲϴ͘ϵϮϮϬϭϲϴ͘ϵϮϮϭϬϵ͘ϲϵϵϭϬϰ͘ϭϰϵϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϬ͘ϬϭϵϭϮϬϮ͘ϰϬϲϬ͘ϴϴϮϴϭϰϵ ϮϱϬ͘ϯϯϰϮϱϬ͘ϯϯϰϭϴϱ͘ϰϲϰϬϭϴϱ͘ϰϲϰϭϮϬ͘ϰϰϮϭϭϰ͘ϯϰϴϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϵ͘ϱϲϲϯϮϮϭ͘ϭϲϰϬ͘ϴϴϮϴϭϰϭϬ ϮϳϬ͘ϰϭϵϮϳϬ͘ϰϭϵϮϬϭ͘ϮϵϲϬϮϬϭ͘ϮϵϲϭϯϬ͘ϳϮϰϭϮϰ͘ϭϭϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϵ͘ϭϭϱϱϮϯϴ͘ϵϬϲϬ͘ϴϴϮϴϭϰϭϭ Ϯϴϵ͘ϯϳϭϮϴϵ͘ϯϳϭϮϭϲ͘ϰϭϵϬϮϭϲ͘ϰϭϵϭϰϬ͘ϱϰϰϭϯϯ͘ϰϯϯϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϴ͘ϲϲϲϳϮϱϱ͘ϲϰϳϬ͘ϴϴϮϴϭϰϭϮ ϯϬϳ͘ϮϬϯϯϬϳ͘ϮϬϯϮϯϬ͘ϴϯϬϮϯϬ͘ϴϯϭϰϵ͘ϵϬϮϭϰϮ͘ϯϭϴϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϴ͘ϮϭϵϳϮϳϭ͘ϯϵϴϬ͘ϴϴϮϴϭϰϭϯ ϯϮϯ͘ϵϮϵϯϮϯ͘ϵϮϵϮϰϰ͘ϱϮϲϬϮϰϰ͘ϱϮϲϭϱϴ͘ϳϵϳϭϱϬ͘ϳϲϯϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϳ͘ϳϳϰϳϮϴϲ͘ϭϳϯϬ͘ϴϴϮϴϭϰϭϰ ϯϯϵ͘ϱϲϰϯϯϵ͘ϱϲϰϮϱϳ͘ϱϬϴϬϮϱϳ͘ϱϬϴϭϲϳ͘ϮϮϴϭϱϴ͘ϳϲϳϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϳ͘ϯϯϭϱϮϵϵ͘ϵϴϮϬ͘ϴϴϮϴϭϰϭϱ ϯϱϰ͘ϭϮϭϯϱϰ͘ϭϮϭϮϲϵ͘ϳϳϰϬϮϲϵ͘ϳϳϰϭϳϱ͘ϭϵϯϭϲϲ͘ϯϮϵϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϲ͘ϴϵϯϭϮ͘ϴϯϵϬ͘ϴϴϮϴϭϰϭϲ ϯϲϳ͘ϲϭϯϯϲϳ͘ϲϭϯϮϴϭ͘ϯϮϮϬϮϴϭ͘ϯϮϮϭϴϮ͘ϲϵϯϭϳϯ͘ϰϱϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϲ͘ϰϱϬϮϯϮϰ͘ϳϱϰϬ͘ϴϴϮϴϭϰϭϳ ϯϴϬ͘ϬϱϯϴϬ͘ϬϱϮϵϮ͘ϭϱϬϮϵϮ͘ϭϱϭϴϵ͘ϳϮϰϭϴϬ͘ϭϮϱϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϲ͘ϬϭϮϭϯϯϱ͘ϳϯϴϬ͘ϴϴϮϴϭϰϭϴ 6/,'($Q,QWHUDFWLYH6ORSH6WDELOLW\3URJUDP3DJHRI 6/,'(,17(535(7 .HUQHUVYLOOHVOPG 30 ϯϵϬ͘ϬϭϰϯϵϬ͘ϬϭϰϯϬϭ͘ϭϱϭϬϯϬϭ͘ϭϱϭϭϵϱ͘ϱϲϵϭϴϱ͘ϲϳϰϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϱ͘ϱϳϱϳϯϰϰ͘ϱϯϳϬ͘ϴϴϮϴϭϰϭϵ ϯϵϮ͘ϲϮϮϯϵϮ͘ϲϮϮϯϬϰ͘ϱϭϮϬϯϬϰ͘ϱϭϮϭϵϳ͘ϳϱϮϭϴϳ͘ϳϰϳϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϱ͘ϭϰϬϴϯϰϲ͘ϴϯϴϬ͘ϴϴϮϴϭϰϮϬ ϯϵϯ͘ϰϲϯϵϯ͘ϰϲϯϬϲ͘ϱϭϬϯϬϲ͘ϱϭϭϵϵ͘Ϭϱϭϴϴ͘ϵϳϵϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϰ͘ϳϬϳϱϯϰϳ͘ϱϳϰϬ͘ϴϴϮϴϭϰϮϭ ϯϵϯ͘Ϯϵϯϵϯ͘ϮϵϯϬϳ͘ϳϮϮϬϯϬϳ͘ϳϮϮϭϵϵ͘ϴϯϳϭϴϵ͘ϳϮϲϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϰ͘Ϯϳϱϳϯϰϳ͘ϰϮϬ͘ϴϴϮϴϭϰϮϮ ϯϵϮ͘ϭϭϵϯϵϮ͘ϭϭϵϯϬϴ͘ϭϰϱϬϯϬϴ͘ϭϰϱϮϬϬ͘ϭϭϮϭϴϵ͘ϵϴϴϯϯϬZŽĐŬǇ 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ϮϬϲ͘ϴϵϱϮϬϲ͘ϴϵϱϭϲϱ͘ϱϯϭϬϭϲϱ͘ϱϯϭϭϬϳ͘ϰϵϳϳϬ͘ϮϵϯϵϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϬ͘ϰϳϰϭϴϮ͘ϲϭϴϬ͘ϴϴϮϴϭϰϴ ϮϮϵ͘ϯϭϮϮϮϵ͘ϯϭϮϭϴϰ͘ϭϯϮϬϭϴϰ͘ϭϯϮϭϭϵ͘ϱϳϳϳϴ͘ϭϵϯϮϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϯϬ͘ϬϭϵϭϮϬϮ͘ϰϬϲϬ͘ϴϴϮϴϭϰϵ ϮϱϬ͘ϱϲϯϮϱϬ͘ϱϲϯϮϬϭ͘ϵϭϴϬϮϬϭ͘ϵϭϴϭϯϭ͘ϭϮϴϴϱ͘ϳϰϲϲϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϵ͘ϱϲϲϯϮϮϭ͘ϭϲϰϬ͘ϴϴϮϴϭϰϭϬ ϮϳϬ͘ϲϲϯϮϳϬ͘ϲϲϯϮϭϴ͘ϴϵϯϬϮϭϴ͘ϴϵϯϭϰϮ͘ϭϱϵϮ͘ϵϱϰϭϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϵ͘ϭϭϱϱϮϯϴ͘ϵϬϲϬ͘ϴϴϮϴϭϰϭϭ 6/,'($Q,QWHUDFWLYH6ORSH6WDELOLW\3URJUDP3DJHRI 6/,'(,17(535(7 .HUQHUVYLOOHVOPG 30 Ϯϴϵ͘ϲϮϴϮϴϵ͘ϲϮϴϮϯϱ͘ϬϱϰϬϮϯϱ͘ϬϱϰϭϱϮ͘ϲϰϲϵϵ͘ϴϭϳϲϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϴ͘ϲϲϲϳϮϱϱ͘ϲϰϳϬ͘ϴϴϮϴϭϰϭϮ ϯϬϳ͘ϰϳϮϯϬϳ͘ϰϳϮϮϱϬ͘ϰϬϳϬϮϱϬ͘ϰϬϳϭϲϮ͘ϲϭϳϭϬϲ͘ϯϯϴϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϴ͘ϮϭϵϳϮϳϭ͘ϯϵϴϬ͘ϴϴϮϴϭϰϭϯ ϯϮϰ͘ϮϭϯϮϰ͘ϮϭϮϲϰ͘ϵϱϮϬϮϲϰ͘ϵϱϮϭϳϮ͘ϬϲϮϭϭϮ͘ϱϭϰϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϳ͘ϳϳϰϳϮϴϲ͘ϭϳϯϬ͘ϴϴϮϴϭϰϭϰ ϯϯϵ͘ϴϱϰϯϯϵ͘ϴϱϰϮϳϴ͘ϲϴϵϬϮϳϴ͘ϲϴϵϭϴϬ͘ϵϴϮϭϭϴ͘ϯϰϳϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϳ͘ϯϯϭϱϮϵϵ͘ϵϴϮϬ͘ϴϴϮϴϭϰϭϱ ϯϱϰ͘ϰϭϵϯϱϰ͘ϰϭϵϮϵϭ͘ϲϭϵϬϮϵϭ͘ϲϭϵϭϴϵ͘ϯϴϭϮϯ͘ϴϯϴϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϲ͘ϴϵϯϭϮ͘ϴϯϵϬ͘ϴϴϮϴϭϰϭϲ ϯϲϳ͘ϵϭϳϯϲϳ͘ϵϭϳϯϬϯ͘ϳϰϱϬϯϬϯ͘ϳϰϱϭϵϳ͘ϮϱϱϭϮϴ͘ϵϴϴϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϲ͘ϰϱϬϮϯϮϰ͘ϳϱϰϬ͘ϴϴϮϴϭϰϭϳ 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DŽƵŶƚ^ŽŝůͲϮϭ͘ϮϵϭϴϯϮϮ͘ϭϭϰϬ͘ϴϴϮϴϭϰϮϵ ϯϱϳ͘ϬϬϴϯϱϳ͘ϬϬϴϯϬϳ͘ϮϱϵϬϯϬϳ͘Ϯϱϵϭϵϵ͘ϱϯϲϭϯϬ͘ϰϴϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϬ͘ϴϳϬϲϯϭϱ͘ϭϯϰϬ͘ϴϴϮϴϭϰϯϬ ϯϰϴ͘ϭϳϮϯϰϴ͘ϭϳϮϯϬϬ͘ϱϳϰϬϯϬϬ͘ϱϳϰϭϵϱ͘ϭϵϱϭϮϳ͘ϲϰϭϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϬ͘ϰϱϬϲϯϬϳ͘ϯϯϱϬ͘ϴϴϮϴϭϰϯϭ ϯϯϴ͘ϰϭϲϯϯϴ͘ϰϭϲϮϵϯ͘ϬϰϰϬϮϵϯ͘ϬϰϰϭϵϬ͘ϯϬϱϭϮϰ͘ϰϰϯϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϬ͘ϬϯϭϴϮϵϴ͘ϳϮϰϬ͘ϴϴϮϴϭϰϯϮ ϯϮϳ͘ϳϰϳϯϮϳ͘ϳϰϳϮϴϰ͘ϲϲϴϬϮϴϰ͘ϲϲϴϭϴϰ͘ϴϲϱϭϮϬ͘ϴϴϲϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϵ͘ϲϭϰϭϮϴϵ͘ϯϬϳϬ͘ϴϴϮϴϭϰϯϯ ϯϭϲ͘ϭϳϮϯϭϲ͘ϭϳϮϮϳϱ͘ϰϰϱϬϮϳϱ͘ϰϰϱϭϳϴ͘ϴϳϲϭϭϲ͘ϵϳϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϵ͘ϭϵϳϰϮϳϵ͘ϬϵϭϬ͘ϴϴϮϴϭϰϯϰ ϯϬϯ͘ϲϵϵϯϬϯ͘ϲϵϵϮϲϱ͘ϯϳϱϬϮϲϱ͘ϯϳϱϭϳϮ͘ϯϯϲϭϭϮ͘ϲϵϯϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϴ͘ϳϴϭϵϮϲϴ͘ϬϴϭϬ͘ϴϴϮϴϭϰϯϱ ϮϵϬ͘ϯϯϰϮϵϬ͘ϯϯϰϮϱϰ͘ϰϱϳϬϮϱϰ͘ϰϱϳϭϲϱ͘ϮϰϲϭϬϴ͘ϬϱϳϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϴ͘ϯϲϳϯϮϱϲ͘ϮϴϰϬ͘ϴϴϮϴϭϰϯϲ Ϯϳϲ͘ϬϴϯϮϳϲ͘ϬϴϯϮϰϮ͘ϲϴϵϬϮϰϮ͘ϲϴϵϭϱϳ͘ϲϬϰϭϬϯ͘ϬϲϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϭϳ͘ϵϱϯϳϮϰϯ͘ϳϬϱϬ͘ϴϴϮϴϭϰϯϳ ϮϲϬ͘ϵϱϯϮϲϬ͘ϵϱϯϮϯϬ͘ϬϳϭϬϮϯϬ͘Ϭϳϭϭϰϵ͘ϰϭϵϳ͘ϳϬϭϱϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϭϳ͘ϱϰϭϭϮϯϬ͘ϯϱϬ͘ϴϴϮϴϭϰϯϴ Ϯϰϰ͘ϵϱϭϮϰϰ͘ϵϱϭϮϭϲ͘ϲϬϮϬϮϭϲ͘ϲϬϮϭϰϬ͘ϲϲϯϵϭ͘ϵϴϭϳϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϭϳ͘ϭϮϵϱϮϭϲ͘ϮϮϱϬ͘ϴϴϮϴϭϰϯϵ ϮϮϴ͘ϬϴϭϮϮϴ͘ϬϴϭϮϬϮ͘ϮϴϬϮϬϮ͘Ϯϴϭϯϭ͘ϯϲϮϴϱ͘ϴϵϵϲϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϲ͘ϳϭϴϳϮϬϭ͘ϯϯϯϬ͘ϴϴϮϴϭϰϰϬ ϮϭϬ͘ϯϰϵϮϭϬ͘ϯϰϵϭϴϳ͘ϭϬϮϬϭϴϳ͘ϭϬϮϭϮϭ͘ϱϬϱϳϵ͘ϰϱϰϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϲ͘ϯϬϴϴϭϴϱ͘ϲϴϮϬ͘ϴϴϮϴϭϰϰϭ ϭϵϭ͘ϳϲϮϭϵϭ͘ϳϲϮϭϳϭ͘ϬϲϴϬϭϳϭ͘Ϭϲϴϭϭϭ͘ϬϵϯϳϮ͘ϲϰϱϰϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϱ͘ϴϵϵϴϭϲϵ͘ϮϳϰϬ͘ϴϴϮϴϭϰϰϮ ϭϳϮ͘ϯϮϯϭϳϮ͘ϯϮϯϭϱϰ͘ϭϳϲϬϭϱϰ͘ϭϳϲϭϬϬ͘ϭϮϯϲϱ͘ϰϳϮϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϱ͘ϰϵϭϲϭϱϮ͘ϭϭϱϬ͘ϴϴϮϴϭϰϰϯ ϭϱϮ͘ϬϯϴϭϱϮ͘Ϭϯϴϭϯϲ͘ϰϮϯϬϭϯϲ͘ϰϮϯϴϴ͘ϱϵϰϱϱϳ͘ϵϯϯϯϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϭϱ͘ϬϴϰϮϭϯϰ͘ϮϭϬ͘ϴϴϮϴϭϰϰϰ 6/,'($Q,QWHUDFWLYH6ORSH6WDELOLW\3URJUDP3DJHRI 6/,'(,17(535(7 .HUQHUVYLOOHVOPG 30 ϭϯϬ͘ϵϭϯϭϯϬ͘ϵϭϯϭϭϳ͘ϴϬϵϬϭϭϳ͘ϴϬϵϳϲ͘ϱϬϲϱϬ͘ϬϮϴϰϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϭϰ͘ϲϳϳϲϭϭϱ͘ϱϲϮϬ͘ϴϴϮϴϭϰϰϱ ϭϬϴ͘ϵϱϭϭϬϴ͘ϵϱϭϵϴ͘ϯϮϵϴϬϵϴ͘ϯϮϵϴϲϯ͘ϴϱϲϭϰϭ͘ϳϱϲϱϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϰ͘Ϯϳϭϴϵϲ͘ϭϳϲϬ͘ϴϴϮϴϭϰϰϲ ϴϲ͘ϭϱϴϳϴϲ͘ϭϱϴϳϳϳ͘ϵϴϯϳϬϳϳ͘ϵϴϯϳϱϬ͘ϲϰϯϮϯϯ͘ϭϭϲϰϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϯ͘ϴϲϲϳϳϲ͘ϬϱϲϬ͘ϴϴϮϴϭϰϰϳ ϲϮ͘ϱϯϴϵϲϮ͘ϱϯϴϵϱϲ͘ϳϲϴϭϬϱϲ͘ϳϲϴϭϯϲ͘ϴϲϱϲϮϰ͘ϭϬϳϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϯ͘ϰϲϮϯϱϱ͘ϮϬϱϵϬ͘ϴϴϮϴϭϰϰϴ ϯϴ͘ϬϵϲϮϯϴ͘ϬϵϲϮϯϰ͘ϲϴϬϯϬϯϰ͘ϲϴϬϯϮϮ͘ϱϮϭϳϭϰ͘ϳϮϳϯϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϯ͘Ϭϱϴϱϯϯ͘ϲϮϵϯϬ͘ϴϴϮϴϭϰϰϵ ϭϮ͘ϴϯϰϵϭϮ͘ϴϯϰϵϭϭ͘ϳϭϳϲϬϭϭ͘ϳϭϳϲϳ͘ϲϬϵϰϲϰ͘ϵϳϱϵϰϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϭϮ͘ϲϱϱϱϭϭ͘ϯϯϬ͘ϴϴϮϴϭϰϱϬ 'ůŽďĂůDŝŶŝŵƵŵYƵĞƌǇ;ũĂŶďƵƐŝŵƉůŝĨŝĞĚͿͲ^ĂĨĞƚǇ&ĂĐƚŽƌ͗ϭ͘ϱϭϲϲϴ ĨĨĞĐƚŝǀĞ sĞƌƚŝĐĂů ^ƚƌĞƐƐ΀ƉƐĨ΁ ĂƐĞ sĞƌƚŝĐĂů ^ƚƌĞƐƐ΀ƉƐĨ΁ ĨĨĞĐƚŝǀĞ EŽƌŵĂů ^ƚƌĞƐƐ΀ƉƐĨ΁ WŽƌĞ WƌĞƐƐƵƌĞ ΀ƉƐĨ΁ ĂƐĞ EŽƌŵĂů ^ƚƌĞƐƐ΀ƉƐĨ΁ ^ŚĞĂƌ ^ƚƌĞŶŐƚŚ ΀ƉƐĨ΁ ^ŚĞĂƌ ^ƚƌĞƐƐ ΀ƉƐĨ΁ ĂƐĞ &ƌŝĐƚŝŽŶ ŶŐůĞ΀ĚĞŐƌĞĞƐ΁ ĂƐĞ ŽŚĞƐŝŽŶ ΀ƉƐĨ΁ ĂƐĞ DĂƚĞƌŝĂů ŶŐůĞ ŽĨ^ůŝĐĞ ĂƐĞ΀ĚĞŐƌĞĞƐ΁ tĞŝŐŚƚ ΀ůďƐ΁ tŝĚƚŚ ΀Ĩƚ΁ ^ůŝĐĞ EƵŵďĞƌ ϭϱ͘ϴϲϭϭϱ͘ϴϲϭϭϮ͘ϯϯϱϲϬϭϮ͘ϯϯϱϲϴ͘ϬϭϬϴϱ͘ϮϴϭϴϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϯ͘ϳϮϭϲϭϰ͘ϬϬϮϮϬ͘ϴϴϮϴϭϰϭ ϰϲ͘ϵϯϬϱϰϲ͘ϵϯϬϱϯϲ͘ϲϰϯϲϬϯϲ͘ϲϰϯϲϮϯ͘ϳϵϲϲϭϱ͘ϲϴϵϵϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϯ͘ϮϱϬϰϰϭ͘ϰϯϬϵϬ͘ϴϴϮϴϭϰϮ ϳϲ͘ϳϬϱϵϳϲ͘ϳϬϱϵϲϬ͘ϭϮϲϮϬϲϬ͘ϭϮϲϮϯϵ͘ϬϰϲϰϮϱ͘ϳϰϰϳϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϮ͘ϳϴϭϴϲϳ͘ϳϭϲϵϬ͘ϴϴϮϴϭϰϯ ϭϬϱ͘ϮϬϴϭϬϱ͘ϮϬϴϴϮ͘ϳϴϱϱϬϴϮ͘ϳϴϱϱϱϯ͘ϳϲϭϱϯϱ͘ϰϰϲϴϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϯϮ͘ϯϭϱϲϵϮ͘ϴϳϴϱϬ͘ϴϴϮϴϭϰϰ ϭϯϮ͘ϰϱϱϭϯϮ͘ϰϱϱϭϬϰ͘ϲϮϯϬϭϬϰ͘ϲϮϯϲϳ͘ϵϰϯϯϰϰ͘ϳϵϳϰϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϯϭ͘ϴϱϭϴϭϭϲ͘ϵϯϯϬ͘ϴϴϮϴϭϰϱ ϭϱϴ͘ϰϲϳϭϱϴ͘ϰϲϳϭϮϱ͘ϲϰϮϬϭϮϱ͘ϲϰϮϴϭ͘ϱϵϯϭϱϯ͘ϳϵϳϮϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϭ͘ϯϵϬϯϭϯϵ͘ϴϵϳϬ͘ϴϴϮϴϭϰϲ ϭϴϯ͘Ϯϲϯϭϴϯ͘Ϯϲϯϭϰϱ͘ϴϰϰϬϭϰϱ͘ϴϰϰϵϰ͘ϳϭϮϲϮ͘ϰϰϲϵϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϬ͘ϵϯϭϭϲϭ͘ϳϴϳϬ͘ϴϴϮϴϭϰϳ ϮϬϲ͘ϴϲϮϬϲ͘ϴϲϭϲϱ͘ϮϯϬϭϲϱ͘ϮϯϭϬϳ͘ϯϬϭϳϬ͘ϳϰϳϯϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϬ͘ϰϳϰϭϴϮ͘ϲϭϴϬ͘ϴϴϮϴϭϰϴ ϮϮϵ͘ϮϳϰϮϮϵ͘Ϯϳϰϭϴϯ͘ϴϬϮϬϭϴϯ͘ϴϬϮϭϭϵ͘ϯϲϮϳϴ͘ϲϵϵϱϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϯϬ͘ϬϭϵϭϮϬϮ͘ϰϬϲϬ͘ϴϴϮϴϭϰϵ ϮϱϬ͘ϱϮϮϮϱϬ͘ϱϮϮϮϬϭ͘ϱϲϮϬϮϬϭ͘ϱϲϮϭϯϬ͘ϴϵϲϴϲ͘ϯϬϰϯϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϵ͘ϱϲϲϯϮϮϭ͘ϭϲϰϬ͘ϴϴϮϴϭϰϭϬ ϮϳϬ͘ϲϭϵϮϳϬ͘ϲϭϵϮϭϴ͘ϱϭϭϬϮϭϴ͘ϱϭϭϭϰϭ͘ϵϬϯϵϯ͘ϱϲϭϲϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϵ͘ϭϭϱϱϮϯϴ͘ϵϬϲϬ͘ϴϴϮϴϭϰϭϭ Ϯϴϵ͘ϱϴϮϮϴϵ͘ϱϴϮϮϯϰ͘ϲϱϭϬϮϯϰ͘ϲϱϭϭϱϮ͘ϯϴϰϭϬϬ͘ϰϳϮϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϴ͘ϲϲϲϳϮϱϱ͘ϲϰϳϬ͘ϴϴϮϴϭϰϭϮ ϯϬϳ͘ϰϮϱϯϬϳ͘ϰϮϱϮϰϵ͘ϵϴϰϬϮϰϵ͘ϵϴϰϭϲϮ͘ϯϰϭϭϬϳ͘ϬϯϳϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϴ͘ϮϭϵϳϮϳϭ͘ϯϵϴϬ͘ϴϴϮϴϭϰϭϯ ϯϮϰ͘ϭϲϯϮϰ͘ϭϲϮϲϰ͘ϱϭϬϮϲϰ͘ϱϭϭϳϭ͘ϳϳϱϭϭϯ͘ϮϱϳϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϳ͘ϳϳϰϳϮϴϲ͘ϭϳϯϬ͘ϴϴϮϴϭϰϭϰ ϯϯϵ͘ϴϬϯϯϯϵ͘ϴϬϯϮϳϴ͘ϮϯϮϬϮϳϴ͘ϮϯϮϭϴϬ͘ϲϴϲϭϭϵ͘ϭϯϯϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϳ͘ϯϯϭϱϮϵϵ͘ϵϴϮϬ͘ϴϴϮϴϭϰϭϱ ϯϱϰ͘ϯϲϲϯϱϰ͘ϯϲϲϮϵϭ͘ϭϰϴϬϮϵϭ͘ϭϰϴϭϴϵ͘ϬϳϰϭϮϰ͘ϲϲϯϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϮϲ͘ϴϵϯϭϮ͘ϴϯϵϬ͘ϴϴϮϴϭϰϭϲ ϯϲϳ͘ϴϲϯϯϲϳ͘ϴϲϯϯϬϯ͘ϮϲϯϬϯϬϯ͘Ϯϲϯϭϵϲ͘ϵϰϭϭϮϵ͘ϴϱϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϲ͘ϰϱϬϮϯϮϰ͘ϳϱϰϬ͘ϴϴϮϴϭϰϭϳ ϯϴϬ͘ϯϬϱϯϴϬ͘ϯϬϱϯϭϰ͘ϱϳϱϬϯϭϰ͘ϱϳϱϮϬϰ͘Ϯϴϳϭϯϰ͘ϲϵϰϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϲ͘ϬϭϮϭϯϯϱ͘ϳϯϴϬ͘ϴϴϮϴϭϰϭϴ ϯϵϬ͘ϮϳϭϯϵϬ͘ϮϳϭϯϮϯ͘ϴϵϳϬϯϮϯ͘ϴϵϳϮϭϬ͘ϯϰϭϭϯϴ͘ϲϴϱϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϮϱ͘ϱϳϱϳϯϰϰ͘ϱϯϳϬ͘ϴϴϮϴϭϰϭϵ ϯϵϮ͘ϴϳϴϯϵϮ͘ϴϳϴϯϮϳ͘ϭϰϭϬϯϮϳ͘ϭϰϭϮϭϮ͘ϰϰϴϭϰϬ͘ϬϳϰϯϯϬZŽĐŬǇ 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DŽƵŶƚ^ŽŝůͲϭϱ͘ϴϵϵϴϭϲϵ͘ϮϳϰϬ͘ϴϴϮϴϭϰϰϮ ϭϳϮ͘ϯϬϳϭϳϮ͘ϯϬϳϭϱϰ͘ϬϮϴϬϭϱϰ͘ϬϮϴϭϬϬ͘ϬϮϳϲϱ͘ϵϱϭϯϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϱ͘ϰϵϭϲϭϱϮ͘ϭϭϱϬ͘ϴϴϮϴϭϰϰϯ ϭϱϮ͘ϬϮϱϭϱϮ͘ϬϮϱϭϯϲ͘ϮϵϲϬϭϯϲ͘Ϯϵϲϴϴ͘ϱϭϭϱϱϴ͘ϯϱϴϳϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϭϱ͘ϬϴϰϮϭϯϰ͘ϮϭϬ͘ϴϴϮϴϭϰϰϰ ϭϯϬ͘ϵϬϮϭϯϬ͘ϵϬϮϭϭϳ͘ϳϬϮϬϭϭϳ͘ϳϬϮϳϲ͘ϰϯϲϮϱϬ͘ϯϵϳϭϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϭϰ͘ϲϳϳϲϭϭϱ͘ϱϲϮϬ͘ϴϴϮϴϭϰϰϱ ϭϬϴ͘ϵϰϯϭϬϴ͘ϵϰϯϵϴ͘ϮϰϮϰϬϵϴ͘ϮϰϮϰϲϯ͘ϳϵϵϯϰϮ͘ϬϲϱϭϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϰ͘Ϯϳϭϴϵϲ͘ϭϳϲϬ͘ϴϴϮϴϭϰϰϲ ϴϲ͘ϭϱϭϵϴϲ͘ϭϱϭϵϳϳ͘ϵϭϲϮϬϳϳ͘ϵϭϲϮϱϬ͘ϱϵϵϰϯϯ͘ϯϲϭϵϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϯ͘ϴϲϲϳϳϲ͘ϬϱϲϬ͘ϴϴϮϴϭϰϰϳ ϲϮ͘ϱϯϰϲϮ͘ϱϯϰϱϲ͘ϳϮϬϯϬϱϲ͘ϳϮϬϯϯϲ͘ϴϯϰϲϮϰ͘ϮϴϲϯϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϯ͘ϰϲϮϯϱϱ͘ϮϬϱϵϬ͘ϴϴϮϴϭϰϰϴ ϯϴ͘Ϭϵϯϯϯϴ͘Ϭϵϯϯϯϰ͘ϲϱϭϵϬϯϰ͘ϲϱϭϵϮϮ͘ϱϬϯϮϭϰ͘ϴϯϳϭϯϯϬZŽĐŬǇ DŽƵŶƚ^ŽŝůͲϭϯ͘Ϭϱϴϱϯϯ͘ϲϮϵϯϬ͘ϴϴϮϴϭϰϰϵ ϭϮ͘ϴϯϰϭϮ͘ϴϯϰϭϭ͘ϳϬϴϯϬϭϭ͘ϳϬϴϯϳ͘ϲϬϯϰϮϱ͘ϬϭϯϮϯϯϬZŽĐŬǇDŽƵŶƚ^ŽŝůͲϭϮ͘ϲϱϱϱϭϭ͘ϯϯϬ͘ϴϴϮϴϭϰϱϬ /ŶƚĞƌƐůŝĐĞĂƚĂ 'ůŽďĂůDŝŶŝŵƵŵYƵĞƌǇ;ďŝƐŚŽƉƐŝŵƉůŝĨŝĞĚͿͲ^ĂĨĞƚǇ&ĂĐƚŽƌ͗ϭ͘ϱϮϵϮϱ 6/,'($Q,QWHUDFWLYH6ORSH6WDELOLW\3URJUDP3DJHRI 6/,'(,17(535(7 .HUQHUVYLOOHVOPG 30 /ŶƚĞƌƐůŝĐĞ&ŽƌĐĞŶŐůĞ΀ĚĞŐƌĞĞƐ΁ /ŶƚĞƌƐůŝĐĞ^ŚĞĂƌ&ŽƌĐĞ΀ůďƐ΁ /ŶƚĞƌƐůŝĐĞEŽƌŵĂů&ŽƌĐĞ΀ůďƐ΁ zĐŽŽƌĚŝŶĂƚĞͲŽƚƚŽŵ΀Ĩƚ΁ yĐŽŽƌĚŝŶĂƚĞ΀Ĩƚ΁ ^ůŝĐĞEƵŵďĞƌ ϬϬϬϵϬϵ͘ϭϳϵϮϴϯ͘ϳϯϴϭ ϬϬϮ͘ϲϱϯϰϵϬϴ͘ϱϵϮϴϰ͘ϲϮϭϮ ϬϬϭϬ͘ϭϱϮϭϵϬϴ͘ϬϭϭϮϴϱ͘ϱϬϰϯ ϬϬϮϭ͘ϴϯϳϭϵϬϳ͘ϰϰϯϮϴϲ͘ϯϴϳϰ ϬϬϯϳ͘ϬϴϲϴϵϬϲ͘ϴϴϰϮϴϳ͘Ϯϳϱ ϬϬϱϱ͘ϯϭϱϮϵϬϲ͘ϯϯϲϮϴϴ͘ϭϱϯϲ ϬϬϳϱ͘ϵϳϬϲϵϬϱ͘ϳϵϳϮϴϵ͘Ϭϯϱϳ ϬϬϵϴ͘ϱϯϰϲϵϬϱ͘ϮϲϴϮϴϵ͘ϵϭϴϴ ϬϬϭϮϮ͘ϱϮϵϬϰ͘ϳϰϵϮϵϬ͘ϴϬϭϵ ϬϬϭϰϳ͘ϰϳϮϵϬϰ͘ϮϯϵϮϵϭ͘ϲϴϰϭϬ ϬϬϭϳϮ͘ϵϲϰϵϬϯ͘ϳϯϴϮϵϮ͘ϱϲϳϭϭ ϬϬϭϵϴ͘ϱϵϳϵϬϯ͘ϮϰϲϮϵϯ͘ϰϰϵϭϮ ϬϬϮϮϰ͘ϬϬϯϵϬϮ͘ϳϲϯϮϵϰ͘ϯϯϮϭϯ ϬϬϮϰϴ͘ϴϯϳϵϬϮ͘ϮϵϮϵϱ͘Ϯϭϱϭϰ ϬϬϮϳϮ͘ϳϴϰϵϬϭ͘ϴϮϱϮϵϲ͘Ϭϵϴϭϱ ϬϬϮϵϱ͘ϱϱϭϵϬϭ͘ϯϲϵϮϵϲ͘ϵϴϭϭϲ ϬϬϯϭϲ͘ϴϳϵϬϬ͘ϵϮϭϮϵϳ͘ϴϲϰϭϳ ϬϬϯϯϲ͘ϰϵϵϵϬϬ͘ϰϴϮϮϵϴ͘ϳϰϲϭϴ ϬϬϯϱϰ͘ϮϭϲϵϬϬ͘ϬϱϭϮϵϵ͘ϲϮϵϭϵ ϬϬϯϲϵ͘ϳϲϳϴϵϵ͘ϲϮϴϯϬϬ͘ϱϭϮϮϬ ϬϬϯϴϮ͘ϳϴϱϴϵϵ͘ϮϭϰϯϬϭ͘ϯϵϱϮϭ ϬϬϯϵϯ͘ϭϵϴϴϵϴ͘ϴϬϴϯϬϮ͘ϮϳϴϮϮ ϬϬϰϬϬ͘ϵϴϳϴϵϴ͘ϰϭϯϬϯ͘ϭϲϮϯ ϬϬϰϬϲ͘ϭϱϴϵϴ͘ϬϭϵϯϬϰ͘ϬϰϯϮϰ ϬϬϰϬϴ͘ϳϬϱϴϵϳ͘ϲϯϳϯϬϰ͘ϵϮϲϮϱ ϬϬϰϬϴ͘ϲϵϴϵϳ͘ϮϲϯϯϬϱ͘ϴϬϵϮϲ ϬϬϰϬϲ͘ϭϲϴϵϲ͘ϴϵϲϯϬϲ͘ϲϵϮϮϳ ϬϬϰϬϭ͘ϭϵϴϵϲ͘ϱϯϳϯϬϳ͘ϱϳϰϮϴ ϬϬϯϵϯ͘ϴϳϭϴϵϲ͘ϭϴϱϯϬϴ͘ϰϱϳϮϵ ϬϬϯϴϰ͘ϯϭϯϴϵϱ͘ϴϰϭϯϬϵ͘ϯϰϯϬ ϬϬϯϳϮ͘ϲϰϯϴϵϱ͘ϱϬϰϯϭϬ͘ϮϮϯϯϭ ϬϬϯϱϵ͘ϬϬϲϴϵϱ͘ϭϳϱϯϭϭ͘ϭϬϲϯϮ ϬϬϯϰϯ͘ϱϲϭϴϵϰ͘ϴϱϯϯϭϭ͘ϵϴϵϯϯ ϬϬϯϮϲ͘ϰϴϴϴϵϰ͘ϱϯϵϯϭϮ͘ϴϳϭϯϰ ϬϬϯϬϳ͘ϵϴϭϴϵϰ͘Ϯϯϭϯϭϯ͘ϳϱϰϯϱ ϬϬϮϴϴ͘Ϯϱϴϵϯ͘ϵϯϭϯϭϰ͘ϲϯϳϯϲ ϬϬϮϲϳ͘ϱϮϭϴϵϯ͘ϲϯϴϯϭϱ͘ϱϮϯϳ ϬϬϮϰϲ͘Ϭϯϴϴϵϯ͘ϯϱϮϯϭϲ͘ϰϬϯϯϴ ϬϬϮϮϰ͘Ϭϲϴϵϯ͘Ϭϳϯϯϭϳ͘Ϯϴϱϯϵ ϬϬϮϬϭ͘ϴϲϴϵϮ͘ϴϬϭϯϭϴ͘ϭϲϴϰϬ ϬϬϭϳϵ͘ϳϯϴϵϮ͘ϱϯϲϯϭϵ͘Ϭϱϭϰϭ ϬϬϭϱϳ͘ϵϳϱϴϵϮ͘Ϯϳϳϯϭϵ͘ϵϯϰϰϮ ϬϬϭϯϲ͘ϵϭϲϴϵϮ͘ϬϮϲϯϮϬ͘ϴϭϳϰϯ ϬϬϭϭϲ͘ϴϵϴϵϭ͘ϳϴϭϯϮϭ͘ϲϵϵϰϰ ϬϬϵϴ͘ϮϱϬϯϴϵϭ͘ϱϰϯϯϮϮ͘ϱϴϮϰϱ ϬϬϴϭ͘ϯϲϯϰϴϵϭ͘ϯϭϮϯϮϯ͘ϰϲϱϰϲ ϬϬϲϲ͘ϲϭϮϳϴϵϭ͘ϬϴϳϯϮϰ͘ϯϰϴϰϳ ϬϬϱϰ͘ϯϵϲϵϴϵϬ͘ϴϳϯϮϱ͘Ϯϯϭϰϴ ϬϬϰϱ͘ϭϮϵϴϴϵϬ͘ϲϱϴϯϮϲ͘ϭϭϰϰϵ ϬϬϯϵ͘ϮϰϬϲϴϵϬ͘ϰϱϯϯϮϲ͘ϵϵϲϱϬ ϬϬϬϴϵϬ͘ϮϱϱϯϮϳ͘ϴϳϵϱϭ 'ůŽďĂůDŝŶŝŵƵŵYƵĞƌǇ;ũĂŶďƵƐŝŵƉůŝĨŝĞĚͿͲ^ĂĨĞƚǇ&ĂĐƚŽƌ͗ϭ͘ϱϭϲϲϴ 6/,'($Q,QWHUDFWLYH6ORSH6WDELOLW\3URJUDP3DJHRI 6/,'(,17(535(7 .HUQHUVYLOOHVOPG 30 /ŶƚĞƌƐůŝĐĞ&ŽƌĐĞŶŐůĞ΀ĚĞŐƌĞĞƐ΁ /ŶƚĞƌƐůŝĐĞ^ŚĞĂƌ&ŽƌĐĞ΀ůďƐ΁ /ŶƚĞƌƐůŝĐĞEŽƌŵĂů&ŽƌĐĞ΀ůďƐ΁ zĐŽŽƌĚŝŶĂƚĞͲŽƚƚŽŵ΀Ĩƚ΁ yĐŽŽƌĚŝŶĂƚĞ΀Ĩƚ΁ ^ůŝĐĞEƵŵďĞƌ ϬϬϬϵϬϵ͘ϭϳϵϮϴϯ͘ϳϯϴϭ ϬϬϮ͘ϲϬϱϴϰϵϬϴ͘ϱϵϮϴϰ͘ϲϮϭϮ ϬϬϵ͘ϵϲϰϮϵϬϴ͘ϬϭϭϮϴϱ͘ϱϬϰϯ ϬϬϮϭ͘ϰϮϬϲϵϬϳ͘ϰϰϯϮϴϲ͘ϯϴϳϰ ϬϬϯϲ͘ϯϱϳϱϵϬϲ͘ϴϴϰϮϴϳ͘Ϯϳϱ ϬϬϱϰ͘ϭϵϯϮϵϬϲ͘ϯϯϲϮϴϴ͘ϭϱϯϲ ϬϬϳϰ͘ϯϳϵϵϵϬϱ͘ϳϵϳϮϴϵ͘Ϭϯϱϳ ϬϬϵϲ͘ϰϬϯϵϬϱ͘ϮϲϴϮϴϵ͘ϵϭϴϴ ϬϬϭϭϵ͘ϳϴϵϬϰ͘ϳϰϵϮϵϬ͘ϴϬϭϵ ϬϬϭϰϰ͘ϬϱϴϵϬϰ͘ϮϯϵϮϵϭ͘ϲϴϰϭϬ ϬϬϭϲϴ͘ϴϭϰϵϬϯ͘ϳϯϴϮϵϮ͘ϱϲϳϭϭ ϬϬϭϵϯ͘ϲϱϱϵϬϯ͘ϮϰϲϮϵϯ͘ϰϰϵϭϮ ϬϬϮϭϴ͘ϮϭϰϵϬϮ͘ϳϲϯϮϵϰ͘ϯϯϮϭϯ ϬϬϮϰϮ͘ϭϱϭϵϬϮ͘ϮϵϮϵϱ͘Ϯϭϱϭϰ ϬϬϮϲϱ͘ϭϱϯϵϬϭ͘ϴϮϱϮϵϲ͘Ϭϵϴϭϱ ϬϬϮϴϲ͘ϵϯϵϬϭ͘ϯϲϵϮϵϲ͘ϵϴϭϭϲ ϬϬϯϬϳ͘ϮϭϴϵϬϬ͘ϵϮϭϮϵϳ͘ϴϲϰϭϳ 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ϵϮϮϮϱϬ ϵϰϳϭϴϴ ϵϴϰϳϳ ϵϴϰϰϱ ϴϱϲ͘Ϭϵϭϰϱ ϴϱϲ͘Ϭϵϭϭϴϴ ϴϱϲ͘ϬϵϭϯϱϬ ϴϴϲϯϱϬ DĂƚĞƌŝĂůŽƵŶĚĂƌǇ zy ϴϱϲ͘Ϭϵϭϭϴϴ ϵϰϳϭϴϴ 6/,'($Q,QWHUDFWLYH6ORSH6WDELOLW\3URJUDP3DJHRI 6/,'(,17(535(7 .HUQHUVYLOOHVOPG 30 AUTODESK ® STORM AND SANITARY ANALYSIS 2018 OUTPUT REPORTS (10-YEAR STORM EVENT) Job: Omnisource Kernersville LF Slope RepairJob Number: 2181909Calculated By: KN Date: 3/25/2019Checked By: LB Date: 3/25/2019Subject: SCC & Bench Summary SheetSheet: 1 of 1Purpose: Summary of the depth and velocity during peak flow for the stormwater conveyance channel and landfill bench Channel ID Flow SourcePeak 10 yr Flow [cfs]SlopeTotal Flow Depth (10 yr storm) [ft]Velocity (10 yr storm) [ft/s]Total Flow Depth (25 yr storm) [ft]Shear (lbs/ft2)Temporary Erosion ControlPermanent Erosion ControlSCC-1 DA-01, DA-04 12.6 5.4% 0.24 7.1 0.26 0.8 Straw with netVegetationBerm-1 DA-02 0.7 3.2% 0.18 3.0 0.19 0.4 Jute mat Vegetation Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Project Description 03.22.2019 OmniSource Kville_kn.SPF Project Options CFS Elevation SCS TR-55 SCS TR-55 Kinematic Wave YES YES Analysis Options Mar 25, 2019 00:00:00 Mar 29, 2019 00:00:00 Mar 25, 2019 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 1 4 8 6 2 0 0 0 6 3 3 0 0 0 0 0 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Time Series 10 yr storm Cumulative inches North Carolina Forsyth 10 5.10 SCS Type II 24-hr Outlets ................................................ Pollutants .................................................... Land Uses ................................................... Links............................................................. Channels ............................................ Pipes .................................................. Pumps ................................................ Orifices ............................................... Weirs .................................................. Nodes........................................................... Junctions ............................................ Outfalls ............................................... Flow Diversions .................................. Inlets ................................................... Storage Nodes ................................... Runoff (Dry Weather) Time Step ................ Runoff (Wet Weather) Time Step ............... Reporting Time Step ................................... Routing Time Step ...................................... Rain Gages ................................................. Subbasins.................................................... Enable Overflow Ponding at Nodes ............ Skip Steady State Analysis Time Periods ... Start Analysis On ........................................ End Analysis On .......................................... Start Reporting On ...................................... Antecedent Dry Days .................................. File Name .................................................... Flow Units ................................................... Elevation Type ............................................ Hydrology Method ....................................... Time of Concentration (TOC) Method ........ Link Routing Method ................................... Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss) 1 DA-01 0.18 86.00 5.10 3.56 0.64 1.06 0 00:01:25 2 DA-02 0.12 86.00 5.10 3.56 0.43 0.72 0 00:00:55 3 DA-03 0.25 86.00 5.10 3.56 0.89 1.48 0 00:01:03 4 DA-04 2.30 86.00 5.10 3.56 8.19 12.30 0 00:06:09 Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 Jun-02 Junction 910.00 912.00 910.00 0.00 0.00 12.65 910.24 0.00 1.76 0 00:00 0.00 0.00 2 Jun-04 Junction 888.00 890.00 888.00 0.00 0.00 0.68 888.18 0.00 1.82 0 00:00 0.00 0.00 3 Jun-08 Junction 904.00 906.00 904.00 0.00 0.00 12.64 904.24 0.00 1.76 0 00:00 0.00 0.00 4 Jun-09 Junction 884.00 886.00 884.00 0.00 0.00 0.68 884.18 0.00 1.82 0 00:00 0.00 0.00 5 Jun-10 Junction 956.00 958.00 956.00 0.00 0.00 12.14 956.21 0.00 1.79 0 00:00 0.00 0.00 6 Jun-11 Junction 882.00 888.00 882.00 0.00 0.00 12.64 882.56 0.00 5.44 0 00:00 0.00 0.00 7 Out-01 Outfall 856.00 13.19 856.56 8 Out-02 Outfall 846.00 1.39 846.00 Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min) 1 Link-07 Pipe Jun-09 Out-01 62.00 884.00 856.00 45.1600 12.000 0.0150 0.67 20.75 0.03 12.16 0.12 0.12 0.00 Calculated 2 Link-09 Pipe Jun-08 Jun-11 25.98 904.00 0.00 3479.6000 0.000 0.0150 12.64 0.00 0.03 0.00 0.12 0.12 0.00 Calculated 3 Link-10 Pipe Jun-11 Out-01 85.00 882.00 856.00 30.5900 15.000 0.0150 12.64 30.96 0.41 23.96 0.53 0.45 0.00 Calculated 4 Berm-1 Channel Jun-04 Jun-09 124.00 888.00 884.00 3.2300 12.000 0.0180 0.68 64.95 0.01 3.00 0.18 0.18 0.00 5 Existing SCC Channel Jun-10 Jun-02 822.00 956.00 910.00 5.6000 24.000 0.0180 11.80 591.14 0.02 6.69 0.21 0.11 0.00 6 SCC-1 Channel Jun-02 Jun-08 111.00 910.00 904.00 5.4100 24.000 0.0180 12.64 523.35 0.02 7.05 0.23 0.12 0.00 Subbasin Hydrology Subbasin : DA-01 Input Data Area (ac) ........................................................................ 0.18 Weighted Curve Number ............................................... 86.00 Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Newly graded area 0.07 B 86.00 Composite Area & Weighted CN 0.07 86.00 Time of Concentration TOC Method : SCS TR-55 Sheet Flow Equation : Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where : Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation : V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation : V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where : Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness : 0.2 0.00 0.00 Flow Length (ft) :27 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.50 0.00 0.00 Velocity (ft/sec) :0.34 0.00 0.00 Computed Flow Time (min) : 1.34 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness : 0.018 0.00 0.00 Flow Length (ft) :111 0.00 0.00 Channel Slope (%) :5.41 0.00 0.00 Cross Section Area (ft²) : 24 0.00 0.00 Wetted Perimeter (ft) : 16.94 0.00 0.00 Velocity (ft/sec) :24.29 0.00 0.00 Computed Flow Time (min) : 0.08 0.00 0.00 Total TOC (min) ..................1.42 Subbasin Runoff Results Total Rainfall (in) ............................................................ 5.10 Total Runoff (in) ............................................................. 3.56 Peak Runoff (cfs) ........................................................... 1.06 Weighted Curve Number ............................................... 86.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:01:25 Subbasin : DA-01 Subbasin : DA-02 Input Data Area (ac) ........................................................................ 0.12 Weighted Curve Number ............................................... 86.00 Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Newly graded area 0.12 B 86.00 Composite Area & Weighted CN 0.12 86.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness : 0.2 0.00 0.00 Flow Length (ft) :17 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.50 0.00 0.00 Velocity (ft/sec) :0.31 0.00 0.00 Computed Flow Time (min) : 0.93 0.00 0.00 Total TOC (min) ..................0.93 Subbasin Runoff Results Total Rainfall (in) ............................................................ 5.10 Total Runoff (in) ............................................................. 3.56 Peak Runoff (cfs) ........................................................... 0.72 Weighted Curve Number ............................................... 86.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:00:56 Subbasin : DA-02 Subbasin : DA-03 Input Data Area (ac) ........................................................................ 0.25 Weighted Curve Number ............................................... 86.00 Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Newly graded area 0.25 B 86.00 Composite Area & Weighted CN 0.25 86.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness : 0.2 0.00 0.00 Flow Length (ft) :20 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.50 0.00 0.00 Velocity (ft/sec) :0.32 0.00 0.00 Computed Flow Time (min) : 1.06 0.00 0.00 Total TOC (min) ..................1.06 Subbasin Runoff Results Total Rainfall (in) ............................................................ 5.10 Total Runoff (in) ............................................................. 3.56 Peak Runoff (cfs) ........................................................... 1.48 Weighted Curve Number ............................................... 86.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:01:04 Subbasin : DA-03 Subbasin : DA-04 Input Data Area (ac) ........................................................................ 2.30 Weighted Curve Number ............................................... 86.00 Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Newly graded area 2.30 B 86.00 Composite Area & Weighted CN 2.30 86.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness : 0.2 0.00 0.00 Flow Length (ft) :161 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.50 0.00 0.00 Velocity (ft/sec) :0.48 0.00 0.00 Computed Flow Time (min) : 5.60 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness : 0.018 0.00 0.00 Flow Length (ft) :822 0.00 0.00 Channel Slope (%) :5.6 0.00 0.00 Cross Section Area (ft²) : 24 0.00 0.00 Wetted Perimeter (ft) : 16.94 0.00 0.00 Velocity (ft/sec) :24.71 0.00 0.00 Computed Flow Time (min) : 0.55 0.00 0.00 Total TOC (min) ..................6.16 Subbasin Runoff Results Total Rainfall (in) ............................................................ 5.10 Total Runoff (in) ............................................................. 3.56 Peak Runoff (cfs) ........................................................... 12.30 Weighted Curve Number ............................................... 86.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:06:10 Subbasin : DA-04 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in) 1 Jun-02 910.00 912.00 2.00 910.00 0.00 0.00 -912.00 0.00 0.00 2 Jun-04 888.00 890.00 2.00 888.00 0.00 0.00 -890.00 0.00 0.00 3 Jun-08 904.00 906.00 2.00 904.00 0.00 0.00 -906.00 0.00 0.00 4 Jun-09 884.00 886.00 2.00 884.00 0.00 0.00 -886.00 0.00 0.00 5 Jun-10 956.00 958.00 2.00 956.00 0.00 0.00 -958.00 0.00 0.00 6 Jun-11 882.00 888.00 6.00 882.00 0.00 0.00 -888.00 0.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min) 1 Jun-02 12.65 0.98 910.24 0.24 0.00 1.76 910.01 0.01 0 12:01 0 00:00 0.00 0.00 2 Jun-04 0.68 0.68 888.18 0.18 0.00 1.82 888.01 0.01 0 11:55 0 00:00 0.00 0.00 3 Jun-08 12.64 0.00 904.24 0.24 0.00 1.76 904.01 0.01 0 12:01 0 00:00 0.00 0.00 4 Jun-09 0.68 0.00 884.18 0.18 0.00 1.82 884.01 0.01 0 11:55 0 00:00 0.00 0.00 5 Jun-10 12.14 12.14 956.21 0.21 0.00 1.79 956.00 0.00 0 12:00 0 00:00 0.00 0.00 6 Jun-11 12.64 0.00 882.56 0.56 0.00 5.44 882.02 0.02 0 12:01 0 00:00 0.00 0.00 Channel Input SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate Elevation Offset Elevation Offset (ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft)(cfs) 1 Berm-1 124.00 888.00 0.00 884.00 0.00 4.00 3.2300 Triangular 1.000 14.000 0.0180 0.5000 0.5000 0.0000 0.00 No 2 Existing SCC 822.00 956.00 0.00 910.00 0.00 46.00 5.6000 Trapezoidal 2.000 16.000 0.0180 0.5000 0.5000 0.0000 0.00 No 3 SCC-1 111.00 910.00 0.00 904.00 0.00 6.00 5.4100 Trapezoidal 2.000 15.000 0.0180 0.5000 0.5000 0.0000 0.00 No Channel Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 Berm-1 0.68 0 11:55 64.95 0.01 3.00 0.69 0.18 0.18 0.00 2 Existing SCC 11.80 0 12:01 591.14 0.02 6.69 2.05 0.21 0.11 0.00 3 SCC-1 12.64 0 12:01 523.35 0.02 7.05 0.26 0.23 0.12 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in)(cfs) 1 Link-07 62.00 884.00 0.00 856.00 0.00 28.00 45.1600 CIRCULAR 12.000 12.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 2 Link-09 25.98 904.00 0.00 0.00 -882.00 904.00 3479.6000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 3 Link-10 85.00 882.00 0.00 856.00 0.00 26.00 30.5900 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 Link-07 0.67 0 11:55 20.75 0.03 12.16 0.08 0.12 0.12 0.00 Calculated 2 Link-09 12.64 0 12:01 0.00 0.03 0.00 0.12 0.12 0.00 Calculated 3 Link-10 12.64 0 12:01 30.96 0.41 23.96 0.06 0.53 0.45 0.00 Calculated AUTODESK ® STORM AND SANITARY ANALYSIS 2018 OUTPUT REPORTS (25-YEAR STORM EVENT) Project Description 03.22.2019 OmniSource Kville_kn.SPF Project Options CFS Elevation SCS TR-55 SCS TR-55 Kinematic Wave YES YES Analysis Options Mar 25, 2019 00:00:00 Mar 29, 2019 00:00:00 Mar 25, 2019 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 1 4 8 6 2 0 0 0 6 3 3 0 0 0 0 0 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Time Series 25 yr storm Cumulative inches North Carolina Forsyth 25 5.50 SCS Type II 24-hr Outlets ................................................ Pollutants .................................................... Land Uses ................................................... Links............................................................. Channels ............................................ Pipes .................................................. Pumps ................................................ Orifices ............................................... Weirs .................................................. Nodes........................................................... Junctions ............................................ Outfalls ............................................... Flow Diversions .................................. Inlets ................................................... Storage Nodes ................................... Runoff (Dry Weather) Time Step ................ Runoff (Wet Weather) Time Step ............... Reporting Time Step ................................... Routing Time Step ...................................... Rain Gages ................................................. Subbasins.................................................... Enable Overflow Ponding at Nodes ............ Skip Steady State Analysis Time Periods ... Start Analysis On ........................................ End Analysis On .......................................... Start Reporting On ...................................... Antecedent Dry Days .................................. File Name .................................................... Flow Units ................................................... Elevation Type ............................................ Hydrology Method ....................................... Time of Concentration (TOC) Method ........ Link Routing Method ................................... Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss) 1 DA-01 0.18 86.00 5.50 3.93 0.71 1.17 0 00:01:25 2 DA-02 0.12 86.00 5.50 3.93 0.47 0.79 0 00:00:55 3 DA-03 0.25 86.00 5.50 3.94 0.98 1.63 0 00:01:03 4 DA-04 2.30 86.00 5.50 3.94 9.05 13.56 0 00:06:09 Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 Jun-02 Junction 910.00 912.00 910.00 0.00 0.00 13.95 910.25 0.00 1.75 0 00:00 0.00 0.00 2 Jun-04 Junction 888.00 890.00 888.00 0.00 0.00 0.75 888.19 0.00 1.81 0 00:00 0.00 0.00 3 Jun-08 Junction 904.00 906.00 904.00 0.00 0.00 13.94 904.25 0.00 1.75 0 00:00 0.00 0.00 4 Jun-09 Junction 884.00 886.00 884.00 0.00 0.00 0.75 884.19 0.00 1.81 0 00:00 0.00 0.00 5 Jun-10 Junction 956.00 958.00 956.00 0.00 0.00 13.38 956.23 0.00 1.77 0 00:00 0.00 0.00 6 Jun-11 Junction 882.00 888.00 882.00 0.00 0.00 13.94 882.59 0.00 5.41 0 00:00 0.00 0.00 7 Out-01 Outfall 856.00 14.54 856.59 8 Out-02 Outfall 846.00 1.54 846.00 Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min) 1 Link-07 Pipe Jun-09 Out-01 62.00 884.00 856.00 45.1600 12.000 0.0150 0.74 20.75 0.04 12.50 0.13 0.13 0.00 Calculated 2 Link-09 Pipe Jun-08 Jun-11 25.98 904.00 0.00 3479.6000 0.000 0.0150 13.94 0.00 0.04 0.00 0.13 0.13 0.00 Calculated 3 Link-10 Pipe Jun-11 Out-01 85.00 882.00 856.00 30.5900 15.000 0.0150 13.94 30.96 0.45 24.57 0.56 0.47 0.00 Calculated 4 Berm-1 Channel Jun-04 Jun-09 124.00 888.00 884.00 3.2300 12.000 0.0180 0.75 64.95 0.01 3.10 0.19 0.19 0.00 5 Existing SCC Channel Jun-10 Jun-02 822.00 956.00 910.00 5.6000 24.000 0.0180 13.01 591.14 0.02 6.94 0.22 0.11 0.00 6 SCC-1 Channel Jun-02 Jun-08 111.00 910.00 904.00 5.4100 24.000 0.0180 13.94 523.35 0.03 7.30 0.24 0.13 0.00 Subbasin Hydrology Subbasin : DA-01 Input Data Area (ac) ........................................................................ 0.18 Weighted Curve Number ............................................... 86.00 Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Newly graded area 0.07 B 86.00 Composite Area & Weighted CN 0.07 86.00 Time of Concentration TOC Method : SCS TR-55 Sheet Flow Equation : Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where : Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation : V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation : V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where : Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness : 0.2 0.00 0.00 Flow Length (ft) :27 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.50 0.00 0.00 Velocity (ft/sec) :0.34 0.00 0.00 Computed Flow Time (min) : 1.34 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness : 0.018 0.00 0.00 Flow Length (ft) :111 0.00 0.00 Channel Slope (%) :5.41 0.00 0.00 Cross Section Area (ft²) : 24 0.00 0.00 Wetted Perimeter (ft) : 16.94 0.00 0.00 Velocity (ft/sec) :24.29 0.00 0.00 Computed Flow Time (min) : 0.08 0.00 0.00 Total TOC (min) ..................1.42 Subbasin Runoff Results Total Rainfall (in) ............................................................ 5.50 Total Runoff (in) ............................................................. 3.93 Peak Runoff (cfs) ........................................................... 1.17 Weighted Curve Number ............................................... 86.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:01:25 Subbasin : DA-01 Subbasin : DA-02 Input Data Area (ac) ........................................................................ 0.12 Weighted Curve Number ............................................... 86.00 Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Newly graded area 0.12 B 86.00 Composite Area & Weighted CN 0.12 86.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness : 0.2 0.00 0.00 Flow Length (ft) :17 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.50 0.00 0.00 Velocity (ft/sec) :0.31 0.00 0.00 Computed Flow Time (min) : 0.93 0.00 0.00 Total TOC (min) ..................0.93 Subbasin Runoff Results Total Rainfall (in) ............................................................ 5.50 Total Runoff (in) ............................................................. 3.93 Peak Runoff (cfs) ........................................................... 0.79 Weighted Curve Number ............................................... 86.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:00:56 Subbasin : DA-02 Subbasin : DA-03 Input Data Area (ac) ........................................................................ 0.25 Weighted Curve Number ............................................... 86.00 Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Newly graded area 0.25 B 86.00 Composite Area & Weighted CN 0.25 86.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness : 0.2 0.00 0.00 Flow Length (ft) :20 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.50 0.00 0.00 Velocity (ft/sec) :0.32 0.00 0.00 Computed Flow Time (min) : 1.06 0.00 0.00 Total TOC (min) ..................1.06 Subbasin Runoff Results Total Rainfall (in) ............................................................ 5.50 Total Runoff (in) ............................................................. 3.94 Peak Runoff (cfs) ........................................................... 1.63 Weighted Curve Number ............................................... 86.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:01:04 Subbasin : DA-03 Subbasin : DA-04 Input Data Area (ac) ........................................................................ 2.30 Weighted Curve Number ............................................... 86.00 Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Newly graded area 2.30 B 86.00 Composite Area & Weighted CN 2.30 86.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness : 0.2 0.00 0.00 Flow Length (ft) :161 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.50 0.00 0.00 Velocity (ft/sec) :0.48 0.00 0.00 Computed Flow Time (min) : 5.60 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness : 0.018 0.00 0.00 Flow Length (ft) :822 0.00 0.00 Channel Slope (%) :5.6 0.00 0.00 Cross Section Area (ft²) : 24 0.00 0.00 Wetted Perimeter (ft) : 16.94 0.00 0.00 Velocity (ft/sec) :24.71 0.00 0.00 Computed Flow Time (min) : 0.55 0.00 0.00 Total TOC (min) ..................6.16 Subbasin Runoff Results Total Rainfall (in) ............................................................ 5.50 Total Runoff (in) ............................................................. 3.94 Peak Runoff (cfs) ........................................................... 13.56 Weighted Curve Number ............................................... 86.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:06:10 Subbasin : DA-04 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in) 1 Jun-02 910.00 912.00 2.00 910.00 0.00 0.00 -912.00 0.00 0.00 2 Jun-04 888.00 890.00 2.00 888.00 0.00 0.00 -890.00 0.00 0.00 3 Jun-08 904.00 906.00 2.00 904.00 0.00 0.00 -906.00 0.00 0.00 4 Jun-09 884.00 886.00 2.00 884.00 0.00 0.00 -886.00 0.00 0.00 5 Jun-10 956.00 958.00 2.00 956.00 0.00 0.00 -958.00 0.00 0.00 6 Jun-11 882.00 888.00 6.00 882.00 0.00 0.00 -888.00 0.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min) 1 Jun-02 13.95 1.07 910.25 0.25 0.00 1.75 910.01 0.01 0 12:01 0 00:00 0.00 0.00 2 Jun-04 0.75 0.75 888.19 0.19 0.00 1.81 888.01 0.01 0 11:55 0 00:00 0.00 0.00 3 Jun-08 13.94 0.00 904.25 0.25 0.00 1.75 904.01 0.01 0 12:01 0 00:00 0.00 0.00 4 Jun-09 0.75 0.00 884.19 0.19 0.00 1.81 884.01 0.01 0 11:55 0 00:00 0.00 0.00 5 Jun-10 13.38 13.38 956.23 0.23 0.00 1.77 956.00 0.00 0 12:00 0 00:00 0.00 0.00 6 Jun-11 13.94 0.00 882.59 0.59 0.00 5.41 882.02 0.02 0 12:01 0 00:00 0.00 0.00 Channel Input SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate Elevation Offset Elevation Offset (ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft)(cfs) 1 Berm-1 124.00 888.00 0.00 884.00 0.00 4.00 3.2300 Triangular 1.000 14.000 0.0180 0.5000 0.5000 0.0000 0.00 No 2 Existing SCC 822.00 956.00 0.00 910.00 0.00 46.00 5.6000 Trapezoidal 2.000 16.000 0.0180 0.5000 0.5000 0.0000 0.00 No 3 SCC-1 111.00 910.00 0.00 904.00 0.00 6.00 5.4100 Trapezoidal 2.000 15.000 0.0180 0.5000 0.5000 0.0000 0.00 No Channel Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 Berm-1 0.75 0 11:55 64.95 0.01 3.10 0.67 0.19 0.19 0.00 2 Existing SCC 13.01 0 12:01 591.14 0.02 6.94 1.97 0.22 0.11 0.00 3 SCC-1 13.94 0 12:01 523.35 0.03 7.30 0.25 0.24 0.13 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in)(cfs) 1 Link-07 62.00 884.00 0.00 856.00 0.00 28.00 45.1600 CIRCULAR 12.000 12.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 2 Link-09 25.98 904.00 0.00 0.00 -882.00 904.00 3479.6000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 3 Link-10 85.00 882.00 0.00 856.00 0.00 26.00 30.5900 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 Link-07 0.74 0 11:56 20.75 0.04 12.50 0.08 0.13 0.13 0.00 Calculated 2 Link-09 13.94 0 12:01 0.00 0.04 0.00 0.13 0.13 0.00 Calculated 3 Link-10 13.94 0 12:01 30.96 0.45 24.57 0.06 0.56 0.47 0.00 Calculated