The URL can be used to link to this page

Home My WebLink AboutSW3201001_STORMWATER_CALCS_20201202 D OLLAR G ENERAL Î S TORE #22446 G RANITE Q UARRY, NC H YDROLOGIC AND H YDRAULIC A NALYSIS R EPORT Prepared By: Prepared For: Project Site: BREC, P.A. Teramore Development, LLC TBD US Hwy 52 1520 Meadowview Drive Joe Strickland, Dir. of Ops., NC Granite Quarry, NC 28146 Wilkesboro, NC 28697 214 Klumac Rd., Ste. 101 NCBELS Firm #C-3448 Salisbury, NC 28144 (336) 844-4088 (704) 224-7364 justin@brec.biz jstrickland@teramore.net 29 September 2020 Justin Church, PE Principal Engineer BREC, P.A. Dollar General Î Store #22446 1 TableofContents 1.0 General Information ........................................................................................ 4 2.0 Methodology ................................................................................................... 4 2.1 Curve Number Calculations 4 2.2 Time of Concentration Calculations 5 2.3 Rainfall Data 6 2.4 Pipe Design 7 2.4.1 Outlet Design 8 2.5 Hydrology Calculations 9 2.6 Modified Curve Number Calculations 9 2.7 Sand Filter Design 10 2.7.1 Chamber and Filter Sizing 10 2.7.2 Underdrain Sizing 11 2.7.3 Anti-floatation Calculations 12 3.0 Results .......................................................................................................... 12 Appendix ............................................................................................................. 14 Pre-Construction 2 Year, 24 Hour ....................................................................... 15 Pre-Construction 10 Year, 24 Hour ..................................................................... 16 Post-Construction First Flush .............................................................................. 17 Post-construction 2 Year, 24 Hour ...................................................................... 18 Post-construction 10 Year, 24 Hour .................................................................... 19 Post-construction 100 Year, 24 Hour .................................................................. 20 Soils Report ........................................................................................................ 21 BREC, P.A. Dollar General Î Store #22446 2 ListofFigures Figure 1 - System Storage of First Flush ............................................................ 13 ListofTables Table 1 - Pre-Construction Drainage Area ............................................................ 5 Table 2 - Post-Construction Drainage Areas ........................................................ 5 Table 3 - Pre-Construction ToC ............................................................................ 6 Table 4 - Post-Construction ToC ........................................................................... 6 Table 5 - NOAA Rainfall Depths ........................................................................... 7 Table 6 - NOAA Rainfall Intensity ......................................................................... 7 Table 7 - Composite Rational Coefficients ............................................................ 7 Table 8 - Pipe Design Summary ........................................................................... 8 Table 9 - Riprap Outlet Stone Sizing ..................................................................... 8 Table 10 - Riprap Apron Dimensions .................................................................... 9 Table 11 - Modified SCS Curve Numbers ........................................................... 10 Table 12 - Sand Filter State-Storage .................................................................. 10 Table 13 - Design Storm Peak Attenuation ......................................................... 13 Table 14 - Pipe Design Table ............................................................................. 14 BREC, P.A. Dollar General Î Store #22446 3 1.0GeneralInformation This document contains hydrologic and hydraulic calculations demonstrating compliance with post-construction state and local stormwater regulations for the construction of a ΘǾΐΏΏ Dollar General retail store at the intersection of Old Route 80 and US Highway 52 in Granite Quarry, NC. Specifically, regulations for 1 this area require water quality treatment of the first flush ΐ͓ storm and peak 2 attenuation of the 2 year and 10 year, 24 hour storms. The subject tract is composed of a vacant lot being used as a vineyard. No jurisdictional features are present on the site. The site is equally composed of ApB soils which are hydrologic soil group B. Post construction stormwater requirements will be satisfied with an above ground sand filter which is approved by NCDEQ as a primary stormwater control measure (SCM). 2.0Methodology One pre-construction drainage area and nine post-construction drainage areas covering the subject tract and adjacent off-site areas were identified. See plansheets for delineation. Drainage area PRE-CON:1 outlets at OUTFALL-1 located at an existing depression at the southeast corner of the site. All post construction drainage areas except POST-CON:4, POST-CON:5, POST-CON:8, and POST-CON:9 are routed to the SCM. The unrouted catchments are mostly- off site areas and small vegetated on-site areas down slope of the SCM. Discharge from the SCM and unrouted drainage areas were analyzed at OUTFALL-1 for peak attenuation requirements. 2.1CurveNumberCalculations Composite SCS curve numbers were calculated as weighted averages using values of 69 for fair grass coverage (pre-construction) and 61 for good grass coverage (post-construction, maintained), 55 for wooded areas, and 98 for impervious surfaces in HSG B soils. For pre-construction drainage areas, the composite curve number is calculated as: ΘΗ ΕΘ ΔΔ 1 15A NCAC 02H.1003 2 Town of Granite Quarry UDO, 12.4.2.4 (H) BREC, P.A. Dollar General Î Store #22446 4 Table 1 - Pre-Construction Drainage Area Name (acres) (acres) (acres) (acres) PRE-CON:1 10.88 2.38 7.82 0.68 74.5 For post-construction drainage areas, the composite curve number is calculated as: ΘΗ Εΐ ΔΔ Table 2 - Post-Construction Drainage Areas Name (acres) (acres) (acres) (acres) POST-CON:1+ 0.21 0.21 0.00 0.00 98.0 POST-CON:2+ 0.37 0.35 0.02 0.00 96.2 POST-CON:3+ 0.51 0.10 0.41 0.00 68.3 POST-CON:4 0.76 0.65 0.11 0.00 92.6 POST-CON:5 0.07 0.04 0.04 0.00 79.5 POST-CON:6+ 0.30 0.20 0.10 0.00 85.6 POST-CON:7+ 0.78 0.37 0.29 0.13 77.3 POST-CON:8 7.42 1.27 6.14 0.00 67.4 POST-CON:9 1.70 0.38 0.92 0.41 67.8 + Routed through sand filter prior to discharge. 2.2TimeofConcentrationCalculations Time of concentration values for vegetated drainage areas were evaluated using the segmental, lag, and FAA equations with a design value selected from the range produced by these equations. All majority impervious drainage areas less than one acre were assigned a design time of concentration value of five minutes. ȁȁ ΐ ΐǾΐΓΏ ȁ υ ΐǾΏΏΏȝΐΏ BREC, P.A. Dollar General Î Store #22446 5 ΐȁΗΐȁΐ ȁ ΏȁΏΏΖ ȁ ΑǾΑΓ ȝ ΒǾΕΏΏ ȝ Table 3 - Pre-Construction ToC Name ρ PRE-CON:1 1118 0.032 15 Î 33 24 Table 4 - Post-Construction ToC Name ρ POST-CON:1 - - - 5 POST-CON:2 - - - 5 POST-CON:3 - - - 5 POST-CON:4 498 0.023 8 Î 12 10 POST-CON:5 - - - 5 POST-CON:6 - - - 5 POST-CON:7 521 0.033 11 Î 18 14 POST-CON:8 726 0.027 13 Î 31 22 POST-CON:9 698 0.031 13 Î 28 20 2.3RainfallData Rainfall data was taken from NOAA Atlas 14, Volume 2, Version 3 for Granite Quarry, NC. Rainfall depths for each design storm are summarized below. BREC, P.A. Dollar General Î Store #22446 6 Table 5 - NOAA Rainfall Depths Storm First Flush 1.00 2 Year, 24 Hour 3.36 10 Year, 24 Hour4.89 100 Year, 24 Hour 7.26 Table 6 - NOAA Rainfall Intensity Storm ȝ 10 Year, 5 Min 7.08 10 Year, 10 Min 5.66 10 Year, 14 Min 4.95 10 Year, 20 Min 4.33 10 Year, 22 Min 4.16 2.4PipeDesign A composite post-construction rational coefficient was also assigned to each post construction drainage area as needed for pipe design. The composite rational coefficients were calculated using individual coefficients of 0.85 for impervious surfaces, 0.08 for grass surfaces, and 0.08 for wooded areas in HSG B soils. ΏȁΗΔ ΏȁΏΗ ΏȁΏΗ Table 7 - Composite Rational Coefficients Name POST-CON:1 0.85 1.27 POST-CON:2 0.81 2.14 POST-CON:3 0.23 0.84 POST-CON:4 0.74 3.19 POST-CON:5 0.46 0.24 POST-CON:6 0.59 1.24 POST-CON:7 0.44 1.70 POST-CON:8 0.21 6.54 POST-CON:9 0.25 1.85 The 10 year rational discharges were used to size pipes by solving ManningÓs equation iteratively for the normal depth. BREC, P.A. Dollar General Î Store #22446 7 Table 8 - Pipe Design Summary NAME PIPE1 151.75.2 PIPE2 152.95.9 PIPE3 185.16.5 PIPE4 153.47.5 PIPE5 156.511.5 PIPE6 187.28.3 See Appendix for complete pipe design table. 2.4.1OutletDesign Outlet design for PIPE-3, PIPE-4, PIPE-5, and PIPE-6 was taken from Chapter 10 of HEC-14. Riprap was calculated as: ΏȁΑ ȁ Where, Ǿ ȝ Ǿ Ǿ ΒΑȁΑ ȝ Substituting the corresponding pipe diameters and design discharges into the equation above yields: Table 9 - Riprap Outlet Stone Sizing NAME PIPE3 185.084.55.0(ClassA) PIPE4 153.432.85.0(ClassA) PIPE5 156.546.710.0(Class1) PIPE6 187.197.210.0(Class1) A minimum of Δ was chosen for each pipe which corresponds to NCDOT Class A stone. Given the design , the dimensions of the apron were 3 taken from Table 10.1 equations from HEC 14. 3 http://www.fhwa.dot.gov/engineering/hydraulics/pubs/06086/hec14ch10.cfm BREC, P.A. Dollar General Î Store #22446 8 Γ ΒȁΔ Β ΒΑȝΒ Table 10 - Riprap Apron Dimensions NAME PIPE3 186.01.54.58.5 PIPE4 155.01.53.87.1 PIPE5 156.32.03.88.0 PIPE6 187.52.04.59.5 2.5HydrologyCalculations The water quality volume required to be treated from the first flush was calculated using the Schueler method outlined in the NCDEQ Stormwater Design 4 Manual. The Schueler method utilizes the following equations: ΏȁΏΔΏȁΘ ΒΕΒΏ Where is the impervious fraction of the drainage area, is a runoff coefficient, is the rainfall depth, is the drainage area, and is the runoff volume. The following parameters are used for the drainage routed to the sand filter. ΏȁΔΖ ΏȁΏΔΏȁΘΏȁΔΖΏȁΔΕ ΐȁΏ ΑȁΐΖ ΒǾΕΒΏΐȁΏΏȁΔΕΑȁΐΖΓǾΓΏΓ ΏȁΖΔΏȁΖΔΓǾΓΏΓΒǾΒΏΒ 2.6ModifiedCurveNumberCalculations To route the through the sand filter, it is necessary to calculate a modified SCS curve number to avoid underrepresenting the first flush. The modified curve number is calculated as follows: 4 https://deq.nc.gov/sw-bmp-manual BREC, P.A. Dollar General Î Store #22446 9 ΐΏΏΏȝΐΏΔΐΏΐΏΐȁΑΔ The modified curve numbers were used to route the first flush using an SCS 6 hour balanced storm distribution. The remaining design storms were routed with standard curve numbers and an SCS type II 24 hour storm distribution. Table 11 - Modified SCS Curve Numbers Name POST-CON:1 0.95 99.57 POST-CON:2 0.91 99.17 POST-CON:3 0.23 87.12 POST-CON:4 0.82 98.31 POST-CON:5 0.50 93.93 POST-CON:6 0.65 96.26 POST-CON:7 0.47 93.38 POST-CON:8 0.20 86.27 POST-CON:9 0.25 87.89 2.7SandFilterDesign The combined area of the sediment chamber and sand chamber is determined from the relationship of the max water depth observed during the water quality event, , and the adjusted water quality volume. The design value for was chosen as ΐȁΒ . When coupled with the adjusted water quality volume, ΏȁΖΔΒǾΒΏΒ , the resulting stage storage for the sand filter is summarized below. Table 12 - Sand Filter State-Storage 0.0 774 2,387 0 0 0 1.0 775 3,128 1,453 1,304 2,758 2.0 776 3,925 3,310 2,971 6,281 3.0 777 4,778 5,604 5,029 10,632 4.0 778 5,689 8,362 7,504 15,866 At ΖΕΔȁΒ ǾΐȁΒ , ΒǾΖΒΐ . 2.7.1ChamberandFilterSizing The sediment chamber(s) and filter chamber are equally sized. The sediment chamber(s) have an additional ΐȁΏ depression to assist with maintenance and BREC, P.A. Dollar General Î Store #22446 10 primary sediment deposition; however, this added volume is not considered in calculations to meet minimum design criteria requirements. Given the filter chamber area, the sand media area, , was selected as ΕΏΏ . This value maximizes the available filter chamber area and preserves an easily installable geometric shape for the sand media while preventing the sand media from being installed adjacent to the toe of slope grading. Discharge through the sand media is governed by DarcyÓs Law. Where, ΕΏΏ ȝΓȁΏ ȝ ΐȁΔ 2.7.2UnderdrainSizing Drawdown time is calculated as: ΓǾΓΏΓΐȁΔ ΒΏȁΖ ΓȁΏΏȁΕΔΐȁΔΕΏΏ Discharge rate is calculated as: ΓǾΓΏΓ ΏȁΏΓΏ ΒΏȁΖ After applying a safety factor of 10, ΐΏΏȁΓΏ The diameter of a single pipe is calculated as: ΐΕ Where, BREC, P.A. Dollar General Î Store #22446 11 ΏȁΏΐΐΏȁΓΏ ΐΕΔȁΕ ΏȁΏΏΔ Per Table 1 of Section A-5 of the NCDEQ Stormwater Design Manual, use (3) 4 inch pipes. 2.7.3AntifloatationCalculations The outlet structure is a Β Β Ε precast concrete box with Ε side and bottom wall thicknesses. Including concrete and reinforcing steel, the structure has an empty mass of ΕǾΐΖΗ . Assuming the total height of the box is exposed to buoyant forces, the volume of water displaced by the box is calculated from the outside dimensions. ΓȁΏ ΓȁΏ ΕȁΔΏ ΐΏΓȁΏ The buoyant force on the box is defined from the hydraulic forces acting ΐΏΓȁΏ ΕΑȁΓ ΕǾΓΘΏ Additional mass was added to the outlet structure by pouring a Ε concrete slab over the bottom. ΕǾΐΖΗ Β Β ΏȁΔ ΐΔΏΕǾΗΔΒ 3.0Results The first flush ΐ͓ storm is routed through the sand filter and reaches a max storage depth of ΐȁΑΖ which does not exceed the design ΐȁΒ . The water quality volume is discharged over a period of ΒΐȁΘ ȁ BREC, P.A. Dollar General Î Store #22446 12 Storage: System (POST-CON-ROUTING-BALANCED_OFFSITE 2020-09-25 13:06:44) 4020 3618 3216 2814 2412 2010 1608 1206 804 402 051015202530354045 Time (hrs) Figure 1 - System Storage of First Flush In addition to treatment of the first flush, the sand filter also attenuates the peak discharge from the 2 year and 10 year, 24 hour storms at OUTFALL-1 per local ordinance requirements. Table 13 - Design Storm Peak Attenuation ȝ Storm Pre-Construction Post-Construction OUTFALL-1 OUTFALL-1 2 Yr, 24 Hr 12.26 8.50 10 Yr, 24 Hr 25.13 24.44 BREC, P.A. Dollar General Î Store #22446 13 5.25.96.57.58.3 11.5 DESIGN (FT/S) V 1.72.95.13.46.57.2 (CFS) DESIGN Q 8.17.9 12.010.214.414.8 MAX 14 (CFS) Q n 0.0120.0120.0120.0120.0120.012 0.0130.0130.0110.0210.0430.017 (FT/FT) S 8374 149 (FT) 37.6729.36 158.87 LEN 778.39776.43774.68782.25779.34770.49 DOWN HGL Table 14 - Pipe Design Table 778774 775.9 781.75778.75769.75 DOWN INV UP 778.89778.43776.33784.00780.59771.74 HGL UP 780771 778.5777.9783.5 775.65 INV 151518151518 (IN) DIA 123456 NAME PIPEPIPEPIPEPIPEPIPEPIPE Appendix BREC, P.A. Dollar General Î Store #22446 PreConstruction2Year,24Hour BREC, P.A. Dollar General Î Store #22446 15 Project Description File Name ...................................................................PRE-CON-ROUTING.SPF Description ................................................................. C:\\Users\\justi\\AppData\\Local\\Temp\\3160662020_C100-STORMWATER_1_12546_14961e95.sv$ Project Options Flow Units ...................................................................CFS Elevation Type ............................................................Elevation Hydrology Method ......................................................SCS TR-55 Time of Concentration (TOC) Method ........................User-Defined Link Routing Method ..................................................Hydrodynamic Enable Overflow Ponding at Nodes ...........................YES Skip Steady State Analysis Time Periods ..................NO Analysis Options Start Analysis On ........................................................Aug 17, 202000:00:00 End Analysis On .........................................................Aug 19, 202000:00:00 Start Reporting On .....................................................Aug 17, 202000:00:00 Antecedent Dry Days ..................................................0days Runoff (Dry Weather) Time Step ...............................0 01:00:00 days hh:mm:ss Runoff (Wet Weather) Time Step ..............................0 00:05:00 days hh:mm:ss Reporting Time Step ..................................................0 00:00:15 days hh:mm:ss Routing Time Step ......................................................15seconds Number of Elements Qty Rain Gages ................................................................1 Subbasins....................................................................1 Nodes..........................................................................1 Junctions ............................................................0 Outfalls ...............................................................1 Flow Diversions .................................................0 Inlets ..................................................................0 Storage Nodes ...................................................0 Links............................................................................0 Channels ............................................................0 Pipes ..................................................................0 Pumps ................................................................0 Orifices ...............................................................0 Weirs ..................................................................0 Outlets ...............................................................0 Pollutants ....................................................................0 Land Uses ..................................................................0 Rainfall Details SNRain GageDataData SourceRainfallRainStateCountyReturnRainfallRainfall IDSourceIDTypeUnitsPeriodDepthDistribution (years)(inches) 1GRANITE-QUARRYTime Series2YR-24HRCumulativeinchesNorth CarolinaRowan23.36SCS Type II 24-hr Subbasin Summary SNSubbasinAreaPeak RateWeightedTotalTotalTotalPeakTime of IDFactorCurveRainfallRunoffRunoffRunoffConcentration NumberVolume (ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss) 110.86484.0074.503.361.1712.7412.26 0 00:24:00 Node Summary SNElementElementInvertGround/RimInitialSurchargePondedPeakMax HGLMaxMinTime ofTotalTotal Time IDTypeElevation(Max)WaterElevationAreaInflowElevationSurchargeFreeboardPeakFloodedFlooded ElevationElevationAttainedDepthAttainedFloodingVolume AttainedOccurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1OUTFALL-1Outfall765.000.000.00 Subbasin Hydrology Subbasin : {PRE-CON}.PRE-CON : 1 Input Data Area (ac) .....................................................10.86 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................74.50 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -10.86-74.50 Composite Area & Weighted CN10.8674.50 Subbasin Runoff Results Total Rainfall (in) .........................................3.36 Total Runoff (in) ..........................................1.17 Peak Runoff (cfs) ........................................12.26 Weighted Curve Number ............................74.50 Time of Concentration (days hh:mm:ss) .....0 00:24:00 Subbasin : {PRE-CON}.PRE-CON : 1 PreConstruction10Year,24Hour BREC, P.A. Dollar General Î Store #22446 16 Project Description File Name ...................................................................PRE-CON-ROUTING.SPF Description ................................................................. C:\\Users\\justi\\AppData\\Local\\Temp\\3160662020_C100-STORMWATER_1_12546_14961e95.sv$ Project Options Flow Units ...................................................................CFS Elevation Type ............................................................Elevation Hydrology Method ......................................................SCS TR-55 Time of Concentration (TOC) Method ........................User-Defined Link Routing Method ..................................................Hydrodynamic Enable Overflow Ponding at Nodes ...........................YES Skip Steady State Analysis Time Periods ..................NO Analysis Options Start Analysis On ........................................................Aug 17, 202000:00:00 End Analysis On .........................................................Aug 19, 202000:00:00 Start Reporting On .....................................................Aug 17, 202000:00:00 Antecedent Dry Days ..................................................0days Runoff (Dry Weather) Time Step ...............................0 01:00:00 days hh:mm:ss Runoff (Wet Weather) Time Step ..............................0 00:05:00 days hh:mm:ss Reporting Time Step ..................................................0 00:00:15 days hh:mm:ss Routing Time Step ......................................................15seconds Number of Elements Qty Rain Gages ................................................................1 Subbasins....................................................................1 Nodes..........................................................................1 Junctions ............................................................0 Outfalls ...............................................................1 Flow Diversions .................................................0 Inlets ..................................................................0 Storage Nodes ...................................................0 Links............................................................................0 Channels ............................................................0 Pipes ..................................................................0 Pumps ................................................................0 Orifices ...............................................................0 Weirs ..................................................................0 Outlets ...............................................................0 Pollutants ....................................................................0 Land Uses ..................................................................0 Rainfall Details SNRain GageDataData SourceRainfallRainStateCountyReturnRainfallRainfall IDSourceIDTypeUnitsPeriodDepthDistribution (years)(inches) 1GRANITE-QUARRYTime Series10YR-24HRCumulativeinchesNorth CarolinaRowan104.89SCS Type II 24-hr Subbasin Summary SNSubbasinAreaPeak RateWeightedTotalTotalTotalPeakTime of IDFactorCurveRainfallRunoffRunoffRunoffConcentration NumberVolume (ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss) 110.86484.0074.504.892.3225.1625.13 0 00:24:00 Node Summary SNElementElementInvertGround/RimInitialSurchargePondedPeakMax HGLMaxMinTime ofTotalTotal Time IDTypeElevation(Max)WaterElevationAreaInflowElevationSurchargeFreeboardPeakFloodedFlooded ElevationElevationAttainedDepthAttainedFloodingVolume AttainedOccurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1OUTFALL-1Outfall765.000.000.00 Subbasin Hydrology Subbasin : {PRE-CON}.PRE-CON : 1 Input Data Area (ac) .....................................................10.86 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................74.50 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -10.86-74.50 Composite Area & Weighted CN10.8674.50 Subbasin Runoff Results Total Rainfall (in) .........................................4.89 Total Runoff (in) ..........................................2.32 Peak Runoff (cfs) ........................................25.13 Weighted Curve Number ............................74.50 Time of Concentration (days hh:mm:ss) .....0 00:24:00 Subbasin : {PRE-CON}.PRE-CON : 1 PostConstructionFirstFlush BREC, P.A. Dollar General Î Store #22446 17 Project Description File Name .................................................................................POST-CON-ROUTING-BALANCED_OFFSITE.SPF Description ................................................................................ C:\\Users\\justi\\AppData\\Local\\Temp\\3160662020_C100-STORMWATER_1_12546_14961e95.sv$ Project Options Flow Units .................................................................................CFS Elevation Type ..........................................................................Elevation Hydrology Method .....................................................................SCS TR-55 Time of Concentration (TOC) Method ......................................User-Defined Link Routing Method .................................................................Hydrodynamic Enable Overflow Ponding at Nodes ..........................................YES Skip Steady State Analysis Time Periods .................................NO Analysis Options Start Analysis On ......................................................................Aug 17, 202000:00:00 End Analysis On .......................................................................Aug 19, 202000:00:00 Start Reporting On ....................................................................Aug 17, 202000:00:00 Antecedent Dry Days ................................................................0days Runoff (Dry Weather) Time Step ..............................................0 01:00:00 days hh:mm:ss Runoff (Wet Weather) Time Step .............................................0 00:05:00 days hh:mm:ss Reporting Time Step .................................................................0 00:00:15 days hh:mm:ss Routing Time Step ....................................................................15seconds Number of Elements Qty Rain Gages ...............................................................................1 Subbasins..................................................................................9 Nodes........................................................................................5 Junctions ..........................................................................3 Outfalls .............................................................................1 Flow Diversions ................................................................0 Inlets .................................................................................0 Storage Nodes .................................................................1 Links..........................................................................................7 Channels ..........................................................................0 Pipes ................................................................................3 Pumps ..............................................................................0 Orifices .............................................................................2 Weirs ................................................................................1 Outlets ..............................................................................1 Pollutants ..................................................................................0 Land Uses .................................................................................0 Rainfall Details SNRain GageDataData SourceRainfallRainStateCountyReturnRainfallRainfall IDSourceIDTypeUnitsPeriodDepthDistribution (years)(inches) 1GRANITE-QUARRYTime Series1IN-6HR-BALANCEDCumulativeinches0.00 Subbasin Summary SNSubbasinAreaPeak RateWeightedTotalTotalTotalPeakTime of IDFactorCurveRainfallRunoffRunoffRunoffConcentration NumberVolume (ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss) 10.21484.0099.571.000.950.200.44 0 00:05:00 20.37484.0099.171.000.900.340.76 0 00:05:00 30.51484.0087.121.000.230.120.28 0 00:05:00 40.76484.0098.311.000.820.621.21 0 00:10:00 50.07484.0093.931.000.500.040.09 0 00:05:00 60.29484.0096.261.000.650.190.48 0 00:05:00 70.78484.0093.381.000.470.360.65 0 00:14:00 87.42484.0086.271.000.201.511.84 0 00:22:00 91.70484.0087.891.000.250.420.57 0 00:20:00 Node Summary SNElementElementInvertGround/RimInitialSurchargePondedPeakMax HGLMaxMinTime ofTotalTotal Time IDTypeElevation(Max)WaterElevationAreaInflowElevationSurchargeFreeboardPeakFloodedFlooded ElevationElevationAttainedDepthAttainedFloodingVolume AttainedOccurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1OFFSITE-JUNCTIONJunction779.00784.00779.000.000.002.41779.300.004.700 00:000.000.00 2OUTFALL-JUNCTIONJunction766.00789.00766.000.000.003.02766.440.0022.560 00:000.000.00 3SCM-RISERJunction771.00778.00771.000.000.000.05771.060.006.940 00:000.000.00 4OUTFALL-1Outfall765.003.02765.37 5SAND-FILTERStorage Node774.00778.00774.000.002.38775.270.000.00 Subbasin Hydrology Subbasin : {POST-CON}.POST-CON : 1 Input Data Area (ac) .....................................................0.21 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................99.57 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.21-99.57 Composite Area & Weighted CN0.2199.57 Subbasin Runoff Results Total Rainfall (in) .........................................1.00 Total Runoff (in) ..........................................0.95 Peak Runoff (cfs) ........................................0.44 Weighted Curve Number ............................99.57 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 1 Subbasin : {POST-CON}.POST-CON : 2 Input Data Area (ac) .....................................................0.37 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................99.17 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.37-99.17 Composite Area & Weighted CN0.3799.17 Subbasin Runoff Results Total Rainfall (in) .........................................1.00 Total Runoff (in) ..........................................0.90 Peak Runoff (cfs) ........................................0.76 Weighted Curve Number ............................99.17 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 2 Subbasin : {POST-CON}.POST-CON : 3 Input Data Area (ac) .....................................................0.51 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................87.12 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.51-87.12 Composite Area & Weighted CN0.5187.12 Subbasin Runoff Results Total Rainfall (in) .........................................1.00 Total Runoff (in) ..........................................0.23 Peak Runoff (cfs) ........................................0.28 Weighted Curve Number ............................87.12 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 3 Subbasin : {POST-CON}.POST-CON : 4 Input Data Area (ac) .....................................................0.76 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................98.31 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.76-98.31 Composite Area & Weighted CN0.7698.31 Subbasin Runoff Results Total Rainfall (in) .........................................1.00 Total Runoff (in) ..........................................0.82 Peak Runoff (cfs) ........................................1.21 Weighted Curve Number ............................98.31 Time of Concentration (days hh:mm:ss) .....0 00:10:00 Subbasin : {POST-CON}.POST-CON : 4 Subbasin : {POST-CON}.POST-CON : 5 Input Data Area (ac) .....................................................0.07 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................93.93 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.07-93.93 Composite Area & Weighted CN0.0793.93 Subbasin Runoff Results Total Rainfall (in) .........................................1.00 Total Runoff (in) ..........................................0.50 Peak Runoff (cfs) ........................................0.09 Weighted Curve Number ............................93.93 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 5 Subbasin : {POST-CON}.POST-CON : 6 Input Data Area (ac) .....................................................0.29 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................96.26 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.29-96.26 Composite Area & Weighted CN0.2996.26 Subbasin Runoff Results Total Rainfall (in) .........................................1.00 Total Runoff (in) ..........................................0.65 Peak Runoff (cfs) ........................................0.48 Weighted Curve Number ............................96.26 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 6 Subbasin : {POST-CON}.POST-CON : 7 Input Data Area (ac) .....................................................0.78 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................93.38 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.78-93.38 Composite Area & Weighted CN0.7893.38 Subbasin Runoff Results Total Rainfall (in) .........................................1.00 Total Runoff (in) ..........................................0.47 Peak Runoff (cfs) ........................................0.65 Weighted Curve Number ............................93.38 Time of Concentration (days hh:mm:ss) .....0 00:14:00 Subbasin : {POST-CON}.POST-CON : 7 Subbasin : {POST-CON}.POST-CON : 8 Input Data Area (ac) .....................................................7.42 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................86.27 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -7.42-86.27 Composite Area & Weighted CN7.4286.27 Subbasin Runoff Results Total Rainfall (in) .........................................1.00 Total Runoff (in) ..........................................0.20 Peak Runoff (cfs) ........................................1.84 Weighted Curve Number ............................86.27 Time of Concentration (days hh:mm:ss) .....0 00:22:00 Subbasin : {POST-CON}.POST-CON : 8 Subbasin : POST-CON : 9 Input Data Area (ac) .....................................................1.70 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................87.89 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -1.70-87.89 Composite Area & Weighted CN1.7087.89 Subbasin Runoff Results Total Rainfall (in) .........................................1.00 Total Runoff (in) ..........................................0.25 Peak Runoff (cfs) ........................................0.57 Weighted Curve Number ............................87.89 Time of Concentration (days hh:mm:ss) .....0 00:20:00 Subbasin : POST-CON : 9 Junction Input SNElementInvertGround/RimGround/RimInitialInitialSurchargeSurchargePondedMinimum IDElevation(Max)(Max)WaterWaterElevationDepthAreaPipe ElevationOffsetElevationDepthCover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1OFFSITE-JUNCTION779.00784.005.00779.000.000.00-784.000.000.00 2OUTFALL-JUNCTION766.00789.0023.00766.000.000.00-789.000.000.00 3SCM-RISER771.00778.007.00771.000.000.00-778.000.000.00 Junction Results SNElementPeakPeakMax HGLMax HGLMaxMinAverage HGLAverage HGLTime ofTime ofTotalTotal Time IDInflowLateralElevationDepthSurchargeFreeboardElevationDepthMax HGLPeakFloodedFlooded InflowAttainedAttainedDepthAttainedAttainedAttainedOccurrenceFloodingVolume AttainedOccurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1OFFSITE-JUNCTION2.412.41779.300.300.004.70779.010.010 03:170 00:000.000.00 2OUTFALL-JUNCTION3.020.57766.440.440.0022.56766.040.040 03:170 00:000.000.00 3SCM-RISER0.050.00771.060.060.006.94771.040.040 06:030 00:000.000.00 Pipe Input SNElementLengthInletInletOutletOutletTotalAveragePipePipePipeManning'sEntranceExit/Bend IDInvertInvertInvertInvertDropSlopeShapeDiameter orWidthRoughnessLossesLosses ElevationOffsetElevationOffsetHeight (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in) 1OFFSITE-CONVEYANCE(VIRTUAL)331.56779.000.00766.000.0013.003.9200CIRCULAR24.00024.0000.01200.50000.5000 2OUTLET-CONVENANCE(VIRTUAL)50.00766.000.00765.000.001.002.0000CIRCULAR30.00030.0000.01200.50000.5000 3SCM-BARREL50.00771.000.00770.004.001.002.0000CIRCULAR18.00018.0000.01200.50000.5000 AdditionalInitialFlapNo. of LossesFlowGateBarrels (cfs) 0.00000.00No1 0.00000.00No1 0.00000.00No1 Pipe Results SNElementPeakTime ofDesign FlowPeak Flow/Peak FlowTravelPeak FlowPeak FlowTotal TimeFroudeReported IDFlowPeak FlowCapacityDesign FlowVelocityTimeDepthDepth/SurchargedNumberCondition OccurrenceRatioTotal Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1OFFSITE-CONVEYANCE(VIRTUAL)2.410 03:1748.530.056.060.910.370.180.00Calculated 2OUTLET-CONVENANCE(VIRTUAL)3.020 03:1862.840.055.860.140.400.160.00Calculated 3SCM-BARREL0.050 06:0316.090.002.030.410.060.040.00Calculated Storage Nodes Storage Node : SAND-FILTER Input Data Invert Elevation (ft) ..................................................................................774.00 Max (Rim) Elevation (ft) ..........................................................................778.00 Max (Rim) Offset (ft) ...............................................................................4.00 Initial Water Elevation (ft) ........................................................................774.00 Initial Water Depth (ft) .............................................................................0.00 Ponded Area (ft²) .....................................................................................0.00 Evaporation Loss .....................................................................................0.00 Storage Area Volume Curves Storage Curve : SAND-FILTER StageStorageStorage AreaVolume (ft)(ft²)(ft³) 023870.000 131282757.50 239256284.00 3477810635.50 4568915869.00 Storage Node : SAND-FILTER (continued) Outflow Weirs SNElementWeirFlapCrestCrestLengthWeir TotalDischarge IDTypeGateElevationOffsetHeightCoefficient (ft)(ft)(ft)(ft) 1EM-SPILLWAYTrapezoidalNo777.003.0010.001.003.33 Outflow Orifices SNElementOrificeOrificeFlapCircularRectangularRectangularOrificeOrifice IDTypeShapeGateOrificeOrificeOrificeInvertCoefficient DiameterHeightWidthElevation (in)(in)(in)(ft) 1PRINCIPAL-OUTLETSideCIRCULARNo3.00775.300.61 2SECONDARY-OUTLETBottomRectangularNo36.0036.00776.500.63 Output Summary Results Peak Inflow (cfs) ......................................................................................2.38 Peak Lateral Inflow (cfs) ..........................................................................2.38 Peak Outflow (cfs) ...................................................................................0.05 Peak Exfiltration Flow Rate (cfm) ............................................................0.00 Max HGL Elevation Attained (ft) ..............................................................775.27 Max HGL Depth Attained (ft) ...................................................................1.27 Average HGL Elevation Attained (ft) .......................................................774.40 Average HGL Depth Attained (ft) ............................................................0.4 Time of Max HGL Occurrence (days hh:mm) .........................................0 06:03 Total Exfiltration Volume (1000-ft³) .........................................................0.000 Total Flooded Volume (ac-in) ..................................................................0 Total Time Flooded (min) ........................................................................0 Total Retention Time (sec) ......................................................................0.00 Postconstruction2Year,24Hour BREC, P.A. Dollar General Î Store #22446 18 Project Description File Name ...................................................................POST-CON-ROUTING_OFFSITE.SPF Description ................................................................. C:\\Users\\justi\\AppData\\Local\\Temp\\3160662020_C100-STORMWATER_1_12546_14961e95.sv$ Project Options Flow Units ...................................................................CFS Elevation Type ............................................................Elevation Hydrology Method ......................................................SCS TR-55 Time of Concentration (TOC) Method ........................User-Defined Link Routing Method ..................................................Hydrodynamic Enable Overflow Ponding at Nodes ...........................YES Skip Steady State Analysis Time Periods ..................NO Analysis Options Start Analysis On ........................................................Aug 17, 202000:00:00 End Analysis On .........................................................Aug 19, 202000:00:00 Start Reporting On .....................................................Aug 17, 202000:00:00 Antecedent Dry Days ..................................................0days Runoff (Dry Weather) Time Step ...............................0 01:00:00 days hh:mm:ss Runoff (Wet Weather) Time Step ..............................0 00:05:00 days hh:mm:ss Reporting Time Step ..................................................0 00:00:15 days hh:mm:ss Routing Time Step ......................................................15seconds Number of Elements Qty Rain Gages ................................................................1 Subbasins....................................................................9 Nodes..........................................................................5 Junctions ............................................................3 Outfalls ...............................................................1 Flow Diversions .................................................0 Inlets ..................................................................0 Storage Nodes ...................................................1 Links............................................................................7 Channels ............................................................0 Pipes ..................................................................3 Pumps ................................................................0 Orifices ...............................................................2 Weirs ..................................................................1 Outlets ...............................................................1 Pollutants ....................................................................0 Land Uses ..................................................................0 Rainfall Details SNRain GageDataData SourceRainfallRainStateCountyReturnRainfallRainfall IDSourceIDTypeUnitsPeriodDepthDistribution (years)(inches) 1GRANITE-QUARRYTime Series2YR-24HRCumulativeinchesNorth CarolinaRowan23.36SCS Type II 24-hr Subbasin Summary SNSubbasinAreaPeak RateWeightedTotalTotalTotalPeakTime of IDFactorCurveRainfallRunoffRunoffRunoffConcentration NumberVolume (ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss) 10.21484.0098.003.363.130.660.92 0 00:05:00 20.37484.0096.203.362.931.091.58 0 00:05:00 30.51484.0068.283.360.840.430.62 0 00:05:00 40.76484.0092.633.362.561.952.60 0 00:10:00 50.07484.0079.493.361.490.110.17 0 00:05:00 60.29484.0085.613.361.940.570.91 0 00:05:00 70.78484.0077.293.361.351.051.32 0 00:14:00 87.42484.0067.353.360.795.855.36 0 00:22:00 91.70484.0067.783.360.811.381.35 0 00:20:00 Node Summary SNElementElementInvertGround/RimInitialSurchargePondedPeakMax HGLMaxMinTime ofTotalTotal Time IDTypeElevation(Max)WaterElevationAreaInflowElevationSurchargeFreeboardPeakFloodedFlooded ElevationElevationAttainedDepthAttainedFloodingVolume AttainedOccurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1OFFSITE-JUNCTIONJunction779.00784.00779.000.000.006.97779.510.004.490 00:000.000.00 2OUTFALL-JUNCTIONJunction766.00789.00766.000.000.008.50766.800.0022.200 00:000.000.00 3SCM-RISERJunction771.00778.00771.000.000.000.29771.150.006.850 00:000.000.00 4OUTFALL-1Outfall765.008.50765.62 5SAND-FILTERStorage Node774.00778.00774.000.004.89776.270.000.00 Subbasin Hydrology Subbasin : {POST-CON}.POST-CON : 1 Input Data Area (ac) .....................................................0.21 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................98.00 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.21-98.00 Composite Area & Weighted CN0.2198.00 Subbasin Runoff Results Total Rainfall (in) .........................................3.36 Total Runoff (in) ..........................................3.13 Peak Runoff (cfs) ........................................0.92 Weighted Curve Number ............................98.00 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 1 Subbasin : {POST-CON}.POST-CON : 2 Input Data Area (ac) .....................................................0.37 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................96.20 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.37-96.20 Composite Area & Weighted CN0.3796.20 Subbasin Runoff Results Total Rainfall (in) .........................................3.36 Total Runoff (in) ..........................................2.93 Peak Runoff (cfs) ........................................1.58 Weighted Curve Number ............................96.20 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 2 Subbasin : {POST-CON}.POST-CON : 3 Input Data Area (ac) .....................................................0.51 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................68.28 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.51-68.28 Composite Area & Weighted CN0.5168.28 Subbasin Runoff Results Total Rainfall (in) .........................................3.36 Total Runoff (in) ..........................................0.84 Peak Runoff (cfs) ........................................0.62 Weighted Curve Number ............................68.28 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 3 Subbasin : {POST-CON}.POST-CON : 4 Input Data Area (ac) .....................................................0.76 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................92.63 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.76-92.63 Composite Area & Weighted CN0.7692.63 Subbasin Runoff Results Total Rainfall (in) .........................................3.36 Total Runoff (in) ..........................................2.56 Peak Runoff (cfs) ........................................2.60 Weighted Curve Number ............................92.63 Time of Concentration (days hh:mm:ss) .....0 00:10:00 Subbasin : {POST-CON}.POST-CON : 4 Subbasin : {POST-CON}.POST-CON : 5 Input Data Area (ac) .....................................................0.07 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................79.49 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.07-79.49 Composite Area & Weighted CN0.0779.49 Subbasin Runoff Results Total Rainfall (in) .........................................3.36 Total Runoff (in) ..........................................1.49 Peak Runoff (cfs) ........................................0.17 Weighted Curve Number ............................79.49 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 5 Subbasin : {POST-CON}.POST-CON : 6 Input Data Area (ac) .....................................................0.29 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................85.61 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.29-85.61 Composite Area & Weighted CN0.2985.61 Subbasin Runoff Results Total Rainfall (in) .........................................3.36 Total Runoff (in) ..........................................1.94 Peak Runoff (cfs) ........................................0.91 Weighted Curve Number ............................85.61 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 6 Subbasin : {POST-CON}.POST-CON : 7 Input Data Area (ac) .....................................................0.78 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................77.29 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.78-77.29 Composite Area & Weighted CN0.7877.29 Subbasin Runoff Results Total Rainfall (in) .........................................3.36 Total Runoff (in) ..........................................1.35 Peak Runoff (cfs) ........................................1.32 Weighted Curve Number ............................77.29 Time of Concentration (days hh:mm:ss) .....0 00:14:00 Subbasin : {POST-CON}.POST-CON : 7 Subbasin : {POST-CON}.POST-CON : 8 Input Data Area (ac) .....................................................7.42 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................67.35 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -7.42-67.35 Composite Area & Weighted CN7.4267.35 Subbasin Runoff Results Total Rainfall (in) .........................................3.36 Total Runoff (in) ..........................................0.79 Peak Runoff (cfs) ........................................5.36 Weighted Curve Number ............................67.35 Time of Concentration (days hh:mm:ss) .....0 00:22:00 Subbasin : {POST-CON}.POST-CON : 8 Subbasin : POST-CON : 8 Input Data Area (ac) .....................................................1.70 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................67.78 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -1.70-67.78 Composite Area & Weighted CN1.7067.78 Subbasin Runoff Results Total Rainfall (in) .........................................3.36 Total Runoff (in) ..........................................0.81 Peak Runoff (cfs) ........................................1.35 Weighted Curve Number ............................67.78 Time of Concentration (days hh:mm:ss) .....0 00:20:00 Subbasin : POST-CON : 8 Junction Input SNElementInvertGround/RimGround/RimInitialInitialSurchargeSurchargePondedMinimum IDElevation(Max)(Max)WaterWaterElevationDepthAreaPipe ElevationOffsetElevationDepthCover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1OFFSITE-JUNCTION779.00784.005.00779.000.000.00-784.000.000.00 2OUTFALL-JUNCTION766.00789.0023.00766.000.000.00-789.000.000.00 3SCM-RISER771.00778.007.00771.000.000.00-778.000.000.00 Junction Results SNElementPeakPeakMax HGLMax HGLMaxMinAverage HGLAverage HGLTime ofTime ofTotalTotal Time IDInflowLateralElevationDepthSurchargeFreeboardElevationDepthMax HGLPeakFloodedFlooded InflowAttainedAttainedDepthAttainedAttainedAttainedOccurrenceFloodingVolume AttainedOccurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1OFFSITE-JUNCTION6.976.97779.510.510.004.49779.050.050 12:050 00:000.000.00 2OUTFALL-JUNCTION8.501.35766.800.800.0022.20766.100.100 12:050 00:000.000.00 3SCM-RISER0.290.00771.150.150.006.85771.070.070 13:200 00:000.000.00 Pipe Input SNElementLengthInletInletOutletOutletTotalAveragePipePipePipeManning'sEntranceExit/Bend IDInvertInvertInvertInvertDropSlopeShapeDiameter orWidthRoughnessLossesLosses ElevationOffsetElevationOffsetHeight (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in) 1OFFSITE-CONVEYANCE(VIRTUAL)331.56779.000.00766.000.0013.003.9200CIRCULAR24.00024.0000.01200.50000.5000 2OUTLET-CONVENANCE(VIRTUAL)50.00766.000.00765.000.001.002.0000CIRCULAR30.00030.0000.01200.50000.5000 3SCM-BARREL50.00771.000.00770.004.001.002.0000CIRCULAR18.00018.0000.01200.50000.5000 AdditionalInitialFlapNo. of LossesFlowGateBarrels (cfs) 0.00000.00No1 0.00000.00No1 0.00000.00No1 Pipe Results SNElementPeakTime ofDesign FlowPeak Flow/Peak FlowTravelPeak FlowPeak FlowTotal TimeFroudeReported IDFlowPeak FlowCapacityDesign FlowVelocityTimeDepthDepth/SurchargedNumberCondition OccurrenceRatioTotal Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1OFFSITE-CONVEYANCE(VIRTUAL)6.960 12:0548.530.147.820.710.660.330.00Calculated 2OUTLET-CONVENANCE(VIRTUAL)8.500 12:0662.840.147.400.110.710.280.00Calculated 3SCM-BARREL0.290 13:2016.090.023.340.250.140.100.00Calculated Storage Nodes Storage Node : SAND-FILTER Input Data Invert Elevation (ft) ..................................................................................774.00 Max (Rim) Elevation (ft) ..........................................................................778.00 Max (Rim) Offset (ft) ...............................................................................4.00 Initial Water Elevation (ft) ........................................................................774.00 Initial Water Depth (ft) .............................................................................0.00 Ponded Area (ft²) .....................................................................................0.00 Evaporation Loss .....................................................................................0.00 Storage Area Volume Curves Storage Curve : SAND-FILTER StageStorageStorage AreaVolume (ft)(ft²)(ft³) 023870.000 131282757.50 239256284.00 3477810635.50 4568915869.00 Storage Node : SAND-FILTER (continued) Outflow Weirs SNElementWeirFlapCrestCrestLengthWeir TotalDischarge IDTypeGateElevationOffsetHeightCoefficient (ft)(ft)(ft)(ft) 1EM-SPILLWAYTrapezoidalNo776.852.8510.001.003.33 Outflow Orifices SNElementOrificeOrificeFlapCircularRectangularRectangularOrificeOrifice IDTypeShapeGateOrificeOrificeOrificeInvertCoefficient DiameterHeightWidthElevation (in)(in)(in)(ft) 1PRINCIPAL-OUTLETSideCIRCULARNo3.00775.300.61 2SECONDARY-OUTLETBottomRectangularNo36.0036.00776.500.63 Output Summary Results Peak Inflow (cfs) ......................................................................................4.89 Peak Lateral Inflow (cfs) ..........................................................................4.89 Peak Outflow (cfs) ...................................................................................0.29 Peak Exfiltration Flow Rate (cfm) ............................................................0.00 Max HGL Elevation Attained (ft) ..............................................................776.27 Max HGL Depth Attained (ft) ...................................................................2.27 Average HGL Elevation Attained (ft) .......................................................774.87 Average HGL Depth Attained (ft) ............................................................0.87 Time of Max HGL Occurrence (days hh:mm) .........................................0 13:19 Total Exfiltration Volume (1000-ft³) .........................................................0.000 Total Flooded Volume (ac-in) ..................................................................0 Total Time Flooded (min) ........................................................................0 Total Retention Time (sec) ......................................................................0.00 Postconstruction10Year,24Hour BREC, P.A. Dollar General Î Store #22446 19 Project Description File Name ...................................................................POST-CON-ROUTING_OFFSITE.SPF Description ................................................................. C:\\Users\\justi\\AppData\\Local\\Temp\\3160662020_C100-STORMWATER_1_12546_14961e95.sv$ Project Options Flow Units ...................................................................CFS Elevation Type ............................................................Elevation Hydrology Method ......................................................SCS TR-55 Time of Concentration (TOC) Method ........................User-Defined Link Routing Method ..................................................Hydrodynamic Enable Overflow Ponding at Nodes ...........................YES Skip Steady State Analysis Time Periods ..................NO Analysis Options Start Analysis On ........................................................Aug 17, 202000:00:00 End Analysis On .........................................................Aug 19, 202000:00:00 Start Reporting On .....................................................Aug 17, 202000:00:00 Antecedent Dry Days ..................................................0days Runoff (Dry Weather) Time Step ...............................0 01:00:00 days hh:mm:ss Runoff (Wet Weather) Time Step ..............................0 00:05:00 days hh:mm:ss Reporting Time Step ..................................................0 00:00:15 days hh:mm:ss Routing Time Step ......................................................15seconds Number of Elements Qty Rain Gages ................................................................1 Subbasins....................................................................9 Nodes..........................................................................5 Junctions ............................................................3 Outfalls ...............................................................1 Flow Diversions .................................................0 Inlets ..................................................................0 Storage Nodes ...................................................1 Links............................................................................7 Channels ............................................................0 Pipes ..................................................................3 Pumps ................................................................0 Orifices ...............................................................2 Weirs ..................................................................1 Outlets ...............................................................1 Pollutants ....................................................................0 Land Uses ..................................................................0 Rainfall Details SNRain GageDataData SourceRainfallRainStateCountyReturnRainfallRainfall IDSourceIDTypeUnitsPeriodDepthDistribution (years)(inches) 1GRANITE-QUARRYTime Series10YR-24HRCumulativeinchesNorth CarolinaRowan104.89SCS Type II 24-hr Subbasin Summary SNSubbasinAreaPeak RateWeightedTotalTotalTotalPeakTime of IDFactorCurveRainfallRunoffRunoffRunoffConcentration NumberVolume (ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss) 10.21484.0098.004.894.650.981.35 0 00:05:00 20.37484.0096.204.894.451.652.34 0 00:05:00 30.51484.0068.284.891.820.931.46 0 00:05:00 40.76484.0092.634.894.053.094.01 0 00:10:00 50.07484.0079.494.892.740.200.31 0 00:05:00 60.29484.0085.614.893.330.981.53 0 00:05:00 70.78484.0077.294.892.562.002.54 0 00:14:00 87.42484.0067.354.891.7513.0113.21 0 00:22:00 91.70484.0067.784.891.793.033.25 0 00:20:00 Node Summary SNElementElementInvertGround/RimInitialSurchargePondedPeakMax HGLMaxMinTime ofTotalTotal Time IDTypeElevation(Max)WaterElevationAreaInflowElevationSurchargeFreeboardPeakFloodedFlooded ElevationElevationAttainedDepthAttainedFloodingVolume AttainedOccurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1OFFSITE-JUNCTIONJunction779.00784.00779.000.000.0015.80779.790.004.210 00:000.000.00 2OUTFALL-JUNCTIONJunction766.00789.00766.000.000.0024.44767.580.0021.420 00:000.000.00 3SCM-RISERJunction771.00778.00771.000.000.005.53771.770.006.230 00:000.000.00 4OUTFALL-1Outfall765.0024.44766.08 5SAND-FILTERStorage Node774.00778.00774.000.008.45776.760.000.00 Subbasin Hydrology Subbasin : {POST-CON}.POST-CON : 1 Input Data Area (ac) .....................................................0.21 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................98.00 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.21-98.00 Composite Area & Weighted CN0.2198.00 Subbasin Runoff Results Total Rainfall (in) .........................................4.89 Total Runoff (in) ..........................................4.65 Peak Runoff (cfs) ........................................1.35 Weighted Curve Number ............................98.00 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 1 Subbasin : {POST-CON}.POST-CON : 2 Input Data Area (ac) .....................................................0.37 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................96.20 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.37-96.20 Composite Area & Weighted CN0.3796.20 Subbasin Runoff Results Total Rainfall (in) .........................................4.89 Total Runoff (in) ..........................................4.45 Peak Runoff (cfs) ........................................2.34 Weighted Curve Number ............................96.20 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 2 Subbasin : {POST-CON}.POST-CON : 3 Input Data Area (ac) .....................................................0.51 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................68.28 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.51-68.28 Composite Area & Weighted CN0.5168.28 Subbasin Runoff Results Total Rainfall (in) .........................................4.89 Total Runoff (in) ..........................................1.82 Peak Runoff (cfs) ........................................1.46 Weighted Curve Number ............................68.28 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 3 Subbasin : {POST-CON}.POST-CON : 4 Input Data Area (ac) .....................................................0.76 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................92.63 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.76-92.63 Composite Area & Weighted CN0.7692.63 Subbasin Runoff Results Total Rainfall (in) .........................................4.89 Total Runoff (in) ..........................................4.05 Peak Runoff (cfs) ........................................4.01 Weighted Curve Number ............................92.63 Time of Concentration (days hh:mm:ss) .....0 00:10:00 Subbasin : {POST-CON}.POST-CON : 4 Subbasin : {POST-CON}.POST-CON : 5 Input Data Area (ac) .....................................................0.07 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................79.49 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.07-79.49 Composite Area & Weighted CN0.0779.49 Subbasin Runoff Results Total Rainfall (in) .........................................4.89 Total Runoff (in) ..........................................2.74 Peak Runoff (cfs) ........................................0.31 Weighted Curve Number ............................79.49 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 5 Subbasin : {POST-CON}.POST-CON : 6 Input Data Area (ac) .....................................................0.29 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................85.61 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.29-85.61 Composite Area & Weighted CN0.2985.61 Subbasin Runoff Results Total Rainfall (in) .........................................4.89 Total Runoff (in) ..........................................3.33 Peak Runoff (cfs) ........................................1.53 Weighted Curve Number ............................85.61 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 6 Subbasin : {POST-CON}.POST-CON : 7 Input Data Area (ac) .....................................................0.78 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................77.29 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.78-77.29 Composite Area & Weighted CN0.7877.29 Subbasin Runoff Results Total Rainfall (in) .........................................4.89 Total Runoff (in) ..........................................2.56 Peak Runoff (cfs) ........................................2.54 Weighted Curve Number ............................77.29 Time of Concentration (days hh:mm:ss) .....0 00:14:00 Subbasin : {POST-CON}.POST-CON : 7 Subbasin : {POST-CON}.POST-CON : 8 Input Data Area (ac) .....................................................7.42 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................67.35 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -7.42-67.35 Composite Area & Weighted CN7.4267.35 Subbasin Runoff Results Total Rainfall (in) .........................................4.89 Total Runoff (in) ..........................................1.75 Peak Runoff (cfs) ........................................13.21 Weighted Curve Number ............................67.35 Time of Concentration (days hh:mm:ss) .....0 00:22:00 Subbasin : {POST-CON}.POST-CON : 8 Subbasin : POST-CON : 8 Input Data Area (ac) .....................................................1.70 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................67.78 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -1.70-67.78 Composite Area & Weighted CN1.7067.78 Subbasin Runoff Results Total Rainfall (in) .........................................4.89 Total Runoff (in) ..........................................1.79 Peak Runoff (cfs) ........................................3.25 Weighted Curve Number ............................67.78 Time of Concentration (days hh:mm:ss) .....0 00:20:00 Subbasin : POST-CON : 8 Junction Input SNElementInvertGround/RimGround/RimInitialInitialSurchargeSurchargePondedMinimum IDElevation(Max)(Max)WaterWaterElevationDepthAreaPipe ElevationOffsetElevationDepthCover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1OFFSITE-JUNCTION779.00784.005.00779.000.000.00-784.000.000.00 2OUTFALL-JUNCTION766.00789.0023.00766.000.000.00-789.000.000.00 3SCM-RISER771.00778.007.00771.000.000.00-778.000.000.00 Junction Results SNElementPeakPeakMax HGLMax HGLMaxMinAverage HGLAverage HGLTime ofTime ofTotalTotal Time IDInflowLateralElevationDepthSurchargeFreeboardElevationDepthMax HGLPeakFloodedFlooded InflowAttainedAttainedDepthAttainedAttainedAttainedOccurrenceFloodingVolume AttainedOccurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1OFFSITE-JUNCTION15.8015.80779.790.790.004.21779.070.070 12:050 00:000.000.00 2OUTFALL-JUNCTION24.443.25767.581.580.0021.42766.140.140 12:040 00:000.000.00 3SCM-RISER5.530.00771.770.770.006.23771.090.090 12:030 00:000.000.00 Pipe Input SNElementLengthInletInletOutletOutletTotalAveragePipePipePipeManning'sEntranceExit/Bend IDInvertInvertInvertInvertDropSlopeShapeDiameter orWidthRoughnessLossesLosses ElevationOffsetElevationOffsetHeight (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in) 1OFFSITE-CONVEYANCE(VIRTUAL)331.56779.000.00766.000.0013.003.9200CIRCULAR24.00024.0000.01200.50000.5000 2OUTLET-CONVENANCE(VIRTUAL)50.00766.000.00765.000.001.002.0000CIRCULAR30.00030.0000.01200.50000.5000 3SCM-BARREL50.00771.000.00770.004.001.002.0000CIRCULAR18.00018.0000.01200.50000.5000 AdditionalInitialFlapNo. of LossesFlowGateBarrels (cfs) 0.00000.00No1 0.00000.00No1 0.00000.00No1 Pipe Results SNElementPeakTime ofDesign FlowPeak Flow/Peak FlowTravelPeak FlowPeak FlowTotal TimeFroudeReported IDFlowPeak FlowCapacityDesign FlowVelocityTimeDepthDepth/SurchargedNumberCondition OccurrenceRatioTotal Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1OFFSITE-CONVEYANCE(VIRTUAL)15.800 12:0548.530.339.010.611.180.590.00Calculated 2OUTLET-CONVENANCE(VIRTUAL)24.440 12:0562.840.399.220.091.330.530.00Calculated 3SCM-BARREL5.530 12:0416.090.346.980.120.690.460.00Calculated Storage Nodes Storage Node : SAND-FILTER Input Data Invert Elevation (ft) ..................................................................................774.00 Max (Rim) Elevation (ft) ..........................................................................778.00 Max (Rim) Offset (ft) ...............................................................................4.00 Initial Water Elevation (ft) ........................................................................774.00 Initial Water Depth (ft) .............................................................................0.00 Ponded Area (ft²) .....................................................................................0.00 Evaporation Loss .....................................................................................0.00 Storage Area Volume Curves Storage Curve : SAND-FILTER StageStorageStorage AreaVolume (ft)(ft²)(ft³) 023870.000 131282757.50 239256284.00 3477810635.50 4568915869.00 Storage Node : SAND-FILTER (continued) Outflow Weirs SNElementWeirFlapCrestCrestLengthWeir TotalDischarge IDTypeGateElevationOffsetHeightCoefficient (ft)(ft)(ft)(ft) 1EM-SPILLWAYTrapezoidalNo776.852.8510.001.003.33 Outflow Orifices SNElementOrificeOrificeFlapCircularRectangularRectangularOrificeOrifice IDTypeShapeGateOrificeOrificeOrificeInvertCoefficient DiameterHeightWidthElevation (in)(in)(in)(ft) 1PRINCIPAL-OUTLETSideCIRCULARNo3.00775.300.61 2SECONDARY-OUTLETBottomRectangularNo36.0036.00776.500.63 Output Summary Results Peak Inflow (cfs) ......................................................................................8.45 Peak Lateral Inflow (cfs) ..........................................................................8.45 Peak Outflow (cfs) ...................................................................................5.53 Peak Exfiltration Flow Rate (cfm) ............................................................0.00 Max HGL Elevation Attained (ft) ..............................................................776.76 Max HGL Depth Attained (ft) ...................................................................2.76 Average HGL Elevation Attained (ft) .......................................................775.05 Average HGL Depth Attained (ft) ............................................................1.05 Time of Max HGL Occurrence (days hh:mm) .........................................0 12:03 Total Exfiltration Volume (1000-ft³) .........................................................0.000 Total Flooded Volume (ac-in) ..................................................................0 Total Time Flooded (min) ........................................................................0 Total Retention Time (sec) ......................................................................0.00 Postconstruction100Year,24Hour BREC, P.A. Dollar General Î Store #22446 20 Project Description File Name ....................................................................POST-CON-ROUTING_OFFSITE.SPF Description .................................................................. C:\\Users\\justi\\AppData\\Local\\Temp\\3160662020_C100-STORMWATER_1_12546_14961e95.sv$ Project Options Flow Units ....................................................................CFS Elevation Type .............................................................Elevation Hydrology Method .......................................................SCS TR-55 Time of Concentration (TOC) Method .........................User-Defined Link Routing Method ...................................................Hydrodynamic Enable Overflow Ponding at Nodes ............................YES Skip Steady State Analysis Time Periods ...................NO Analysis Options Start Analysis On .........................................................Aug 17, 202000:00:00 End Analysis On ..........................................................Aug 19, 202000:00:00 Start Reporting On ......................................................Aug 17, 202000:00:00 Antecedent Dry Days ..................................................0days Runoff (Dry Weather) Time Step ................................0 01:00:00 days hh:mm:ss Runoff (Wet Weather) Time Step ...............................0 00:05:00 days hh:mm:ss Reporting Time Step ...................................................0 00:00:15 days hh:mm:ss Routing Time Step ......................................................15seconds Number of Elements Qty Rain Gages .................................................................1 Subbasins.....................................................................9 Nodes...........................................................................5 Junctions ............................................................3 Outfalls ................................................................1 Flow Diversions ..................................................0 Inlets ...................................................................0 Storage Nodes ....................................................1 Links.............................................................................7 Channels .............................................................0 Pipes ...................................................................3 Pumps .................................................................0 Orifices ...............................................................2 Weirs ..................................................................1 Outlets ................................................................1 Pollutants .....................................................................0 Land Uses ...................................................................0 Rainfall Details SNRain GageDataData SourceRainfallRainStateCountyReturnRainfallRainfall IDSourceIDTypeUnitsPeriodDepthDistribution (years)(inches) 1GRANITE-QUARRYTime Series100YR-24HRCumulativeinchesNorth CarolinaRowan1007.26SCS Type II 24-hr Subbasin Summary SNSubbasinAreaPeak RateWeightedTotalTotalTotalPeakTime of IDFactorCurveRainfallRunoffRunoffRunoffConcentration NumberVolume (ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss) 10.21484.0098.007.267.021.482.02 0 00:05:00 20.37484.0096.207.266.812.533.52 0 00:05:00 30.51484.0068.287.263.651.862.97 0 00:05:00 40.76484.0092.637.266.394.876.16 0 00:10:00 50.07484.0079.497.264.870.350.54 0 00:05:00 60.29484.0085.617.265.571.642.50 0 00:05:00 70.78484.0077.297.264.633.624.55 0 00:14:00 87.42484.0067.357.263.5526.3627.63 0 00:22:00 91.70484.0067.787.263.606.126.74 0 00:20:00 Node Summary SNElementElementInvertGround/RimInitialSurchargePondedPeakMax HGLMaxMinTime ofTotalTotal Time IDTypeElevation(Max)WaterElevationAreaInflowElevationSurchargeFreeboardPeakFloodedFlooded ElevationElevationAttainedDepthAttainedFloodingVolume AttainedOccurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1OFFSITE-JUNCTIONJunction779.00784.00779.000.000.0031.71780.260.003.740 00:000.000.00 2OUTFALL-JUNCTIONJunction766.00789.00766.000.000.0049.86769.300.0019.700 00:000.000.00 3SCM-RISERJunction771.00778.00771.000.000.0012.64772.650.005.350 00:000.000.00 4OUTFALL-1Outfall765.0049.77766.68 5SAND-FILTERStorage Node774.00778.00774.000.0014.36776.960.000.00 Subbasin Hydrology Subbasin : {POST-CON}.POST-CON : 1 Input Data Area (ac) .....................................................0.21 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................98.00 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.21-98.00 Composite Area & Weighted CN0.2198.00 Subbasin Runoff Results Total Rainfall (in) .........................................7.26 Total Runoff (in) ..........................................7.02 Peak Runoff (cfs) ........................................2.02 Weighted Curve Number ............................98.00 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 1 Subbasin : {POST-CON}.POST-CON : 2 Input Data Area (ac) .....................................................0.37 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................96.20 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.37-96.20 Composite Area & Weighted CN0.3796.20 Subbasin Runoff Results Total Rainfall (in) .........................................7.26 Total Runoff (in) ..........................................6.81 Peak Runoff (cfs) ........................................3.52 Weighted Curve Number ............................96.20 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 2 Subbasin : {POST-CON}.POST-CON : 3 Input Data Area (ac) .....................................................0.51 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................68.28 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.51-68.28 Composite Area & Weighted CN0.5168.28 Subbasin Runoff Results Total Rainfall (in) .........................................7.26 Total Runoff (in) ..........................................3.65 Peak Runoff (cfs) ........................................2.97 Weighted Curve Number ............................68.28 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 3 Subbasin : {POST-CON}.POST-CON : 4 Input Data Area (ac) .....................................................0.76 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................92.63 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.76-92.63 Composite Area & Weighted CN0.7692.63 Subbasin Runoff Results Total Rainfall (in) .........................................7.26 Total Runoff (in) ..........................................6.39 Peak Runoff (cfs) ........................................6.16 Weighted Curve Number ............................92.63 Time of Concentration (days hh:mm:ss) .....0 00:10:00 Subbasin : {POST-CON}.POST-CON : 4 Subbasin : {POST-CON}.POST-CON : 5 Input Data Area (ac) .....................................................0.07 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................79.49 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.07-79.49 Composite Area & Weighted CN0.0779.49 Subbasin Runoff Results Total Rainfall (in) .........................................7.26 Total Runoff (in) ..........................................4.87 Peak Runoff (cfs) ........................................0.54 Weighted Curve Number ............................79.49 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 5 Subbasin : {POST-CON}.POST-CON : 6 Input Data Area (ac) .....................................................0.29 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................85.61 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.29-85.61 Composite Area & Weighted CN0.2985.61 Subbasin Runoff Results Total Rainfall (in) .........................................7.26 Total Runoff (in) ..........................................5.57 Peak Runoff (cfs) ........................................2.50 Weighted Curve Number ............................85.61 Time of Concentration (days hh:mm:ss) .....0 00:05:00 Subbasin : {POST-CON}.POST-CON : 6 Subbasin : {POST-CON}.POST-CON : 7 Input Data Area (ac) .....................................................0.78 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................77.29 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -0.78-77.29 Composite Area & Weighted CN0.7877.29 Subbasin Runoff Results Total Rainfall (in) .........................................7.26 Total Runoff (in) ..........................................4.63 Peak Runoff (cfs) ........................................4.55 Weighted Curve Number ............................77.29 Time of Concentration (days hh:mm:ss) .....0 00:14:00 Subbasin : {POST-CON}.POST-CON : 7 Subbasin : {POST-CON}.POST-CON : 8 Input Data Area (ac) .....................................................7.42 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................67.35 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -7.42-67.35 Composite Area & Weighted CN7.4267.35 Subbasin Runoff Results Total Rainfall (in) .........................................7.26 Total Runoff (in) ..........................................3.55 Peak Runoff (cfs) ........................................27.63 Weighted Curve Number ............................67.35 Time of Concentration (days hh:mm:ss) .....0 00:22:00 Subbasin : {POST-CON}.POST-CON : 8 Subbasin : POST-CON : 8 Input Data Area (ac) .....................................................1.70 Peak Rate Factor ........................................484.00 Weighted Curve Number ............................67.78 Rain Gage ID ...............................................GRANITE-QUARRY Composite Curve Number AreaSoilCurve Soil/Surface Description(acres)GroupNumber -1.70-67.78 Composite Area & Weighted CN1.7067.78 Subbasin Runoff Results Total Rainfall (in) .........................................7.26 Total Runoff (in) ..........................................3.60 Peak Runoff (cfs) ........................................6.74 Weighted Curve Number ............................67.78 Time of Concentration (days hh:mm:ss) .....0 00:20:00 Subbasin : POST-CON : 8 Junction Input SNElementInvertGround/RimGround/RimInitialInitialSurchargeSurchargePondedMinimum IDElevation(Max)(Max)WaterWaterElevationDepthAreaPipe ElevationOffsetElevationDepthCover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1OFFSITE-JUNCTION779.00784.005.00779.000.000.00-784.000.000.00 2OUTFALL-JUNCTION766.00789.0023.00766.000.000.00-789.000.000.00 3SCM-RISER771.00778.007.00771.000.000.00-778.000.000.00 Junction Results SNElementPeakPeakMax HGLMax HGLMaxMinAverage HGLAverage HGLTime ofTime ofTotalTotal Time IDInflowLateralElevationDepthSurchargeFreeboardElevationDepthMax HGLPeakFloodedFlooded InflowAttainedAttainedDepthAttainedAttainedAttainedOccurrenceFloodingVolume AttainedOccurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1OFFSITE-JUNCTION31.7131.71780.261.260.003.74779.110.110 12:040 00:000.000.00 2OUTFALL-JUNCTION49.866.73769.303.300.0019.70766.230.230 12:030 00:000.000.00 3SCM-RISER12.640.00772.651.650.005.35771.130.130 11:580 00:000.000.00 Pipe Input SNElementLengthInletInletOutletOutletTotalAveragePipePipePipeManning'sEntranceExit/Bend IDInvertInvertInvertInvertDropSlopeShapeDiameter orWidthRoughnessLossesLosses ElevationOffsetElevationOffsetHeight (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in) 1OFFSITE-CONVEYANCE(VIRTUAL)331.56779.000.00766.000.0013.003.9200CIRCULAR24.00024.0000.01200.50000.5000 2OUTLET-CONVENANCE(VIRTUAL)50.00766.000.00765.000.001.002.0000CIRCULAR30.00030.0000.01200.50000.5000 3SCM-BARREL50.00771.000.00770.004.001.002.0000CIRCULAR18.00018.0000.01200.50000.5000 AdditionalInitialFlapNo. of LossesFlowGateBarrels (cfs) 0.00000.00No1 0.00000.00No1 0.00000.00No1 Pipe Results SNElementPeakTime ofDesign FlowPeak Flow/Peak FlowTravelPeak FlowPeak FlowTotal TimeFroudeReported IDFlowPeak FlowCapacityDesign FlowVelocityTimeDepthDepth/SurchargedNumberCondition OccurrenceRatioTotal Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1OFFSITE-CONVEYANCE(VIRTUAL)31.740 12:0548.530.6511.590.481.630.820.00Calculated 2OUTLET-CONVENANCE(VIRTUAL)49.770 12:0362.840.7911.360.072.090.840.00Calculated 3SCM-BARREL12.630 11:5816.090.788.030.101.250.830.00Calculated Storage Nodes Storage Node : SAND-FILTER Input Data Invert Elevation (ft) ..................................................................................774.00 Max (Rim) Elevation (ft) ..........................................................................778.00 Max (Rim) Offset (ft) ...............................................................................4.00 Initial Water Elevation (ft) ........................................................................774.00 Initial Water Depth (ft) .............................................................................0.00 Ponded Area (ft²) .....................................................................................0.00 Evaporation Loss .....................................................................................0.00 Storage Area Volume Curves Storage Curve : SAND-FILTER StageStorageStorage AreaVolume (ft)(ft²)(ft³) 023870.000 131282757.50 239256284.00 3477810635.50 4568915869.00 Storage Node : SAND-FILTER (continued) Outflow Weirs SNElementWeirFlapCrestCrestLengthWeir TotalDischarge IDTypeGateElevationOffsetHeightCoefficient (ft)(ft)(ft)(ft) 1EM-SPILLWAYTrapezoidalNo776.852.8510.001.003.33 Outflow Orifices SNElementOrificeOrificeFlapCircularRectangularRectangularOrificeOrifice IDTypeShapeGateOrificeOrificeOrificeInvertCoefficient DiameterHeightWidthElevation (in)(in)(in)(ft) 1PRINCIPAL-OUTLETSideCIRCULARNo3.00775.300.61 2SECONDARY-OUTLETBottomRectangularNo36.0036.00776.500.63 Output Summary Results Peak Inflow (cfs) ......................................................................................14.36 Peak Lateral Inflow (cfs) ..........................................................................14.36 Peak Outflow (cfs) ...................................................................................13.81 Peak Exfiltration Flow Rate (cfm) ............................................................0.00 Max HGL Elevation Attained (ft) ..............................................................776.96 Max HGL Depth Attained (ft) ...................................................................2.96 Average HGL Elevation Attained (ft) .......................................................775.25 Average HGL Depth Attained (ft) ............................................................1.25 Time of Max HGL Occurrence (days hh:mm) .........................................0 11:57 Total Exfiltration Volume (1000-ft³) .........................................................0.000 Total Flooded Volume (ac-in) ..................................................................0 Total Time Flooded (min) ........................................................................0 Total Retention Time (sec) ......................................................................0.00 SoilsReport BREC, P.A. Dollar General Î Store #22446 21 UNIVERSAL ENGINEERING SCIENCES GEOTECHNICALEXPLORATION D OLLAR G ENERAL –G RANITE Q UARRY USH WY 52&SM AIN S TREET G RANITE Q UARRY,N ORTH C AROLINA UESP ROJECT N O.2530.2000007.0000 UESR EPORT N O.1788800 P REPARED F OR: Teramore Development, LLC P.O. Box 6460 Thomasville, GA 31758 Phone (229)977-2099 P REPARED B Y: Universal Engineering Sciences 2520 Whitehall Park Drive, Suite 250 Charlotte, NC 28273 (704)583-2858 July 23, 2020 Consultants in: Geotechnical Engineering • Environmental Sciences • Construction Materials Testing•Threshold Inspection •Geophysical Services •Building Inspection •Plan Review •Building Code Administration TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION..................................................................................................................................1 2.0 SITE DESCRIPTION...........................................................................................................................................1 2.1 G ENERAL.........................................................................................................................1 2.2 G EOLOGY........................................................................................................................1 3.0 PURPOSE AND SCOPE OF SERVICES...........................................................................................................2 URPOSE AND S COPE OF S ERVICE...................................................................................2 3.1 P 3.2 L IMITATIONS....................................................................................................................2 4.0 FIELD EXPLORATION......................................................................................................................................3 4.1 G ENERAL.........................................................................................................................3 4.2 S TANDARD P ENETRATION T EST (SPT)B ORINGS................................................................3 5.0 SUBSURFACE CONDITIONS............................................................................................................................4 5.1 G ENERALIZED S OIL P ROFILE.............................................................................................4 ROUNDWATER...............................................................................................................5 5.2 G 6.0 LABORATORY TESTING..................................................................................................................................5 7.0 INFILTRATION TESTING.................................................................................................................................5 8.0GEOTECHNICAL ASSESSMENT..............................................................................................................6 8.1 E XISTING U NDOCUMENTED F ILL S OILS..............................................................................6 ROUNDWATER...............................................................................................................6 8.2 G 8.3 M OISTURE S ENSITIVE S OILS.............................................................................................7 9.0 FOUNDATION DESIGN RECOMMENDATIONS..........................................................................................7 ENERAL.........................................................................................................................7 9.1 G 9.2 A LLOWABLE N ET S OIL B EARING P RESSURE.......................................................................7 OUNDATION S IZE............................................................................................................8 9.3 F 9.4 B EARING D EPTH..............................................................................................................8 EARING M ATERIAL..........................................................................................................8 9.5 B 9.6 S ETTLEMENT E STIMATES..................................................................................................8 9.7 F LOOR S LABS..................................................................................................................9 10.0 PAVEMENT RECOMMENDATIONS...........................................................................................................10 10.1 G ENERAL........................................................................................................................10 LEXIBLE P AVEMENTS.....................................................................................................10 10.2 F 10.3 C ONCRETE “R IGID”P AVEMENTS.......................................................................................11 AVEMENT M ATERIALS....................................................................................................11 10.4 P 10.5 P ERFORMANCE E XPECTATIONS........................................................................................12 11.0 SITE PREPARATION......................................................................................................................................12 ENERAL........................................................................................................................12 11.1 G 11.2 U SE OF E XCAVATED S OILS AS S TRUCTURAL F ILL..............................................................13 NDERGROUND U TILITY L INES.........................................................................................13 11.3 U 11.4 E XCAVATED S LOPES AND F ILL E MBANKMENTS..................................................................13 XCAVATIONS.................................................................................................................14 11.5 E 11.6 R ETAINING W ALLS...........................................................................................................14 12.0 CLOSURE.....................................................................................................................................................15 i LIST OF TABLES Table I:Groundwater Measurements................................................................................5 Table II:Flexible Pavement Design.................................................................................11 Table III:Rigid Pavement Design......................................................................................11 Table IV:Lateral Earth Pressure Parameters (Level Backfill)*...........................................14 APPENDICES APPENDIX A Site Location Map.............................................................................................Figure A-1 APPENDIX B Boring Location Plan........................................................................................Figure B-1 Profile 1............................................................................................................Figure B-2 Boring Logs (11)..............................................................................................B-3 to B-14 Key To Boring Logs...................................................................................................B-15 APPENDIX C GBADocument...........................................................................................................C-1 Constraints and Restrictions........................................................................................C-2 ii Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 1.0 PROJECT DESCRIPTION We understand that Teramore Devlopment, LLC intends to develop Rowan County Tax Parcel 628174 on the eastern side of NC Hwy 52 in Granite Quarry, North Carolina. The development will include the construction of an approximate 9,100 square-foot retail store, associated pavement areas, a drainage retention area and a septic drain field area. We were not provided structural loading information at the time of this exploration.Therefore we have assumed that loads for isolated interior columns and exterior load-bearing walls will not exceed 50 kips and 4 kips/linear foot, respectively. We were not provided existing or proposed grades pertaining to site development. Therefore,we have assumedfor the purposes of this report that maximum cut and fill throughout the site will be about 2feet. Should any of the above information or assumptions made by UES be inconsistent with the planned development and construction, we request that you contact us immediately to allow us the opportunity to review the new information in conjunction with our report and revise or modify our engineering recommendations accordingly, as needed. UES must review the final site and grading plans and structural design loads to validate all recommendations rendered herein. Without such a review, our recommendations may not be applicable, resulting in potentially unacceptable performance of site improvements for which UES will not be responsible or liable. Depending on the finalized details of the development, alterations to the recommendations provided herein and/or additional field work may be warranted. No site or project facilities/improvements, other than those described herein, should be designed usingthe soil information presented in this report. Moreover, UES will not be responsible for the performance of any site improvement so designed and constructed. 2.0 SITE DESCRIPTION 2.1G ENERAL The site is located to the east of NC Hwy 52 directly across from its intersection with S Main Street at Rowan County Tax Parcel 628174. The eastern portion of the site is wooded and the western portion is utilized as a vineyard. A wooded open-air pavilion is present in the northwestern corner of the site with associated gravel and concrete driveways. A low drainage area is present in the southeastern corner of the site, but no drainage features or bodies of water were observed at the time of our site visit. 2.2G EOLOGY Theproject site is located in the centralportion of the Piedmont Physiographic Province (Piedmont)of North Carolinawithin the Charlotte Terrane. The Piedmontis a relatively broad strip extending from central Alabama across Georgia and the Carolinasinto Virginia. Rocks of the Piedmont occur in belts that are some of the oldest formations in the United States. The rock types are primarily metamorphic gneiss and schist with some granite intrusions. The major portion of the bedrock in the Piedmont is covered with a varying thickness of residual soil that has been derived by chemical decomposition and physical weathering of the underlying parent rock. Residual soils developed during the weathering of this bedrock consist 1 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 predominately of micaceous sandy silts and silty sands, which grade to clayey silts and clays with nearness to the ground surface. The thickness of the residual soils can vary from only a few feet to in excess of 100 feet. The boundary between the residual soil and the underlying bedrock is not sharply defined. Generally, a transition zone consisting of very hard soil to soft rock, appropriately classified as "partially weathered rock"(PWR), is found. For engineering purposes, “partially weathered rock” is defined as any residual soils which exhibit blow counts greater than 100 blows per foot. Within the transition zone, large boulders or lenses of relatively "fresh" rock that are generally much harder than the surrounding material often exist. The irregular bedrock surface is essentiallya consequence of differential weathering of the various minerals and joint patterns of the rock mass. 3.0 PURPOSE AND SCOPE OF SERVICES 3.1P URPOSE AND S COPE OF S ERVICE This report presents an evaluation of site conditions on the basis of geotechnical procedures for site characterization,with special attention to potential problems that may impact the proposed development. The recovered samples were not examined, either visually or analytically, for chemical composition or environmental hazards. We would be glad to provide you with a proposal for these services at your request. The services conducted by Universal Engineering Sciences during our geotechnical exploration are as follows: Drilleda total of ten(10)Standard Penetration Test (SPT) boringswithin the proposed development areasto depths ranging from 5 to 40 feetbelow the ground surface (bgs); Performed one (1) Estimate of the Seasonal High-Water Table; Performed one (1) infiltration test within the septic-drainage area; Securedsamples of representative soils encountered in the soil borings for review, laboratory analysis and classification by a Geotechnical Engineer; Measuredthe existing site groundwater levels and provide an estimate of the seasonal high groundwater level at the boring locations; Assessedthe existing soil conditions with respect to the proposed construction; Prepareda report which documents the results of our exploration and analysis with geotechnical engineering recommendations for site preparation, foundation design and pavement design. 3.2L IMITATIONS This report has been prepared for the exclusive use of TeramoreDevelopment, LLC, and their affiliates, successors, and assigns. This report should aid the architect/engineer in the design of the proposed commercial structure. The scope is limited to the specific project and locations described herein. Our description of the project's design parameters represents our understanding of the significant aspects relevant to soil and foundation characteristics.In the 2 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 event that any changes in the design or location of the structures as outlined in this report are planned, we should be informed so the changes can be reviewed and the conclusions of this report modified, if required, and approved in writing by UES. UES cannot be held responsible for problems arising from changes about which we are not informed. The recommendations submitted in this report are based upon the data obtained from the soil borings performed at the locations indicated on the Boring Location Plan and from other information as referenced. This report does not reflect any variations which may occur between the boring locations. The nature and extent of such variations may not become evident until the course of construction. If variations become evident, it will then be necessary for a re-evaluation of the recommendations of this report after performing on-site observations and/or testing during the construction period and noting the characteristics of the variations. All users of this reportare cautioned that there was no requirement for UES to attempt to locate any man-made buried objects or identify any other potentially hazardous conditions that may exist at the site during the course of this exploration. Therefore,no attempt was made by UES to locate or identify such concerns. UES cannot be responsible for any buried man-made objects or subsurface hazards which may be subsequently encountered during construction that are not discussed within the text of this report. We can provide thisservice if requested. Borings for a typical geotechnical report are widely spaced and generally not sufficient for reliably detecting the presence of isolated, anomalous surface or subsurface conditions, or reliably estimating unsuitable or suitable material quantities. Accordingly, UES does not recommend relying on our boring information to negate presence of anomalous materials or for estimation of material quantities unless our contracted services specifically include sufficient exploration for such purpose(s) and within the report we so state that the level of exploration provided should be sufficient to detect such anomalous conditions or estimate such quantities. Therefore, UES will not be responsible for any extrapolation or use of our data by othersbeyond the purpose(s) for which it is applicable or intended. For a further discussion of the scope and limitations of a typical geotechnical report please review the document attached within the Appendix, "Important Information about This Geotechnical Engineering Report" prepared by GBC. 4.0 FIELD EXPLORATION 4.1G ENERAL The field exploration was performed with an ATVmounted CME 550Xdrill on June 30, 2020. Horizontal and vertical survey control was notprovided for the test boring locations prior to or during our field exploration program. UES personnel located theboringson siteby using the provided siteplan, existing on-site landmarks, and by using a handheld GPS device. The boring locationsshould be assumed approximateand accurate to a degree of the methods described. If more exact locations are desired,a professional surveyor should be engaged to have the boringslocated in the field. 4.2S TANDARD P ENETRATION T EST (SPT)B ORINGS Standard Penetration Test (SPT)borings were performed in general accordance with the procedures of ASTM D-1586 (Standard Method for Penetration Test and Split-Barrel Sampling of Soils). The SPT drilling technique involves driving a standard split-barrel sampler into the soil 3 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 by a 140-pound hammer, free falling 30 inches.The number of blows required to drive the sampler 1 foot, after an initial seating of 6 inches, is designated the standard penetration resistance, or N-value, an index to soil strength and consistency. All borings were advanced using hollow stem auger drilling techniques. SPT sampling was performedon 2.5 feet intervals to a depth of 10 feet, and on 5 feet intervals thereafter. The SPT testwere performed using an automatic hammeras opposed to a manual hammer driven by a cat-head. The automatic hammer has a higher efficiency than a manual hammer, thus yielding lower standard penetration resistance values (blow counts). We recognized this and account for it in our evaluation. However, the raw field-recorded blow counts, and the reported consistency/relative density terms based on those field-recorded values, are presented on the boring logs without correction factors applied. 5.0 SUBSURFACE CONDITIONS 5.1G ENERALIZED S OIL P ROFILE The results of our field exploration and laboratory analysis, together with pertinent information obtained from the SPT borings, such as soil profiles, penetration resistance and groundwater levels are shown on the boring logs included in the Appendix. The Key to Boring Logs, Soil Classification Chart is also included in the Appendix. The soil profiles were prepared from field logs after the recovered soil samples were examined by a Geotechnical Engineer. The stratification lines shown on the boring logs represent the approximate boundaries between soil types, and may not depict exact subsurface soil conditions. The actual soil boundaries may be more transitional than depicted. A general summaryof the soils encountered at our boring locations is presented below. For detailed soil profilesand sample descriptions, please refer to the attached boring logs. Surface Materials:Surface materials consisted of approximately 3to 9inches of topsoil at all boring locations except B-4 and B-9 where no topsoil was observed. Variationin topsoil thickness can occur due to previous site utilization and topographic variation. As such, variations in topsoil thickness should be anticipated throughout the site during stripping operations. Topsoil is generally considered to be a dark colored surficial material with a high organic content and is generally unsuitable for structural and pavement support. UES has not performed any organic content tests on these soils nor evaluated their agricultural and/or horticultural properties. FillSoils:Beneath the topsoil at borings B-1, B-2, B-5, B-8 and B-10,fill soils were encountered and extend to approximate depths ranging from 3 to 5½ feet bgs. These soils were generallyclassified as soft and stiff silty CLAYs (CH), firm very silty CLAYs (CL), firm and stiff sandy SILTs (ML), and loose silty SANDs (SM) exhibiting N-values ranging from 4 to 12 blows per foot (bpf). Residual Soils: Beneath the topsoil, residual soils of the Piedmont Physiographic Province of North Carolina were encountered and extend to boring termination depths. These soils were generally classified as soft and stiff very silty CLAYs (CL), soft to hard very clayey SILTs (MH), very soft to hard sandy/clayey SILTs (ML), and loose to medium dense sandy SILTs (SM) exhibiting N-values ranging from 3 to 32 bpf. 4 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 5.2G ROUNDWATER Groundwater wasencountered at allboringlocations except B-6 through B-8at measured depths ranging from 2 to 4feet bgs. Depending on final site grades, temporary and/or permanent dewatering may be required. Fluctuations in groundwater levels throughout the year arecommon in this geology, primarily due to seasonal variations in rainfall, surface runoff, and other factors that may vary from the time the borings were conducted. The Estimated Seasonal High Water Level (ESHWL) was evaluated within boring B-9. Groundwater was encountered in boring B-9 at a measured depth of2 feet bgs. A review of the USDA Web Soil Survey indicates HeB (Helena Sandy Loam, 1 to 6 percent slopes) soils present near B-9 and the proposed drainage retention area with an approximate depth to water table listed as between 18 and 30 inches (1.5 and 2.5 feet, respectively) bgs. Therefore we estimate that this depth to the groundwater table at boring B-9 generally corresponds to the seasonal high water table. TABLE I –GROUNDWATER MEASUREMENTS Boring IDDepth toGroundwater (ft.) B-14.0 B-23.5 B-32.5 B-43.0 B-53.5 B-92.0 B-104.0 6.0 LABORATORY TESTING The soil samples recovered from the test borings were returned to our laboratory andvisually classified in general accordance with ASTM D 2487“Standard Classification of Soils for Engineering Purposes”(Unified Soil Classification System). We selected representative soil samples from the borings for laboratory testing to aid in classifying the soils and to help to evaluate the general engineering characteristics of the site soils. The results of these tests have been presentedon the boring logs in the report Appendix. A summary of the tests performed has also been presentedin Table I. 7.0 INFILTRATIONTESTING The test location wasexcavated using a hollow stem auger to approximately 5 feet bgs.SPT sampling was performed during drilling. Theresults of the SPTsampling and visual classifications can be found on the boring log for B-10. After the holewasexcavated, the field engineer scarified the sidewalls of thehole and placed about 3 inches of gravel in the bottom to prevent the scouring of the hole bottom while water is being poured into the hole.Water was added to the hole until the 5 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 level was 12 inches above the bottom and allowed to infiltrate for 1 hourtosaturate the surrounding soils.During this time, the water level was monitored every 30 minutes to establish the frequency of water level readings during the test. The percolation testingproceeded by filling the hole with at least 12inches of water from the bottom and monitoring the drop in water level every 30 minutes using a water level indicator. We were not able to establish an infiltration rate at this location. Factors affecting the infiltration rate can include the soil type, groundwater levels,the consistency/relative density of the soils, etc. 8.0GEOTECHNICAL ASSESSMENT The following geotechnical design recommendations have been developed on the basis of the previously described project characteristics and subsurface conditions encountered. If there are any changes in these project criteria, including building locations on the site, areview should be made by UESto determine if modifications to the recommendations are warranted. Once final design plans and specifications are available, a general review by UESis recommended as a means to check that the evaluations made in preparation of this report are correct and that earthwork and foundation recommendations are properly interpreted and implemented. Based on the results of the fieldwork, laboratory evaluation and engineering analyses, we have identified the following potential constraints to the development of this site including the presence of shallow weathered rock, as well as wetand moisture sensitive soils. However, we believe with proper planning and execution, as well as performing the site preparation measures presented herein to address the wet soils on-site, the site can be adapted for the proposed structure and associated improvements. 8.1E XISTING U NDOCUMENTED F ILL S OILS The results of our geotechnical exploration identified the presence of soft/loose and wet undocumented FILL soils comprised of silty CLAY (CH), very silty CLAY (CL), very clayey SILT (MH) and silty SAND (SM) soils. It is our assumption that the FILL soils are undocumented and were not tested for proper compaction or moisture conditioning when placed. Undocumented fill soils in this instance pose the risk of post-construction settlements outside the range of generally acceptable limits. We recommend a comprehensive field testing program during construction to minimize the risk of post-construction settlement. Special consideration during foundation and slab construction should be given to the existing FILL soils. Proofrolling of the building pad prior to fill placement and/or slab construction and Dynamic Cone Penetrometer testing within the exposed foundation bearing stratums be used to evaluate and delineate the extent of any soft/loose and wet unsuitable soils present in the building pad.Some undercutting of soft/wet soils should be anticipated in these boring locations. 8.2G ROUNDWATER Groundwater was encountered at all boring locations except B-6, B-7 and B-8 at measured depths ranging from 2 to 4 feet bgs. Depending on final site grades, temporary and/or permanent dewatering may be required. Additional recommendations pertaining to dewatering can be made once final site grades have been established. Some undercutting of soft/wet soils should be anticipated in these boring locations. 6 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 8.3M OISTURE S ENSITIVE S OILS The results of our geotechnical exploration identified the presence of fill and residual siltyCLAY (CH),very siltyCLAY (CL)and Very Clayey SILT (MH)soils at boring locationsB-1 through B-4, B-7, and B-9. These soils are typically difficult to work when wet, and can lose strength when exposed to moisture intrusion and repeated construction traffic. Depending on final site grades, we anticipate that moisture modification and some undercutting of these soils will be necessary during construction. The depth and extent of undercut required will depend on the prevailing weather conditions and construction practices. We recommend proofrolling these soilsduring construction, and prior to fill placement,in the manner outlined in the Site Preparation and Grading sectionof this report to determine their suitability to remain in place. Additional recommendations for remediation of any unstable soils observed during construction can be provided in the field by a qualified engineer from UES during construction. 9.0 FOUNDATION DESIGN RECOMMENDATIONS ENERAL 9.1G The following recommendations are made based upon a review of our understanding of the proposed construction, and experience with similar projects and subsurface conditions. The applicability of geotechnical recommendations is very dependent upon project characteristics such as improvement locations, and grade alterations. UES must review the final site and grading plans to validate all recommendations rendered herein. Additionally, if subsurface conditions are encountered during construction, which were not encountered in the borings, report those conditions immediately to us for observation and recommendations. In general, if softand/or unsuitablesoils(i.e. organic debris, etc.)are present, we recommend complete removal and replacement with suitablecompacted structural fill. Theselection ofan adequate remediation method will greatly depend on weather conditions prior to and during construction. Remediation methods may include, but are not limited to, selective undercut, moisture conditioning, variable lift thicknesses, an increase of compaction requirementsor complete removal and replacement with properly compacted structural fill. It is our opinion thattheproposed residential structures can be supported on properly designed and constructed shallow foundation systemswith proper site preparation. Provided that the site preparation recommendations outlined in this report are strictly followed, the parameters outlined below may be used for foundation design. 9.2A LLOWABLE N ET S OIL B EARING P RESSURE The finishedfloor elevations ofthe proposed residential structures were not providedat the time of this report.Localized undercutting of foundations and slabs-on-grade may be required where soft/loose and/or wet soils were encountered in our borings. Undercutting may also be required if unsuitable material is encountered during foundation excavationand slab-on-grade construction. We recommend all slab subgrade and footing excavations are thoroughly evaluated by the Geotechnical Engineer prior to concrete placement at the time of construction. 7 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 Provided our suggested site preparation procedures are followed, we recommend designing shallow footing foundations for a maximum allowable net soil bearing pressure of 2,500 pounds per square foot (psf). The allowable net bearing pressure is that pressure that may be transmitted to the soil in excess of the minimum surrounding overburden pressure. The allowable bearing pressure should include dead load plus sustained live load. 9.3F OUNDATION S IZE For continuous wall foundations, the minimum footing width should comply with the current local building code, but under no circumstances should be less than 12 inches. The minimum width recommended for an isolated column footing is 24 inches. Even though the maximum allowable soil bearing pressure maynot be achieved, these width recommendations should control the size of the foundations. 9.4B EARING D EPTH The bottom of allfoundations should bear at a minimum depth of 18 inches below the lowest adjacent final ground surface or deeper as required by the governing building code for frost penetration, protective embedment, and resistance to seasonal moisture changes. We recommend stormwater and surface water be diverted away from the building exterior, both during and after construction, to reduce the possibility of erosion beneath the exterior footings. 9.5B EARING M ATERIAL Foundationsbearing on existing undocumented fill or moderately plastic to highly plasticsoils (some ML, MH, some CL, and CH) may necessitate over-excavation and replacement crushed stone fully encapsulated with woven geotextile fabric(Mirafi 500X or similarly approved fabric), flowable fill, or lean concrete if deemed to be unsuitable for bearing as determined by the foundation inspection at the time of construction. Due to the observed depth to the water table, backfill of foundation excavations with compacted structural fill is not recommended.This inspection should include the use of the dynamic cone penetrometer test for assessing the strength of bearing conditions. Foundationconcrete should be placed as soon as possible after excavation. If foundation excavations must be left open overnight, or exposed to inclement weather, the base of the excavation should be protected with a mat a couple of inches of lean concrete. Footing excavations should be protected from surface water run-off and freezing. If water is allowed to accumulate within a footing excavation and soften the bearing soils, or if the bearing soils are allowed to freeze, the deficient soils should be removed from the excavation prior to concrete placement. 9.6S ETTLEMENT E STIMATES We estimate that foundations designed and constructed in accordance with the recommendations herein will experience post-construction total settlements generally less than 1-inch with differential settlement along a 40-foot long portion of a continuous footing, or similarly spaced column footings generally less than ½-inch. Total and differential settlements of these magnitudes are usually considered tolerable for the anticipated construction.However, the tolerance of the proposed structure to the predicted total and differential settlements should be confirmed by the structural engineer. 8 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 9.7F LOOR S LABS Near surface clayey existing FILL soils were encountered in borings B-1 and B-2 todepths of 5½ and 3 feet bgs, respectively, and very clayey SILTresidual soils were encounteredto depths of approximately 12 feet bgs within the areas of the proposed building pad.In addition, the these soils are typically difficult to work when wet, and can lose strength when exposed to moisture intrusion and repeated construction traffic. Depending on final site grades, we anticipate that moisture modification and some undercutting of these soils will be necessary during construction. The depth and extent of undercut required will depend on the prevailing weather conditions and construction practices. We recommend proofrolling these soilsduring construction, and prior to fill placement,in the manner outlined in the Site Preparation and Grading sectionof this report to determine their suitability to remain in place. Additional recommendations for remediation of any unstable soils observed during construction can be provided in the field by a qualified engineer from UES during construction. Whereconcrete slabs are designed as beams on an elastic foundation, the soils that will comprise the subgrade soils should be assumed to have a modulus of subgrade reaction (k) of 110 pounds per cubic inch (pci). This value is estimated based on the expected results of a plate load test using a nominal 30-inch plate. In order to provide uniform support beneath any proposed floor slab-on-grade, we recommend that floor slabs be underlain by a minimum of 4 inches of compacted aggregate base course material. Theaggregate base course material should be compacted to at least 100 percent of its modified Proctor maximum dry density. Open-graded crushed stone, such as No. 57 stone may also be used; however, it is our experience that open graded crushed stone can collect water during periods of rain and cause saturation and softening of the subgrade soils prior to placement of the floor slab concrete. Therefore, construction sequencing/timing, and the season in which the stone is placed, should be taken into consideration. The crushed rock is intended to provide a capillary break to limit migration of moisture through the slab. If additional protection against moisture vapor is desired, a vapor retarding membrane may also be incorporated into the design; however, there are no specific conditions that mandate its use. Factors such as cost, special considerations for construction, and the floor coverings suggest that decisions on the use of vapor retarding membranes be made by the architect and owner. Based on the subsurface materials and the intended use of the structure, we recommend the use of a vapor retarding membrane. Vapor retarders, if used, should be installed in accordance with ACI 302.1, Chapter 3. The precautions listed below should be closely followed for construction of slabs-on-grade. These details will not prevent the amount of slab movement, but are intended to reduce potential damage should some settlement of the supporting subgrade take place. Cracking of slabs-on-grade is normal and should be expected. Cracking can occur not only as a result of heaving or compression of the supporting soil, but also as a result of concrete curing stresses. The occurrence of concrete shrinkage cracks, and problems associated with concrete curing may be reducedand/or controlled by limiting the water to cement ratio of the concrete, proper concrete placement, finishing, and curing, and by the placement of crack control joints at frequent intervals, particularly, where re-entrant slab corners occur. The AmericanConcrete Institute (ACI) recommends a maximum panel size (in feet) equal to approximately three times the thickness of the slab (in inches) in both directions. For example, joints are recommended at 9 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 a maximum spacing of 12 feet assuming a four-inch thickslab. We also recommend that control joints be scored three feet in from and parallel to all foundation walls. Using fiber reinforcement in the concrete can also control shrinkage cracking. Some increase in moisture content is inevitable as a result of development and associated landscaping; however, extreme moisture content increases can be largely controlled by proper and responsible site drainage, building maintenance and irrigation practices. All backfill in areas supporting slabs should be moisture conditioned and compacted as described earlier in this report. Backfill in all interior and exterior utility line trenches should be carefully compacted. Exterior slabs should be isolated from the building. These slabs should be reinforced to function as independent units. Movement of these slabs should not be transmitted to the building foundation or superstructure. 10.0 PAVEMENT RECOMMENDATIONS 10.1G ENERAL We were not provided traffic loading data; however, we have prepared the pavement design based on our experience with similar soils and projects, and an assumed CBR value of 3 percent. Design procedures are based on the AASHTO “Guide for Design of Pavement Structures” and associated literature. The materials recommended for the pavement design are referenced to theNorth CarolinaDepartment of Transportation’s (NCDOT)November 2007 “Modifications to the April 2000 Interim Pavement Design Procedure”and the “Interim Pavement Design Procedure” published April 1, 2000. Based on the subsurface conditions, and assuming our grading recommendations will be implemented as specified, the following presents our recommendations regarding typical pavement sections and materials. We recommend that a proofroll be performed with a fully-loaded tandem axle dump truck or similar rubber-tired equipment to determine if there is any unsuitable material located throughout the pavement areasby the Geotechnical Engineer, to confirm that all unsuitable materials are removed and to prevent unnecessary undercutting of suitable materials. Remediation may include undercutting and replacement with compacted structural fill, installation of geogrid, or the use of additional graded aggregate base. 10.2F LEXIBLE P AVEMENTS It is our opinion that the flexible pavement should consist of a surface course of asphaltic concrete and a base course of granular material. Granular material is necessary for structural support and to help drain rainwater that seeps below the pavement. The thicknesses of our design are summarized in the following table.These thicknesses may not meet the county or municipal codes for pavements. If the municipality standards are greater than our recommendations, the flexible pavement section design should meet the municipality standards. 10 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 TABLE II–FLEXIBLE PAVEMENT DESIGN Minimum Compacted Thickness FLEXIBLE PAVEMENT Standard DutyHeavy Duty DESIGN (inches)(inches) Asphalt Surface Course 9.5 mm 1.53.0 SuperPave Mix Asphalt Binder Course 2.02.5 19 mm SuperPave Mix Aggregate Base Course6.08.0 10.3C ONCRETE “R IGID”P AVEMENTS The use of concrete for paving has become more prevalent in recent years due to the long-term maintenance cost benefits of concrete compared to asphaltic pavements. Proper finishing of concrete pavements requires the use of appropriate construction joints to reduce the potential for cracking. Construction joints should be designed in accordance with current Portland Cement Association guidelines. Joints should be sealed to reduce the potential for water infiltration into pavement joints and subsequent infiltration into the supporting soils. The concrete should have a minimum compressive strength of 4,000 psi at 28 days and a 28-day flexural strength of no less than 550 psi.The concrete should also be designed with 5 1 percent entrained air to improve workability and durability. All pavement materials and construction procedures should conform to NCDOTor appropriate cityand/orcounty requirements. Large front-loading trash dump trucks frequently impose concentrated front-wheel loadson pavements during loading. This type of loading typically results in rutting of the pavement and ultimately, pavement failures. Therefore, we recommend that the pavement in trash pickup areas consist of a Heavy Dutyrigid pavementsection as described in Table III below. TABLE III–RIGIDPAVEMENT DESIGN Graded Aggregate Minimum Pavement Maximum Control Recommended Saw Service Level Base (GAB)ThicknessJoint SpacingCut Depth Heavy Duty4 inches6 Inches12 Feet x 12 Feet2Inches 10.4P AVEMENT M ATERIALS The aggregate base course should consist of ABC stone meeting the gradation specification of NCDOT. This base course should be compacted to at least 98percent of the maximum dry density, as determined by the StandardProctor compaction test (ASTM D698, Method C). To confirm that the base course has been uniformly compacted, in-place field density tests should be performed by a qualified engineering technician, and the area should be methodically proof- rolled under his evaluation. In addition, all asphalt material and paving operations should meet applicable specifications of the Asphalt Institute and NCDOT Roadway Design Manual. 11 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 All materials and workmanship should meet the requirements of NCDOT Construction Manual. Also, sufficient tests and inspections should be performed during pavement installation to confirm that the required thickness, density, and quality requirements of the specifications are followed. 10.5P ERFORMANCE E XPECTATIONS Our experience indicates that an overlay may be needed in approximately 8 to 10 years due to normal weathering of the asphaltic concrete. Additionally, some areas could require repair and maintenance in a shorter time period.The performance of the flexible and rigid pavements will be influenced by a number of factors including the actual condition of subgrade soils at the time of pavement installation, installed thicknesses and compaction, and drainage. The subgrade soils should be re-evaluated by thorough proof-rolling immediately prior to base placement and paving and any unstable areas undercut or repaired as required to achieve stable soils. This recommendation is very important to the long-term performance of the pavements and slabs. Areas adjacent to pavements (embankments, landscaped island, ditching, etc.) which can drain water (rainwater or sprinklers) should be designed so that water does not seep below the pavements. This may require the use of french drains or swales. Use of extruded curb or elimination of curb entirely, can allow lateral migration of irrigation water from the abutting landscape areas into the base and/or interface between the asphaltic concrete and base. This migration of water may cause base saturation and failure and/or separation of the asphaltic concrete wearing surface from the basewith subsequent rippling and pavement deterioration. For extruded curbing, we recommend that an underdrain be installed behind the curb wherever anticipated storm, surface, or irrigation waters may collect. In addition, landscape islands should be drainedof excess water buildup using an underdrain system. Alternatively, we recommend that curbing around the landscape sections adjacent to the parking lots be constructed using full depthcurb sections. Light duty roadways and incomplete pavement sections will not perform satisfactorily under construction traffic loadings. We recommend that construction traffic (construction equipment, concrete trucks, sod trucks, garbage trucks, dump trucks, forklifts, etc.) be re-routed away from these roadways or that the pavement section bedesigned for these loadingsand thickened in order to provide acceptable performance throughout the lifecycle of the pavement section. 11.0 Site Preparation 11.1G ENERAL After required erosion control measures have been put in place andsite clearing/stripping operations have been completed,the exposed subgrade should be evaluated by the Geotechnical Engineer to evaluate the stability of the subgrade. To aid the Engineer during this evaluation, the exposed subgrade should be methodically proof-rolled with a fully-loaded tandem axle dump truck,or similar rubber-tired equipment to identify the presence ofunsuitable or unstable soils that require remediation. Any organic laden topsoil found during site preparation should be completely removed. The extent of the soft or/and organic material to be removed should be determined during stripping and excavation activities and confirmed withproof-rolling.Any areas that deflect excessively under proof-rolling or that are deemed loose, soft, organic, or wet should be undercutand 12 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 backfilled, as directedby the Geotechnical Engineer. Approved materials may include ABC stone, washed stone encapsulated in a filter fabric (Mirafi 140N or similar), compacted structural fill, and/or geogridas necessary. All undercutting should be observed by the Geotechnical Engineer to confirm that unsuitable materials are removed, to prevent unnecessary undercutting of suitable materialsand to provide specific recommendations for remediation if necessary. 11.2U SEOF E XCAVATED S OILS AS S TRUCTURAL F ILL The onsite residual soils can generally be reused as structural fill.The more clayey surficial soils are highly sensitive to moisture and it will be difficult to work withthese soilsduring the wetter months of the year. If these soils are wet, they may exhibit longer than normal drying times. During wet months, care should be taken to “seal off” the soils prior to any significant rain fall. We recommend that the contractor be equipped to control moisture by both wetting and drying the soils. In addition, heavy construction equipment (trucks, lifts, lulls) with large tires may significantly deteriorate the consistency of onsite soils if operated during wet soil conditions. Care should be taken to prevent deterioration as best as possible. 11.3U NDERGROUND U TILITY L INES All fill placed in underground utility trenches should be placed and compacted as outlined in this section. However, our experience indicates that compacting soils in utility trenches is difficult to perform and achieving the required degree of compaction is difficult, especially below the spring-line of pipes. Accordingly, we recommend that if the required compaction of the utility trench backfill cannot be achieved, flowable fill or crushed stone (No.57) should be used to backfill the trench up to at least the pipe spring-line. Rock, boulders, whether crushed or not, should not be used as trench backfill. 11.4E XCAVATED S LOPES AND F ILL E MBANKMENTS All fill placed in embankments should be uniformly compacted to a similar requirement as discussed previously. It is difficult to compact soil at the face of slopes. Therefore, it will be necessary to construct the slopes outside their design limits, and then cut them back; leaving the exposed face well compacted. This is very important to the performance of the slopes and we advise special care be used. Also, existing grade that will underlie new fill embankments should be benched in order for soil compaction to be accomplished in a horizontal plane. The benching will tie the new fill into the existing grade and reduce the potential for slippage or slope stability failure at the interface of existing grade and new fill embankment. We recommend that the face of slopes and embankments be protected by establishing vegetation or mulching as soon as practical after grading. Rainwater runoff should be diverted away from the crest of slopes. It is very important that all factors associated with slopes be constructed in accordance with plans and specifications. Construction of the slopes should be monitored by theGeotechnical Engineerthrough daily field reports for the slopes.All slopes should be constructed at a minimum ratio of 3(H):1(V) unless a global stability analysis has been performed. UES has not been informed of any such conditions. 13 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 11.5E XCAVATIONS Excavations should be sloped as necessary to prevent slope failure and to allow backfilling. As a minimum, temporary excavations greater than 4 feet depth should be sloped in accordance with OSHA regulations (29 CFR Part 1926) dated October 31, 1989. Where lateral confinement will not permit slopes to be laid back, the excavation should be shored in accordance with OSHA requirements. During excavation, excavated material should not be stockpiled at the top of the slope within a horizontal distance equal to the excavation depth. Provisions for maintaining workman safety within excavations is the sole responsibility of the contractor. 11.6R ETAINING W ALLS Earth pressures on retaining walls are influenced the bystructural design of the walls, conditions of wall restraint, construction methods, and the strength of the materials being restrained. The most common conditions assumed for earth retaining wall design are the active and at-rest conditions. Active conditions apply to relatively flexible earth retention structures, such as free-standing walls, where some movement and rotation may occur to mobilize shear strength. Walls which are rigidly restrained, such as loading dock or service pits walls, should be designed for the at- rest condition. However, if the walls are to be backfilled before they are braced by the floor slabs, they should also be designed to withstand active earth pressures as self-supporting cantilever walls. Development of the full active earth pressure case requires a magnitude of horizontal wall movement that often cannot be tolerated or cannot occur due to the rigidity of the wall and other design restrictions, such as the impact on adjacent structures. In such cases, walls are often designed for either the at-rest condition or a condition intermediate of the active and at-rest conditions, depending on the amount of permissible wall movement. Passive earth pressure represents the maximum possible pressure when a structure is pushed against the soil, and is used in wall foundation design to help resist active or at-rest pressures. Because significant wall movements are required to develop the passive pressure, the total calculated passive pressure is usually reduced by one-half for design purposes. Based on our experience with soils like those encountered at the project site, we recommend the following earth pressure parameters for use in retaining wall design based on an assumed phi angle of 28 degrees: TABLE IV–LATERAL EARTH PRESSURE DESIGN PARAMETERS(Level Backfill)* Design ParameterRecommended Value At-rest Earth Pressure Coefficient, K0.53 o Active Earth Pressure Coefficient, K0.36 a Passive Earth Pressure Coefficient, K2.8 p Unit Weight of Soil (Moist)120 pcf Angle of Interna28 degrees Coefficient of Sliding Friction0.35 14 Dollar GeneralUES Project No.: 2530.2000007.0000 Granite Quarry, North CarolinaJuly 23, 2020 These values assume that the wall has horizontal backfill and no surcharge loads from adjacent structures. Thelateral earth pressure coefficients do not consider the development of hydrostatic pressure behind the earth retaining wall structures. As such, positive wall drainage must be provided for all earth retaining structures. These drainage systems can be constructed of open-graded washed stone isolated from the soil backfill with a geosynthetic filter fabric and drained by perforated pipe, or with one of several wall drainage products made specifically for this application. We recommend that the retaining walls be backfilled with materials deemed suitable by the retaining wall designer. Typically, soils found in this region have been used satisfactorily as retaining wall fill. The majority of the soils near the surface at this site may not be acceptable for backfill for MSE retaining walls due to the percentage of fines appearing to be greater than 35%. Once soils to be used as retaining wall backfill have been identified, we recommend that testing of the soils be performed as specified by the retaining wall designer prior to commencement of wall construction. 12.0CLOSURE Our interpretation of the site soil and groundwater conditions is based on our general knowledge of the area and the subsurface borings performed. As we currently understand it, using conventional construction practices and standard methods of surficial stripping and removal of surface materials and topsoil, excavation, proof-rolling, compaction, selective undercut and replacement with the structural fill should adequately prepare the site. An important aspect of the success of the construction process is the transfer of information between all concerned parties to start of any activities on-site. As such, UES strongly recommends that a pre-construction meeting be held with the following representatives in attendance at a minimum: General contractor, site (earthwork) contractor, civil and structural engineer, underground utility contractor, a geotechnical engineer and materials testing technician.At this meeting, UES would describe in detail the geotechnical considerations that would impact the construction process and future serviceability of the improvements. 15 APPROXIMATE SITE LOCATION GEOTECHNICAL EXPLORATION Dollar General - Granite Quarry Rowan County Tax Parcel ID 628174 Granite Quarry, Rowan County, North Carolina SITE LOCATION PLAN UNIVERSAL B-10 B-2 B-1 B-6 B-3 B-5 B-4 B-8 B-9 B-7 LEGEND GEOTECHNICAL EXPLORATION Dollar General - Granite Quarry Rowan County Tax Parcel ID 628174 Granite Quarry, Rowan County, North Carolina TEST LOCATION PLAN UNIVERSAL ENGINEERING SCIENCES UNIFIED SOIL CLASSIFICATION SYSTEM SYMBOLS AND ABBREVIATIONS SYMBOL DESCRIPTION GROUP MAJOR DIVISIONS TYPICAL NAMES SYMBOLS No. of Blows of a 140-lb. Weight Falling 30 Well-graded gravels and gravel- GW Inches Required to Drive a Standard Spoon N-Value sand mixtures, little or no fines CLEAN GRAVELS 1 Foot GRAVELS Poorly graded gravels and 50% or gravel-sand mixtures, little or no GP Weight of Drill Rods WOR more of fines coarse Silty gravels and gravel-sand- fraction Weight of Drill Rods and Hammer WOH GM silt mixtures retained on GRAVELS No. 4 sieve WITH FINES Sample from Auger Cuttings Clayey gravels and gravel- GC sand-clay mixtures CLEAN Standard Penetration Test Sample Well-graded sands and gravelly SW** SANDSsands, little or no fines SANDS 5% or less More than passing No. Poorly graded sands and Thin-wall Shelby Tube Sample SP** 50% of gravelly sands, little or no fines 200 sieve (Undisturbed Sampler Used) coarse COARSE GRAINED SOILS fraction SANDS with Silty sands, sand-silt mixtures SM** Rock Quality Designation RQD passes No. 12% or more 4 sieve passing No. Clayey sands, sand-clay Stabilized Groundwater Level 200 sieve SC** More than 50% retained on the No. 200 sieve* mixtures Inorganic silts, very fine sands, Seasonal High Groundwater Level rock flour, silty or clayey fine ML (also referred to as the W.S.W.T.) sands SILTS AND CLAYS Inorganic clays of low to Not Encountered NE medium plasticity, gravelly Liquid limit CL clays, sandy clays, lean clays 50% or less Groundwater Not Encountered GNE Organic silts and organic silty OL clays of low plasticity Boring Terminated BT Inorganic silts, micaceous or diamicaceous fine sands or MH Fines Content or % Passing No. 200 Sieve -200 (%) silts, elastic silts Moisture Content MC (%) Inorganic clays or clays of high SILTS AND CLAYS CH plasticity, fat clays Liquid Limit (Atterberg Limits Test) LL Liquid limit FINE-GRAINED SIOLS greater than 50% Organic clays of medium to Plasticity Index (Atterberg Limits Test) PI OH high plasticity 50% or more passes the No. 200 sieve* Non-Plastic (Atterberg Limits Test) NP Peat, muck and other highly PT organic soils Coefficient of Permeability K *Based on the material passing the 3-inch (75 mm) sieve ** Use dual symbol (such as SP-SM and SP-SC) for soils with more Organic Content Org. Cont. than 5% but less than 12% passing the No. 200 sieve Ground Surface Elevation G.S. Elevation RELATIVE DENSITY MODIFIERS (Sands and Gravels) Very loose – Less than 4 Blow/Foot These modifiers Provide Our Estimate of the Amount of Minor Loose – 4 to 10 Blows/Foot Constituents (Silt or Clay Size Particles) in the Soil Sample Medium Dense – 11 to 30 Blows/Foot Trace – 5% or less With Silt or With Clay – 6% to 11% Dense – 31 to 50 Blows/Foot Silty or Clayey – 12% to 30% Very Dense – More than 50 Blows/Foot Very Silty or Very Clayey – 31% to 50% CONSISTENCY These Modifiers Provide Our Estimate of the Amount of Organic (Silts and Clays) Components in the Soil Sample Very Soft – Less than 2 Blows/Foot Trace – Less than 3% Soft – 2 to 4 Blows/Foot Few – 3% to 4% Firm – 5 to 8 Blows/Foot Some – 5% to 8% Stiff – 9 to 15 Blows/Foot Many – Greater than 8% Very Stiff – 16 to 30 Blows/Foot Hard – More than 30 Blows/Foot These Modifiers Provide Our Estimate of the Amount of Other Components (Shell, Gravel, Etc.) in the Soil Sample Trace – 5% or less RELATIVE HARDNESS Few – 6% to 12% (Limestone) Some – 13% to 30% Soft – 100 Blows for more than 2 Inches Many – 31% to 50% Hard– 100 Blows for less than 2 Inches Jnqpsubou!Jogpsnbujpo!bcpvu!Uijt Hfpufdiojdbm.Fohjoffsjoh!Sfqpsu Tvctvsgbdf!qspcmfnt!bsf!b!qsjodjqbm!dbvtf!pg!dpotusvdujpo!efmbzt-!dptu!pwfssvot-!dmbjnt-!boe!ejtqvuft/! Xijmf!zpv!dboopu!fmjnjobuf!bmm!tvdi!sjtlt-!zpv!dbo!nbobhf!uifn/!Uif!gpmmpxjoh!jogpsnbujpo!jt!qspwjefe!up!ifmq/ bttfttnfou!pg!uifjs!jnqbdu/!Hfpufdiojdbm!fohjoffst!dboopu! Hfpufdiojdbm!Tfswjdft!Bsf!Qfsgpsnfe!gps! bddfqu!sftqpotjcjmjuz!ps!mjbcjmjuz!gps!qspcmfnt!uibu!pddvs!cfdbvtf! Tqfdjgjd!Qvsqptft-!Qfstpot-!boe!Qspkfdut uifjs!sfqpsut!ep!opu!dpotjefs!efwfmpqnfout!pg!xijdi!uifz!xfsf! Hfpufdiojdbm!fohjoffst!tusvduvsf!uifjs!tfswjdft!up!nffu!uif! opu!jogpsnfe/ Tvctvsgbdf!Dpoejujpot!Dbo!Dibohf b!dpotusvdups!!!b!dpotusvdujpo!dpousbdups!!ps!fwfo!bopuifs! B!hfpufdiojdbm.fohjoffsjoh!sfqpsu!jt!cbtfe!po!dpoejujpot!uibu! djwjm!fohjoffs/!Cfdbvtf!fbdi!hfpufdiojdbm.!fohjoffsjoh!tuvez! fyjtufe!bu!uif!ujnf!uif!hfpufdiojdbm!fohjoffs!qfsgpsnfe!uif! jt!vojrvf-!fbdi!hfpufdiojdbm.fohjoffsjoh!sfqpsu!jt!vojrvf-! tuvez/!Ep!opu!sfmz!po!b!hfpufdiojdbm.fohjoffsjoh!sfqpsu!xiptf! qsfqbsfe!tpmfmz!gps!uif!dmjfou/!Op!pof!fydfqu!zpv!tipvme!sfmz!po! ;!uif!qbttbhf!pg!ujnf<! nbo.nbef!fwfout-!tvdi!bt!dpotusvdujpo!po!ps!bekbdfou!up!uif! xjui!uif!hfpufdiojdbm!fohjoffs!xip!qsfqbsfe!ju/!Boe!op!pof! !!opu!fwfo!zpv!!tipvme!bqqmz!uijt!sfqpsu!gps!boz!qvsqptf!ps! Dpoubdu!uif!hfpufdiojdbm!fohjoffs! qspkfdu!fydfqu!uif!pof!psjhjobmmz!dpoufnqmbufe/ cfgpsf!bqqmzjoh!uijt!sfqpsu!up!efufsnjof!jg!ju!jt!tujmm!sfmjbcmf/!B! njops!bnpvou!pg!beejujpobm!uftujoh!ps!bobmztjt!dpvme!qsfwfou! Sfbe!uif!Gvmm!Sfqpsu nbkps!qspcmfnt/ Tfsjpvt!qspcmfnt!ibwf!pddvssfe!cfdbvtf!uiptf!sfmzjoh!po!! b!hfpufdiojdbm.fohjoffsjoh!sfqpsu!eje!opu!sfbe!ju!bmm/!Ep!! Nptu!Hfpufdiojdbm!Gjoejoht!Bsf!Qspgfttjpobm! opu!sfmz!po!bo!fyfdvujwf!tvnnbsz/!Ep!opu!sfbe!tfmfdufe! Pqjojpot fmfnfout!pomz/ qpjout!xifsf!tvctvsgbdf!uftut!bsf!dpoevdufe!ps!tbnqmft!bsf! Hfpufdiojdbm!Fohjoffst!Cbtf!Fbdi!Sfqpsu!po!! b!Vojrvf!Tfu!pg!Qspkfdu.Tqfdjgjd!Gbdupst ebub!boe!uifo!bqqmz!uifjs!qspgfttjpobm!kvehnfou!up!sfoefs! bo!pqjojpo!bcpvu!tvctvsgbdf!dpoejujpot!uispvhipvu!uif! gbdupst!xifo!ftubcmjtijoh!uif!tdpqf!pg!b!tuvez/!Uzqjdbm!gbdupst! jodmvef;!uif!dmjfout!hpbmt-!pckfdujwft-!boe!sjtl.nbobhfnfou! qsfgfsfodft<!uif!hfofsbm!obuvsf!pg!uif!tusvduvsf!jowpmwfe-!jut! uif!hfpufdiojdbm!fohjoffs!xip!efwfmpqfe!zpvs!sfqpsu!up! qspwjef!hfpufdiojdbm.dpotusvdujpo!pctfswbujpo!jt!uif!nptu! tjuf<!boe!puifs!qmboofe!ps!fyjtujoh!tjuf!jnqspwfnfout-!tvdi!bt! bddftt!spbet-!qbsljoh!mput-!boe!voefshspvoe!vujmjujft/!Vomftt! voboujdjqbufe!dpoejujpot/ joejdbuft!puifsxjtf-!ep!opu!sfmz!po!b!hfpufdiojdbm.fohjoffsjoh! B!Sfqpsut!Sfdpnnfoebujpot!Bsf!Opu!Gjobm sfqpsu!uibu!xbt; !opu!qsfqbsfe!gps!zpv< sfdpnnfoebujpot!jodmvefe!jo!zpvs!sfqpsu/ !opu!qsfqbsfe!gps!zpvs!qspkfdu< !cfdbvtf! ! hfpufdiojdbm!fohjoffst!efwfmpq!uifn!qsjodjqbmmz!gspn! !dpnqmfufe!cfgpsf!jnqpsubou!qspkfdu!dibohft!xfsf!nbef/ uifjs!sfdpnnfoebujpot!pomz!cz!pctfswjoh!bduvbm!tvctvsgbdf! Uzqjdbm!dibohft!uibu!dbo!fspef!uif!sfmjbcjmjuz!pg!bo!fyjtujoh! dpoejujpot!sfwfbmfe!evsjoh!dpotusvdujpo/! fohjoffs!xip!efwfmpqfe!zpvs!sfqpsu!dboopu!bttvnf! !uif!gvodujpo!pg!uif!qspqptfe!tusvduvsf-!bt!xifo!jut!dibohfe! sfdpnnfoebujpot!jg!uibu!fohjoffs!epft!opu!qfsgpsn!uif! joevtusjbm!qmbou!up!b!sfgsjhfsbufe!xbsfipvtf< ! sfdpnnfoebujpot!bqqmjdbcjmjuz/ pg!uif!qspqptfe!tusvduvsf< !uif!dpnqptjujpo!pg!uif!eftjho!ufbn<!ps B!Hfpufdiojdbm.Fohjoffsjoh!Sfqpsu!Jt!Tvckfdu! !qspkfdu!pxofstijq/ up!Njtjoufsqsfubujpo Puifs!eftjho.ufbn!nfncfst!njtjoufsqsfubujpo!pg! Bt!b!hfofsbm!svmf-!bmxbzt!jogpsn!zpvs!hfpufdiojdbm!fohjoffs! hfpufdiojdbm.fohjoffsjoh!sfqpsut!ibt!sftvmufe!jo!dptumz! pg!qspkfdu!dibohftfwfo!njops!poftboe!sfrvftu!bo! qspcmfnt/!Dpogspou!uibu!sjtl!cz!ibwjoh!zpvs!hfp!ufdiojdbm!puifst!sfdphoj{f!uifjs!pxo!sftqpotjcjmjujft!boe!sjtlt/!Sfbe! fohjoffs!dpogfs!xjui!bqqspqsjbuf!nfncfst!pg!uif!eftjho!ufbn!uiftf!qspwjtjpot!dmptfmz/!Btl!rvftujpot/!Zpvs!hfpufdiojdbm! fohjoffs!tipvme!sftqpoe!gvmmz!boe!gsbolmz/ fohjoffs!up!sfwjfx!qfsujofou!fmfnfout!pg!uif!eftjho!ufbnt! Fowjsponfoubm!Dpodfsot!Bsf!Opu!Dpwfsfe! b!hfpufdiojdbm.fohjoffsjoh!sfqpsu/!Dpogspou!uibu!sjtl!cz! ibwjoh!zpvs!hfpufdiojdbm!fohjoffs!qbsujdjqbuf!jo!qsfcje!boe!bo!fowjsponfoubm qsfdpotusvdujpo!dpogfsfodft-!boe!cz!qspwjejoh!hfpufdiojdbm!qfsgpsn!b!hfpufdiojdbm!tuvez/!Gps!uibu!sfbtpo-!b!hfpufdiojdbm. dpotusvdujpo!pctfswbujpo/fohjoffsjoh!sfqpsu!epft!opu!vtvbmmz!sfmbuf!boz!fowjsponfoubm! Ep!Opu!Sfesbx!uif!Fohjoffst!Mpht uif!mjlfmjippe!pg!fodpvoufsjoh!voefshspvoe!tupsbhf!ubolt! ps!sfhvmbufe!dpoubnjobout/!Voboujdjqbufe!fowjsponfoubm! qspcmfnt!ibwf!mfe!up!ovnfspvt!qspkfdu!gbjmvsft/!Jg!zpv!ibwf!opu! ebub/!Up!qsfwfou!fsspst!ps!pnjttjpot-!uif!mpht!jodmvefe!jo!b!zfu!pcubjofe!zpvs!pxo!fowjsponfoubm!jogpsnbujpo-!! hfpufdiojdbm.fohjoffsjoh!sfqpsu!tipvme!ofwfs!cf!sfesbxo!btl!zpvs!hfpufdiojdbm!dpotvmubou!gps!sjtl.nbobhfnfou! gps!jodmvtjpo!jo!bsdijufduvsbm!ps!puifs!eftjho!esbxjoht/!Pomz!hvjebodf/!Ep!opu!sfmz!po!bo!fowjsponfoubm!sfqpsu!qsfqbsfe!gps! qipuphsbqijd!ps!fmfduspojd!sfqspevdujpo!jt!bddfqubcmf-!cvu!tpnfpof!fmtf/ sfdphoj{f!uibu!tfqbsbujoh!mpht!gspn!uif!sfqpsu!dbo!fmfwbuf!sjtl/ Pcubjo!Qspgfttjpobm!Bttjtubodf!Up!Efbm!! Hjwf!Dpotusvdupst!b!Dpnqmfuf!Sfqpsu!boe!xjui!Npme Hvjebodf Ejwfstf!tusbufhjft!dbo!cf!bqqmjfe!evsjoh!cvjmejoh!eftjho-! Tpnf!pxofst!boe!eftjho!qspgfttjpobmt!njtublfomz!cfmjfwf!uifz!dpotusvdujpo-!pqfsbujpo-!boe!nbjoufobodf!up!qsfwfou! dbo!nblf!dpotusvdupst!mjbcmf!gps!voboujdjqbufe!tvctvsgbdf! dpoejujpot!cz!mjnjujoh!xibu!uifz!qspwjef!gps!cje!qsfqbsbujpo/! Up!ifmq!qsfwfou!dptumz!qspcmfnt-!hjwf!dpotusvdupst!uif!uif!fyqsftt!qvsqptf!pg!npme!qsfwfoujpo-!joufhsbufe!joup!b! dpnqmfuf!hfpufdiojdbm.fohjoffsjoh!sfqpsu-!cvu!qsfgbdf!ju!xjui!dpnqsfifotjwf!qmbo-!boe!fyfdvufe!xjui!ejmjhfou!pwfstjhiu!cz!b! b!dmfbsmz!xsjuufo!mfuufs!pg!usbotnjuubm/!Jo!uibu!mfuufs-!bewjtf!qspgfttjpobm!npme.qsfwfoujpo!dpotvmubou/!Cfdbvtf!kvtu!b!tnbmm! dpotusvdupst!uibu!uif!sfqpsu!xbt!opu!qsfqbsfe!gps!qvsqptft!bnpvou!pg!xbufs!ps!npjtuvsf!dbo!mfbe!up!uif!efwfmpqnfou!pg! pg!cje!efwfmpqnfou!boe!uibu!uif!sfqpsut!bddvsbdz!jt!mjnjufe<!tfwfsf!npme!jogftubujpot-!nboz!npme.!qsfwfoujpo!tusbufhjft! fodpvsbhf!uifn!up!dpogfs!xjui!uif!hfpufdiojdbm!fohjoffs!gpdvt!po!lffqjoh!cvjmejoh!tvsgbdft!esz/!Xijmf!hspvoexbufs-! xip!qsfqbsfe!uif!sfqpsu!)b!npeftu!gff!nbz!cf!sfrvjsfe*!boe0 jogpsnbujpo!uifz!offe!ps!qsfgfs/!B!qsfcje!dpogfsfodf!dbo!bmtp!bsf!dpowfzfe!jo!uijt!sfqpsu-!uif!hfpufdiojdbm!fohjoffs!jo! cf!wbmvbcmf/!!up!qfsgpsn!dibshf!pg!uijt!qspkfdu!jt!opu!b!npme!qsfwfoujpo!dpotvmubou<! beejujpobm!tuvez/!Pomz!uifo!njhiu!zpv!cf!jo!b!qptjujpo!up!opof!pg!uif!tfswjdft!qfsgpsnfe!jo!dpoofdujpo!xjui!uif! hjwf!dpotusvdupst!uif!cftu!jogpsnbujpo!bwbjmbcmf!up!zpv-!hfpufdiojdbm!fohjoffst!tuvez!xfsf!eftjhofe!ps!dpoevdufe!gps! uif!qvsqptf!pg!npme!qsfwfoujpo/!Qspqfs!jnqmfnfoubujpo!pg!uif! sftqpotjcjmjujft!tufnnjoh!gspn!voboujdjqbufe!dpoejujpot/sfdpnnfoebujpot!dpowfzfe!jo!uijt!sfqpsu!xjmm!opu!pg!jutfmg!cf! Sfbe!Sftqpotjcjmjuz!Qspwjtjpot!Dmptfmz jowpmwfe/! Tpnf!dmjfout-!eftjho!qspgfttjpobmt-!boe!dpotusvdupst!gbjm!up! sfdphoj{f!uibu!hfpufdiojdbm!fohjoffsjoh!jt!gbs!mftt!fybdu!uibo!Sfmz-!po!Zpvs!HCD.Nfncfs!Hfpufdiojdbm!Fohjoffs! gps!Beejujpobm!Bttjtubodf ibt!dsfbufe!vosfbmjtujd!fyqfdubujpot!uibu!ibwf!mfe!up!Nfncfstijq!jo!uif!Hfpufdiojdbm!Cvtjoftt!Dpvodjm!pg!uif! ejtbqqpjounfout-!dmbjnt-!boe!ejtqvuft/!Up!ifmq!sfevdf!uif!sjtl!Hfpqspgfttjpobm!Cvtjoftt!Bttpdjbujpo!fyqptft!hfpufdiojdbm! pg!tvdi!pvudpnft-!hfpufdiojdbm!fohjoffst!dpnnpomz!jodmvef!fohjoffst!up!b!xjef!bssbz!pg!sjtl.dpogspoubujpo!ufdiojrvft! b!wbsjfuz!pg!fyqmbobupsz!qspwjtjpot!jo!uifjs!sfqpsut/!Tpnfujnft! mbcfmfe!mjnjubujpot-!nboz!pg!uiftf!qspwjtjpot!joejdbuf!xifsf!b!dpotusvdujpo!qspkfdu/!Dpogfs!xjui!zpv!HCD.Nfncfs! hfpufdiojdbm!fohjoffst!sftqpotjcjmjujft!cfhjo!boe!foe-!up!ifmq!hfpufdiojdbm!fohjoffs!gps!npsf!jogpsnbujpo/ 9922!Dpmftwjmmf!Spbe0Tvjuf!H217-!Tjmwfs!Tqsjoh-!NE!!31:21 Ufmfqipof;!4120676.3844!!!!Gbdtjnjmf;!412069:.3128 f.nbjm;!jogpAhfpqspgfttjpobm/psh!!!!xxx/hfpqspgfttjpobm/psh Dpqzsjhiu!3126!cz!Hfpqspgfttjpobm!Cvtjoftt!Bttpdjbujpo!)HCB*/!Evqmjdbujpo-!sfqspevdujpo-!ps!dpqzjoh!pg!uijt!epdvnfou-!ps!jut!dpoufout-!jo!xipmf!ps!jo!qbsu-!! cz!boz!nfbot!xibutpfwfs-!jt!tusjdumz!qspijcjufe-!fydfqu!xjui!HCBt!tqfdjgjd!xsjuufo!qfsnjttjpo/!Fydfsqujoh-!rvpujoh-!ps!puifsxjtf!fyusbdujoh!xpsejoh!gspn!uijt!epdvnfou!! jt!qfsnjuufe!pomz!xjui!uif!fyqsftt!xsjuufo!qfsnjttjpo!pg!HCB-!boe!pomz!gps!qvsqptft!pg!tdipmbsmz!sftfbsdi!ps!cppl!sfwjfx/!Pomz!nfncfst!pg!HCB!nbz!vtf!! uijt!epdvnfou!bt!b!dpnqmfnfou!up!ps!bt!bo!fmfnfou!pg!b!hfpufdiojdbm.fohjoffsjoh!sfqpsu/!Boz!puifs!gjsn-!joejwjevbm-!ps!puifs!foujuz!uibu!tp!vtft!uijt!epdvnfou!xjuipvu!! cfjoh!b!HCB!nfncfs!dpvme!cf!dpnnjujoh!ofhmjhfou!ps!joufoujpobm!)gsbvevmfou*!njtsfqsftfoubujpo/ CONSTRAINTS & RESTRICTIONS The intent of this document is to bring to your attention the potential concerns and the basic limitations of a typical geotechnical report. Bidders are urged to make their own soil borings, test pits, test WARRANTY caissons or other investigations to determine those conditions that may affect construction operations. Universal Engineering Sciences Universal Engineering Sciences has prepared this report for our client cannot be responsible for any interpretations made from this report or for his exclusive use, in accordance with generally accepted soil and the attached boring logs with regard to their adequacy in reflecting foundation engineering practices, and makes no other warranty either subsurface conditions which will affect construction operations. expressed or implied as to the professional advice provided in the report. STRATA CHANGES UNANTICIPATED SOIL CONDITIONS Strata changes are indicated by a definite line on the boring logs which accompany this report. However, the actual change in the The analysis and recommendations submitted in this report are based ground may be more gradual. Where changes occur between soil upon the data obtained from soil borings performed at the locations samples, the location of the change must necessarily be estimated indicated on the Boring Location Plan. This report does not reflect any using all available information and may not be shown at the exact variations which may occur between these borings. depth. The nature and extent of variations between borings may not become OBSERVATIONS DURING DRILLING known until excavation begins. If variations appear, we may have to re-evaluate our recommendations after performing on-site Attempts are made to detect and/or identify occurrences during drilling observations and noting the characteristics of any variations. and sampling, such as: water level, boulders, zones of lost circulation, relative ease or resistance to drilling progress, unusual sample CHANGED CONDITIONS recovery, variation of driving resistance, obstructions, etc.; however, lack of mention does not preclude their presence. We recommend that the specifications for the project require that the contractor immediately notify Universal Engineering Sciences, as well WATER LEVELS as the owner, when subsurface conditions are encountered that are different from those present in this report. Water level readings have been made in the drill holes during drilling and they indicate normally occurring conditions. Water levels may not No claim by the contractor for any conditions differing from those have been stabilized at the last reading. This data has been reviewed anticipated in the plans, specifications, and those found in this report, and interpretations made in this report. However, it must be noted should be allowed unless the contractor notifies the owner and that fluctuations in the level of the groundwater may occur due to Universal Engineering Sciences of such changed conditions. Further, variations in rainfall, temperature, tides, and other factors not evident we recommend that all foundation work and site improvements be at the time measurements were made and reported. Since the observed by a representative of Universal Engineering Sciences to probability of such variations is anticipated, design drawings and monitor field conditions and changes, to verify design assumptions specifications should accommodate such possibilities and construction and to evaluate and recommend any appropriate modifications to this planning should be based upon such assumptions of variations. report. LOCATION OF BURIED OBJECTS MISINTERPRETATION OF SOIL ENGINEERING REPORT All users of this report are cautioned that there was no requirement for Universal Engineering Sciences is responsible for the conclusions and Universal Engineering Sciences to attempt to locate any man-made opinions contained within this report based upon the data relating only buried objects during the course of this exploration and that no to the specific project and location discussed herein. If the attempt was made by Universal Engineering Sciences to locate any conclusions or recommendations based upon the data presented are such buried objects. Universal Engineering Sciences cannot be made by others, those conclusions or recommendations are not the responsible for any buried man-made objects which are subsequently responsibility of Universal Engineering Sciences. encountered during construction that are not discussed within the text of this report. CHANGED STRUCTURE OR LOCATION TIME This report was prepared in order to aid in the evaluation of this project and to assist the architect or engineer in the design of this This report reflects the soil conditions at the time of exploration. If the project. If any changes in the design or location of the structure as report is not used in a reasonable amount of time, significant changes outlined in this report are planned, or if any structures are included or to the site may occur and additional reviews may be required. added that are not discussed in the report, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions modified or approved by Universal Engineering Sciences. USE OF REPORT BY BIDDERS Bidders who are examining the report prior to submission of a bid are cautioned that this report was prepared as an aid to the designers of the project and it may affect actual construction operations.