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WPO202100005 Plan - Submittal (First) 2021-01-25
DESIGN REPORT Ivy Materials Utilization Center (MUC) Irrigation Pond Dam Rivanna Solid Waste Authority Albemarle County, Virginia Schnabel Reference #20C17048.00 July 24, 2020 Revised November 2, 2020 s�hnuhaleng.mm _�Lvti° QSchnabet ENGINEERING Schnabel T 770.781.8008 / F 770.781.8003 ENGINEERING 6445 Shiloh Road, Suite A / Alpharetta, GA 30005 Schnabel-eng.com July 24, 2020 Revised November 2, 2020 Phillip McKalips Director of Solid Waste Rivanna Solid Waste Authority 695 Moores Creek Lane Charlottesville, Virginia 22903 Subject: Design Report, Irrigation Pond Dam, Ivy Materials Utilization Center (MUC), Albemarle County, Virginia (Project No. 20C17048.00) Dear Mr. McKalips: SCHNABEL ENGINEERING, LLC (Schnabel) has completed the authorized design of the modifications to the Ivy Material Utilization Center (MUC) Irrigation Pond Dam. This report discusses our understanding of the project, describes design procedures, and presents the measures to modify the dam such that the structure will not be regulated by the Virginia Department of Conservation and Recreation (DCR) upon completion of the remedial measures detailed on the construction documents. Documentation of our calculations and analyses are provided in the Appendices. We appreciate the opportunity to work with you and look forward to our continued association with the project. Please contact the undersigned if you have any questions about this report, or if we may be of further service. Sincerely, SCHNABEL ENGINEERING, LLC Brett W. Dodd, PE (Georgia) Joseph S. Monroe, PE Project Engineer Principal MG:BWD:JCM:JSM Design Report Ivy MUC Irrigation Pond Dam DESIGN REPORT IVY MATERIAL UTILIZATION CENTER (MUC) IRRIGATION POND DAM RIVANNA SOLID WASTE AUTHORITY CHARLOTTESVILLE, VIRGINIA II/t1=30:90];9K0L`IIq � II&I 1.0 PROJECT BACKGROUND.............................................................................................................1 2.0 DESIGN OBJECTIVE...................................................................................................................... 3 3.0 DESCRIPTION OF PROJECT........................................................................................................4 4.0 SUBSURFACE EXPLORATION.....................................................................................................5 4.1 General Information............................................................................................................ 5 4.2 Soil Test Borings................................................................................................................. 5 4.3 Auger Probe Borings........................................................................................................... 5 5.0 HYDROLOGIC AND HYDRAULIC ANALYSIS..............................................................................7 5.1 Precipitation Data................................................................................................................ 7 5.2 Description of Watershed.................................................................................................... 7 5.3 Summary of Land Uses and Soil Types............................................................................. 7 5.4 Runoff Curve Number......................................................................................................... 7 5.5 Time of Concentration......................................................................................................... 8 5.6 Stage/Area/Discharge Relationships..................................................................................8 5.2 Watershed Modeling and Results.......................................................................................8 I_1:219:10111111161*1 Appendix A: General Information Appendix B: Subsurface Exploration Appendix C: Hydrologic and Hydraulic Analysis July 24, 2020 / Revised November 2, 2020 Page i Schnabel Engineering, LLC Project 20C17048.00 02020 All Rights Reserved Design Report Ivy MUC Irrigation Pond Dam 1.0 PROJECT BACKGROUND The Ivy Material Utilization Center (MUC) serves as a recycling center, vegetative waste mulching operation, and transfer station for the citizens of Charlottesville and Albemarle County, Virginia. The Rivanna Solid Waste Authority (RSWA) owns and operates the facility. The Ivy MUC is located approximately 6-% miles west of the intersection of U.S. Interstate 64 and U.S. Highway 29. The Ivy Landfill, which has been closed and capped, and an operational transfer station are located on the site. A pond, known as the Ivy MUC Irrigation Pond, previously used for irrigation of the vegetative cover systems is located just beyond a small wooded area in the southwest corner of the Ivy MUC site. Site vicinity maps are located in Appendix A. Throughout this report, a standardized nomenclature is used in describing the dam that is typical in the dam engineering profession. Orientations provided in the text are based on one facing in the direction of stream flow with one's back to the lake. "Right" and "left" are referenced in this manner. The embankment slope next to the lake is referred to as the "upstream slope" and the opposite slope is the "downstream slope'. The top of the dam is designated the "crest." The base of the slope is the "toe". The sides of the natural valley against which the dam is constructed are the "abutments". The structures which discharge water either through, around, under, or over the dam are "spillways" or "outlet works". A topographic survey of the site, to include the embankment and spillway outlet works, as well as the immediate downstream area and known utilities, was provided by Kirk Hughes & Associates and dated June 05, 2020. Elevations listed in this report reference the information contained on the survey, and are based on the North American Vertical Datum of 1988 (NAVD 88). In addition, an aerial topographic survey of the Ivy MUC site prepared by Draper Aden Associates and dated May 11, 2020 was provided by RSWA. A copy of the surveys are included in Appendix A. Based on the survey, the height of the subject dam is on the order of 30 feet, as measured from the crest to the downstream toe, and the crest length is approximately 230 feet. The upstream and downstream slopes are at a grade of approximately 3 feet horizontal to 1 foot vertical (3HA V). The upstream end of the principal spillway (a reinforced concrete riser) was inundated at the time of the survey. Therefore, the original construction plans for the dam were reviewed. These plans, titled "Ivy Sanitary Landfill Water Storage Pond" and dated November 9, 1998, were prepared by Joyce Engineering, Inc. and Applied Geosciences and Engineering, Inc. Based on these plans, the principal spillway system consists of a reinforced -concrete riser structure with an 8-inch diameter ductile iron pipe (DIP) outlet conduit. The outlet end of the DIP conduit discharges on to an 8-foot by 8-foot concrete pad. Based on the topographic survey, a small shed has been constructed on the concrete pad and encompasses the conduit outlet. An 8-inch diameter gate valve is located near the downstream end of the principal spillway conduit. At the time of the survey, the gate valve was closed, and no water was discharging from the principal spillway. Therefore, in the current configuration, the Ivy MUC Irrigation Pond Dam primary spillway system does not control normal pool. Normal pool is controlled by the effects of groundwater, runoff, and evaporation, as well as the auxiliary spillway channel located in the left abutment. The water level in the Ivy MUC Irrigation Pond was at elevation 694.1 feet at the time of the topographic survey. The approximate area of the pond at elevation 694.1 feet is 2.3 acres. An earthcut auxiliary spillway channel is located in the left abutment of the dam. The earthen channel is approximately 15 feet vide with a control section at approximate elevation 697.9 feet, as observed by a spot elevation shown on the topographic survey. July 24, 2020 / Revised November 2, 2020 Page 1 Schnabel Engineering, LLC Project 20C17048.00 02020 All Rights Reserved Design Report Ivy MUC Irrigation Pond Dam The dam was constructed with a subsurface drainage system to collect and convey seepage downstream. Based on the original construction plans, this subsurface drainage system consists of a trench and blanket drain constructed with sand, stone, and PVC piping located in the downstream portion of the embankment. The PVC drain outlet pipe discharges into a concrete manhole located at the downstream toe. According the survey, this manhole is filled will water, and no outlet was observed. In 2017, Schnabel prepared a Hydrologic and Hydraulic Analyses Report for the dam to assist with the design of a new solid waste transfer station at the Ivy MUC site. The pond was utilized as a sediment basin during construction of the transfer station, and the Albemarle County Department of Community Development requested that the RSWA provide documentation that the subject irrigation pond would not discharge during a 1-year, 24-hour storm event occurring during this time period. Schnabel performed a preliminary hydrologic and hydraulic analysis and issued the report which presented the aforementioned results. In 2018, Schnabel prepared a Preliminary Assessment of Alternatives report which outlined alternatives to address Virginia Department of Conservation and Recreation (DCR) regulatory requirements for the dam. Based on alternatives presented, the RSWA elected to proceed with modifications to the dam such that the structure would not be regulated under current Virginia law. This report presents the remediation measures proposed for the dam. July 24, 2020 / Revised November 2, 2020 Page 2 Schnabel Engineering, LLC Project 20C17048.00 02020 All Rights Reserved Design Report Ivy MUC Irrigation Pond Dam 2.0 DESIGN OBJECTIVE According to the Virginia Rules for Dam Safety, a "dam" or "impounding structure' is defined as a man- made structure that is 25 feet or greater in height and that creates an impoundment capacity of 15 acre- feet or greater. In addition, the definition includes structures six feet or greater in height and that create an impoundment capacity of 50 acre-feet or greater. The design objective is to modify the Ivy MUC Irrigation Pond dam such that the new configuration no longer meets the definition of a "dam" under Virginia State Law. In addition, the design will include the following: • Design outlet works to effectively capture, detain, and release stormwater resulting from the 2- year through 100-year, 24-hour storm events. o Configure the pond's outlet works such that: • The primary spillway safely stores and passes all storm inflows up to and including the 100-year, 24-hour storm event. • A proposed earthen channel emergency spillway engages during storms in excess of the 100-year, 24-hour storm event. • The pond stores and passes storm events up to and including the 100-year, 24- hour storm event without overtopping the embankment. July 24, 2020 / Revised November 2, 2020 Page 3 Schnabel Engineering, LLC Project 20C17048.00 02020 All Rights Reserved Design Report Ivy MUC Irrigation Pond Dam 3.0 DESCRIPTION OF PROJECT The proposed rehabilitation measures for the Ivy MUC Irrigation Pond dam consists of modifications to the existing emergency spillway channel and re -grading of the embankment to lower the crest of the dam. Based on our observations, as well as a review of the original construction plans, the existing principal spillway system is able to remain for continued use. Therefore, the proposed rehabilitation measures include opening the gate valve near the outlet end of the conduit to re-establish the principal spillway as originally configured. Prior to opening the gate valve, the existing shed located on the concrete pad at the outlet end of the principal spillway conduit will be removed. In the proposed condition, the riser structure will control the normal pool with a crest elevation of approximately 686.6 feet. The proposed principal spillway will be capable of controlling stormwater runoff resulting from all storms up to the 100-year, 24-hour storm event. An emergency spillway will be constructed in the same general location as the existing channel. The proposed emergency spillway will consist of a 15-foot wide earthen channel with a control section elevation of 690.5 feet. The proposed crest of the embankment will be lowered to elevation 694.0 feet, resulting in a dam height of approximately 24 feet and maximum storage capacity of approximately 13 acre-feet, based upon the stage -volume curve contained on the referenced 1998 construction documents. The upstream and downstream slopes will remain at approximate grades of 3HA V. July 24, 2020 / Revised November 2, 2020 Page 4 Schnabel Engineering, LLC Project 20C17048.00 02020 All Rights Reserved Design Report Ivy MUC Irrigation Pond Dam 4.0 SUBSURFACE EXPLORATION 4.1 General Information The subsurface exploration for this project consisted of two soil test borings and two auger probe borings performed in the embankment and emergency spillway channel, respectively. The objective of the subsurface exploration was to collect information regarding the existing embankment soils, as well as approximate depths to residual material and rock to aid in the designing process. The location of each of these borings is shown on the Boring Location Plan, located in Appendix B. Schnabel contracted with Ayers & Ayers, Inc. based out of Powhatan, Virginia to perform the subsurface exploration. Schnabel personnel observed drilling conditions, maintained a log of encountered subsurface soil conditions and materials, and obtained representative soil samples for further evaluation. 4.2 Soil Test Borings The soil test borings were drilled using a CME-45B, all -terrain vehicle (ATV) mounted drilling rig utilizing 2-1/4 inch inside diameter hollow stem augers. Soil samples were obtained using the split spoon sampler. Standard Penetration Tests (SPTs) were conducted at 2-'/2 foot intervals in the first ten feet, then 5-foot intervals over the remaining boring depths in all borings. Blow counts for SPTs were recorded at each sampling interval. The SPT "N" value (assuming the use of split -spoon tube driven 18 inches) is the number of blows from a 140-pound drive hammer falling 30 inches required to advance the split spoon sampler for the second and third 6 inches of its length (or a fraction thereof). Once advanced, the sampler was retrieved, and selected soil samples were placed in jars for further evaluation. Soil test borings were continued to a predetermined depth specified by the Schnabel representatives or to auger refusal. Both soil test borings were backfilled with grout using tremie pipe methods upon completion. Both soil test borings, B-1 and B-2, were performed within the crest of the dam. Boring B-1 was advanced to a total depth of 40 feet, which corresponds to an approximate elevation of 660 feet. Fill was encountered to a depth of approximately 27 feet. Boring B-2 was advanced to auger refusal at a depth of 33'/2 feet, which corresponds to an elevation of approximately 666 feet. Fill was encountered to a depth of 32 feet. Embankment fill material encountered was generally classified as reddish brown silty sand (SM) or sandy elastic silt (MH) with uncorrected SPT "N" values ranging from 14 to 27 blows per foot. Residual materials encountered consisted of brown silty sand (SM) or disintegrated rock sampled as sandy silt (ML). Groundwater was encountered in both soil test boings and varied from approximately 29 feet in B-1 to approximately 33 feet in B-2. Boring Logs for the soil test borings are included in Appendix B. Groundwater was encountered in borings B-1 and B-2. Water level readings, which were obtained during and/or after completion, are noted on the boring logs. Fluctuations in groundwater levels should be anticipated with changes in seasons, extended rainfall, and with the fluctuations of the lake pool level. 4.3 Auger Probe Borings The two auger probe borings, AP-1 and AP-2, were drilled in the emergency spillway channel using the same drilling equipment as the soil test borings. The auger probe borings were performed in order to evaluate the potential for shallow rock in this area. Both were terminated at the selected depth of ten feet (or approximate elevations of 688.0 and 686.0 feet for AP-1 and AP-2, respectively). No groundwater was encountered in either auger probe boring. Fluctuations in groundwater levels should be anticipated with July 24, 2020 / Revised November 2, 2020 Page 5 Schnabel Engineering, LLC Project 20C17048.00 02020 All Rights Reserved Design Report Ivy MUC Irrigation Pond Dam changes in seasons, extended rainfall, and with the fluctuations of the lake pool level. Both auger probe borings were backfllled using soil cuttings upon completion. Boring Logs for the auger probe borings are included in Appendix B. July 24, 2020 / Revised November 2, 2020 Page 6 Schnabel Engineering, LLC Project 20C17048.00 02020 All Rights Reserved Design Report Ivy MUC Irrigation Pond Dam 5.0 HYDROLOGIC AND HYDRAULIC ANALYSIS 5.1 Precipitation Data Rainfall amounts used in the analysis were obtained from the National Weather Service, National Oceanic and Atmospheric Administration (NOAA) Atlas 14, Precipitation Frequency Data Server (PFDS). Soil Conservation Service (SCS) Type II synthetic rainfall distributions and 24-hour storm durations were used for the modeled storm events. Table 1 summarizes the precipitation data used in the analysis. Rainfall data is contained in Appendix C. Table 1: Precipitation Data Description Duration (hrs.) Amount (in.) Source Distribution 2-Yr 24 3.69 PFDS SCS Type II 5-Yr 24 4.71 PFDS SCS Type II 10-Yr 24 5.56 PFDS SCS Type II 25-Yr 24 6.82 PFDS SCS Type II 50-Yr 24 7.89 PFDS SCS Type II 100-Yr 24 9.08 PFDS SCS Type II 5.2 Description of Watershed The drainage area of the pond was delineated utilizing aerial topography provided by the RSWA and supplemented with field -run topographic survey data. The resulting drainage area was calculated to be 10.4 acres, or 0.02 square miles. 5.3 Summary of Land Uses and Soil Types Aerial topography and photography were utilized to delineate the land uses within the watershed. Land use was generally categorized as Commercial and Business, Water (the pond itself), and Open Space/Wooded Area. The watershed contains a significant portion of soils from Hydrologic Soil Group "B". Hydrologic Soil Group B typically designate soils that have a moderate infiltration rate when thoroughly wet and moderate rate of water transmission. Land use calculations are included in Appendix C. 5.4 Runoff Curve Number Using the Natural Resources Conservation Service (NRCS) Technical Release No. 55 and National Engineering Handbook, Part 630 Hydrology, a NRCS Runoff Curve Number (CN) was computed for the watershed to provide surface runoff conditions that are anticipated for the existing watershed condition. The existing runoff CN for the average antecedent runoff condition (ARC II) was calculated to be 77. Curve number calculations are included in Appendix C. July 24, 2020 / Revised November 2, 2020 Page 7 Schnabel Engineering, LLC Project 20C17048.00 02020 All Rights Reserved Design Report Ivy MUC Irrigation Pond Dam 5.5 Time of Concentration The time of concentration for the watershed was calculated utilizing the Watershed Lag Method described in the NRCS Engineering Handbook, Part 630 Hydrology. This method uses a combination of land cover, soil conditions, and rainfall characteristics to estimate direct runoff within a given watershed. A time of concentration of 0.1 hours (6 min) was calculated utilizing this methodology. The time of concentration was converted to a lag time for use in the hydraulic modeling of the watershed. The lag time was calculated to be 0.06 hours (3.6 min). Time of concentration and lag time calculations are included in Appendix C. 5.6 Stage/Area/Discharge Relationships At this time, the existing earth -cut channel serves as the service spillway for the project, as the low-level conduit is currently maintained in closed or inoperable condition. Based on the topographic survey of the dam, the spillway is 15-feet wide and has a control section at elevation 697.9 feet. Due to variability in the pond water levels and the lack of a principal spillway system, the initial water surface elevation was assumed to be elevated to the emergency spillway control section for stormwater routing of existing conditions. The proposed principal spillway will consist of the existing riser structure and outlet conduit with the gate valve opened. The existing riser structure, with approximate interior dimensions of 2-% feet by 2-% feet and height of 4 feet, has a crest elevation of approximately 686.6 feet. Three sides of the structure consist of reinforced -concrete walls, and the upstream face consists of wooden stoplogs from the base to the crest of the riser structure. An 8-inch diameter DIP conduit conveys flows from the riser structure to the toe of the dam. The proposed emergency spillway consist of a 15-foot wide earthen channel with a control section elevation of 690.5 feet. The crest of the embankment will be lowered to elevation 694.0 feet, resulting in a dam height of approximately 24 feet and maximum storage capacity of approximately 13 acre-feet. The reservoir elevation area data was calculated using the stage storage curve shown on the original construction plans. Calculations for stage storage and spillway discharges are included in Appendix C. 6.2 Watershed Modeling and Results The U.S. Department of Agriculture SCS Method was utilized to develop the runoff hydrographs for the area draining to the dam. The HEC-HMS computer software program developed by the U.S. Army Corps of Engineers (COE) was used to model these runoff hydrographs and route them through the proposed pond and spillway system. The results of the hydrology and hydraulic analysis are provided in Table 2 below. Results of the stormwater routing are included in Appendix C. July 24, 2020 / Revised November 2, 2020 Page 8 Schnabel Engineering, LLC Project 20C17048.00 02020 All Rights Reserved Design Report Ivy MUC Irrigation Pond Dam Table 2: Stormwater Routing Results Existing Proposed Storm Event Duration hrs Peak Inflow cfs Peak Outflow cfs Peak Water Surface Elev. ft Peak Outflow MIS) Peak Water Surface Elev. ft 2-year 24 27.1 5.2 698.1 2.9 687.6 5-year 24 40.7 9.6 698.3 3.0 688.2 10-year 24 52.9 14.1 698.4 3.1 688.6 25-year 24 72.0 21.5 698.5 3.1 689.3 50-year 24 88.5 28.3 698.7 3.2 689.9 100-year 24 107.0 36.6 698.8 3.3 690.4 July 24, 2020 / Revised November 2, 2020 Page 9 Schnabel Engineering, LLC Project 20C17048.00 02020 All Rights Reserved APPENDIX A GENERAL INFORMATION Site Vicinity Map Field -Run Topographic Survey Aerial Topographic Survey Original Construction Plans July 24, 2020 / Revised November 2, 2020 Schnabel Engineering, LLC Project 20C17048.00 02020 All Rights Reserved LEGEND ON = D® BOOK DIP = DUWI£ IRON PIPE PVC = POLIVINYL CHLORIDE PIPE RCP = REINFORCED CONCRETE PIPE V = WATER VALVE . = UNKNOYM OR UNVERIFIED LOCATION I ) WOODED A i TMP I3-17O I % I RNMNO SOLID WASTE AUMIMim W 1928-206 ` NICK IMP RNIJINA MUD UO WASH yRAWMIND W 1928-206 MDR TUP A-17 MICHAEL C. R KATHBFN S. WHOLLEY ON 3M-211 n ASC55 POND WET EIEV. 659.97' OWT LADIES 1.) ME MERIDIAN IS NANO AND BASED UPON 2005 GPS CGSTRMAMNS. HORQCMAL MAIM 5 NC83 VAGINA STATE PLANE COORDINATES (SOUTH ZONE). ELEVATION IS BASED ON NGVD 29. ELEVATIONS PRE BENCH MARK FOUND: DISK IN CONCRETE MONUMEM, STAMPED 1W IF-2, M=649.P HE, NORMING AN6,I5906 FEET, FASTING 11,437,0E0.31 HET.. 2.) ME LOCATIONS OF RUNS UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY. NO UNDERGROUND INVESDCATION OF MUTES WAS WORKED, THE CONTRACTOR SHALL DETERMINE ME EXACT LOCATION W All FISHING DOMES BEFORE COMMENCING WORK. THE CONTRACTOR AGREES TO BE FULLY RE3VNSIBI£ FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE M d Y LOCATE AND PRESERAE ANY AND ALL UNDERGROUND UMMES. MISS TRIM TOOT : 301=120 REV: DOB TAKEN: 05/01/20 03:11 PM 3.) MIS SURVM LIES WITHIN ROW ZONE'K AREAS OUTSIDE OP ME 1W NEAR FLOOD PLAN. AS DETERMINED BY FEIAA 4.) ME SOURCE: TV 73-26 RNANNA SOLID WASTE ANHORTY DB 1137-630 5) SUNR PREPARED FOR: MANNA SOLD WASH AUTHORITY POND WET ELCV= 661 WDDDED %8]I %M NVWED \�� c Y 30 0 30 W ED SCALE: 1 = 30' CCMWR I MM& = 2 NET SURVMOR's CURTIFIGTCN THIS TOPOGRAPHIC SURVEY WE COMPLETED UNDER THE DIRECT ANT RESPONSIBLE CHARGE OF. KIIM HUI LS. FROM AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERJISON; THAT ME M6INN DATA WAS OBTAINED ON APRIL 29 THRU MAY 13, 2020; AND MAT THIS %AT. WP OR DIGITAL GEOSPATAL DATA INCLUDING METAOATA MEETS MINIMUM ACCURACY STANDARDS UN MESS OTHERWISE NOTED. _ � II0. N0. 1458 _ 6-5-2020 POND WET DUDA= 04,12' *REDUCED FILE SIZE' NOT TO SCALE WEDDED WOODED _ On' A PORTION OF ME W IMD FILL LOCATED MUMWEST OF THE IVf WHIBML UTILI2ATON CENTER APPROXIMVIEY 03 MI, FIST HOW R< 6B2 SAMUEL MILLER MACISTEWL DISTRICT SLOW OF ALBEMARLE. NRGMIA JUNE 5. 2020 KIBK HUAHES & ASSOCIATES LAND SURVMORS & PLANERS 220 FAST HIGH STREET CHARLOMESNLLE. MRFANIA 2M02 (434) 296-6942 C:\Survey VOWO\2020 Try UnMJ I MOC PPPMTup01j020-11M-Tcp0tl KFS/2020534:1APM NOTES: DRAPER ADEN ASSOCIATES REVIEW / LJ.OURGEGF MERIDIAN FAUSUI GGRSSCUI ASED BPGN: DESOM ERVATIGN. l THESE ALMS HAVE BEEN SUBJECTED TO TECHNMALAND QUPLm REVIEM BY: zlvmrleALOFTUM. NAVOE SPEEDUPON 6Ps0BBERVATIw. S.ITHISEURVEYWMPREPAREDWITHOWR EBNX ITOFATi COMIw EXTGRTTIe MRTMDUL NAME MICHAEL _ EMOMENTS ANDENCUMBRMCEST TMIGMBEDI6=SEOINATITXS6 HMAVNOTBE$HOWN. WAYAERIAL TECHNICIAN F /'LG� NQ sUAd N't0 FIELD FFIEVATIMNO SUE VENA CNL""Y�RRYEY OR FORiX193U. VFIL9X ITIE3gNN LEREOX ARE BASED ON 5HERYL ATOCRTOPCX IC SURVEY BAD C MPLU EE UNDER THE DIRY MADE UNDER ECT AND RESPPONSIY SUCERVISION IxE CHANCE OFF PROJECT MANAGER %/G/L'!d[L_FX GSAi/mxD D REANIDARDSS UNLESS OLXEMNIUE NOTED. 'xOA, nrvGTINTTHIs MAP MEATS MINIMUM nCCursKY �F k IF GZSS nlcoxrouR lLaERVAL: xplx NAME CHER, L �NINRTI^` ERn,OE30 .� 2 p E S. QUALITY REVIEWER"T@i5 7) THIS SURVEY WED PREPARED FOR RrvuirvA SOLD PASTE MINORITY DRAPER MEN ASSOCIATES ACRUMEs NO LIABILITY FOR REUSE OR MODIFICATION OF THEMQIGUMBUT 0 E Q Ln 8) THIS AREAL TOWUNCERAPHIC SUEUVEY DOES NOT CONSTITUTE A BOUNDARY SURVEY DRAPER MEN DID NOT OHRFOR A BOUNDARY SUBLEHEIRENDECALY M. 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Applied Geoscmiences I q _: Ul: 4 POTENTIAL BORROW AREA EXISTING 10' CONTOURS EXISTING 2' CONTOURS EXISTING VEGETATION TEST PIT LOCATION PROPOSED CONTOURS TEMPORARY SEDIMENT FENCE ROCK RIP RAP SOIL BLANKET FIRECTION OF SECTION VIEW TYPICAL SECTION MARKER PAGE SECTION APPEARS TYPICAL SECTION IDENTIFICATION and Engineering Inc. • r,,..i 110i { N:tl �- T— r5� � Tf ` '� � 4 �' r5S ' v, L 1 �_.- _..�, (J-..� - � Rb � n t Rile ^ j �•" l7 Fw�k. ` � i nkt. ,� � Rw>.m�a \, wntt snl V , \[��-f�:T'-f.... .%' `� � .�__ :•.,,,.— l r� ,o \�\ �j /_.=, � �6 � � \ .ii /y � +i fi �•9/ w'1"n�11 N. tj S do J `°""'°'f(t>�°, ,_'- _._rma.m"�`.14� i I `1 •-� / rile-t 'f,j�nR (.J �'r �, yew, 1�1n Y �'" � n t. � r f l �' `'Tu � � teeµ 1 `fsil I r ..• � C1 [; t 7 '. � kle \l/. -.'��`sa`� i� ,. % �CY •� /''� ' �',� / /\ `t i J } � t niarbn , b/I! �� ��\� t pk 'S---._--...'�{ bV I/Y ' AOYnC ➢ rWT Fam Sjtt Y - • ?n' Sr rrUr y� T . i44,zi Oa 1 I _ IVY SANITARYY", to a ,.�„_ " - tf �...._..flkk "�}{tt... ..on9 'SSI�ISG(J•,'(- -4,1 �'`___ LANDFILL d '_.tx �.. ,,. • Momrwn A or I / i r( F191 J • W+ \r M.rtma � � 1 lai r 9�r 1 �s 01 SITE VICINITY MAP MODIFIED FROM: CHARLOTTESVILLE QUADRANGLE VIRGINIA (1: 100,000) PROJECT DESCRIPTION THESE DRAWINGS, SPECIFICATIONS AND DESIGN DATA ARE FOR THE CONSTRUCTION OF A WATER STORAGE POND DAM AT THE IVY LANDFILL NEAR CHARLOTTESVILLE, VIRGINIA. THE MAXIMUM STORAGE CAPACITY OF THIS POND WILL BE LESS THAN 50 ACRE—FEET. THE DAM WILL BE DESIGNED TO MEET OR EXCEED ALL CRITERIA OF THE VIRGINIA DAM SAFETY LAW FOR CLASS II HAZARD POTENTIAL DAMS. HOWEVER, THE DAM IS NOT SUBJECT TO THE JURISDICTION OF THE VIRGINIA DAM SAFETY LAW. THE WATER FROM THIS POND WILL BE USED FOR SPRAY IRRIGATION AND DUST CONTROL AT THE LANDFILL. THE POND, DAM AND ASSOCIATED SPRAY IRRIGATION SYSTEM ARE DESIGNED SUCH THAT THERE SHOULD BE NO DOWNSTREAM DISCHARGE OF WATER FROM THE WATER STORAGE POND DURING STORMS UP TO THE 100 YEAR STORM EVENT. h 'VY-101 COVER SHEET, LEGEND,: PROJECT DESCRIPTION SITE VICINITY MAP AND: INDEX OF DRAWINGS IVY-102 .... DRAINAtt AREA,,, DAM AND RESERVOIR DATA, INTAKE `ONDUIT IVY-106 . ® a n BLANKET FILTER/DRAIN AND TYPICAL SECTIONS kUMP STATION DISCHARGE S INLET STRUCTURE SPECIFICATIONS 1 a JOYCE ENGINEERING, INC® IVY SANITARY LANDFILL COVER SHEET, LEGEND, SITE VICINITY MAP & INDEX OF DRAWINGS APPLIED GEOSCIENCES AND ENGINEERING INC. i ,L!h.. GREENSBORO, NORTH CAROLINA SCALE: NONE APPROVED HP•r. DESIGNED: J� a DRAWN BY: PK CHECKED: DLB DATE: .9 PROJECT NO.: 1009-014JOYC DRAWING NO. SHEET REV. N0. DATE REVISION BY CK APPROVED IVY-101 1 - t � - $ € / � �� ft J �' � I f 3, r� t �i a /•I ! 6 � $ 3 f `f IINI $ AR A{ r it yti8 fi ! t S e $ S F RdiI A L i 1 it � j S t 6 J �' i ✓ � i / 6� g � r l" ✓ at : � � '1 4 1 _ � Si �'t t, j i ! E t r,: e / �'�9 ,'i � Sg �� '� •.-'� � �• g �" ( � kl i � �S z t t r/ My y _ t} i { t i $ � if I �t t � �� /•.�/ i � S j � i - � ♦ v d � E DAM AND DRAINAGE AREA "=40' SCALE: 1 m iV4V Y n 4vp � F Y w a o z- 0 20 40 80 SCALE IN FEET m E9 0 3 � w o�ww vv�v og«� m ,o 911 i 1 'A At DRAINAGE AREA = 6.9 ACRES HEIGHT OF DAM = 30 FEET (APPROXIMATE) MAXIMUM IMPOUNDMENT CAPACITY = 29.2 ACRE FEET AT TOP OF DAM EL. 700.0 SIZE CLASSIFICATION HAZARD CLASSIFICATION MAXIMUM ALLOWABLE WATER LEVEL STORAGE AT EL. 696.4 SURFACE AREA TOP OF DAM EL. 700.0 = SMALL e CLASS II NOTE: THIS DAM IS NOT UNDER THE JURISDICTION OF THE VIRGINIA DAM SAFETY LAW. 696.4 FT. ' 19.1 AC. FT. (6.2 MILLION GALLONS) = 2.9 ACRES NO. I DATE I REVISION I BY I CK I APPROVED i SCALE: AS SHOWN HY KVVtU ® Q� — DESIGNED: JHPjr.„�....- DRAWN BY PK CHECKED: DLB PROJECT NO.: 1009—014JOYC DATE: DRAWING NO. SHEET IVY-102 1 REV. tP U 9 dw o� I v S E� N �w o> IM � - 3 � _ a N N M � 9 O 3 N Z y N v O O U � N W v J Q 9 «_ Z > a 3 Q M - mm � V M ^ L my 3 a v a J ==wm �vo oz ENN u oZfL Y9 h M O v j T M O I OO �� � � Z 2¢2ad`eEEl- V V n m V 6 3 fE � a�- FF dEga>^ oowa�V ooal-�� U V r'14-4.N PROFILE SCALE: 1 "=10' EXISTING GROUND 1� 10.00' _—I1 3 --- 3 GROSS SECTION SCALE: 1 "=10' R EMERGENCY SPILLWAY 0 5 10 20 e SCALE IN FEET ANTICIPATED EARTHFILL QUANTITIES LOCATION VOLUME SOIL BLANKET 1,101 YD 3 EMBANKMENT ZONE "1 6,869 YD 3 EMBANKMENT ZONE 2 836 YD3 EMBANKMENT ZONE 3 3,065 YD3 4 NOTES- 1 . CONDUIT THROUGH DAM CONSISTS OF 8—INCH DIA. DUCTILE IRON PIPE (D.I.P.). FOR IRRIGATION PUMP STATION INTAKE STRUCTURE DETAILS, SEE DRAWING IVY-105. 2. FOR FILTER AND DRAINAGE BLANKET AND TRENCH DRAIN DETAILS, SEE DRAWING IVY-106. 3. SOIL BLANKET PLAN: BLANKET THE FOUNDATIONS WITH 3 FEET OF COMPACTED ML SOIL. THE BLANKET SHALL EXTEND 50 FEET UPSTREAM FROM THE TOE OF EMBANKMENT BETWEEN STATION 5+16 AND 6+61, AND END AT' THE JUNCTION OF THE EMBANKMENT AND CONTOUR ELEVATION 698.00, AS SHOWN ON THIS SHEET. 4. THE DETAILS FOR THE CONCRETE PADS, INCLUDING FINAL LOCATION AND DIMENSIONS TO BE PROVIDED BY JOYCE ENGINEERING. { G7, IyGi.+fa'34N N0. I ["ATE � REVISION I BY I CK I APPROVED > JOYCE ENGINEERING, INC. IVY SANITARY LANDFILL SITE MAP 3 a a m. a� a s N a M d �o wa � M N Ma a m� v a � N y S N uUv ti V Nyw O 0 `m0� la a w E •;NM M PAW � a7� v � M v 4 Imx hN i< U v M N U W d U o v > m mN dl mN r o /ram 00m Oov ozn N OM QOO z ; PU a V ]. o<aa� W 0 � t 700 695 r 690 685 680 675 670 665 660 655 + 0 DOWNSTREAM ----� --a- 1.00' � 200' —�. 1.5 EL. 685.00 1� 1.5 ,S VDOT #57 STONE CLASS I ROCK RIPRAP e TYPICAL DETAIL AVEL AND RIPRAP FILTER BERM I. SCALE: 1 "=2 NOTE& 1, DETAILS FOR FINAL LOCATION AND DIMENSIONS FOR THE TWO CONCRETE PADS WILL BE PROVIDED BY JOYCE ENGINEERING. 0 N CTI 0 + PLAN SCALE: 1"=10' 18—INCH LAYER CLASS I ROCK RIPRAP r FILTER DIAPHRAGM TO EXTEND UP FROM THE FOUNDATION TRENCH AND BLANKET TO 24 INCHES ABOVE THE DUCTILE IRON PIPE oo o01- 00 ON a <i 0 SCALE: 1 "=10' 0 5 10 20 10111 SCALE IN FEET 0 + N GEOSYNTHETIC FILTER FABRIC f MIRAFI 160N 6 OZ NON —WOVEN, OR EQUIVALENT 1 6—INCH LAYER VDOT #57 STONE 0 + N DETAIL 1 SCALE: 1 "=2' 8—INCH D.I. GATE VALVE AND ACCESS BOX SEE DETAIL THIS SHEET 0 03 N 0 O 0 N M O d M A STEEL SCHEDULE MARK SIZE TYPE QUANTITY LENGT TOTAL LENGTH 1 4 1 12 1'-6" 2 4 1 6 2'-6" 3 4 21 2 4'-3" 0'-61, 8'-6" 4 4 21 4 4'-6„ 0I,-6" f 7 I TYPE 21 PLAN VIEW --I 1.00' I-- 0 0 N —� TYPE 1 STRAIGHT 8—INCH DIA. I.D. DIP �* 2.00' 0 N V �a b L 4 0 Oo � m o 0 3CDO 12" EACH FACE - 3.00' -- END VIEW ELEVATION VIEW CONCRETE PIPE SUPPORT SCALE: 1"=2' PLAN VIEW 15—INCH DIA, CONCRETE PIPE WITH CAST IRON COVER I I I I I I PROVIDE 3—FOOT LENGTH T— WRENCH FOR 2—INCH SQUARE TURNING NUT I I Ln O cli 8—INCH DIA. DUCTILE IRON GATE VALVE, MJ MUELLER SUPER — SEAL RESILIENT SEAT, rin OR EQUAL I(T1 f III r rl__ Ili III III III ELEVATION VIEW it 8-INCH DIA_ D_I C-jAZ SCALE: 1"=1 JOYCE ENGINEERING, INC. IVY SANITARY LANDFILL PLAN ! PROFILE IRRIGATION CONDUIT APPLIED GEOSCIENCES AND ENGINEERING INC. sololuss GREENSBORO. NORTH CAROLINA SCALE AS SHOWN APPROVED DESIGNED: JHPjr. �r-- DRAWN BY: PK CHECKED: DLB DATE: PROJECT NO.: 1009-014JOYC DRAWING NO. SHEET REV. NO, DATE REVISION BY CK APPROVED IVY-10rj 1 ECTION F—F (STA. 5+51 CL DAM) SCALE: 1 "=10' —E (STA. 5 SCALE: 1 "=10' +68 CL DAM) 6-INCH DIA. SCHEDULE 40 SLOTTED PVC PIPE TYPICAL SECTION OF BLANKET AROUND PERFORATED PIPE SCALE: 1 "=2' PLAN VIEW M1 A AI SCALE: 1=2U NOTES: o ,o zo ao SCALE IN FEET 1. LOCATE UPSTREAM EDGE OF TRENCH AT DOWNSTREAM EDGE OF ZONE 1 COMPACTED 'FILL. 2. LOCATE DOWNSTREAM EDGE OF DRAINAGE BLANKET TO BE AT LEAST 15 FEET UPSTREAM OF TOE OF DAM, SO THAT THERE WILL BE AT LEAST 3 FEET OF COMPACTED SOIL COVER OVER THE BLANKET. 3. LOWER THE TOP OF TRENCH FILTER SAND AS NEEDED TO ASSURE 3 FEET OF COMPACTED SOIL COVER OVER THE TRENCH SAND, STANDARD FLAT TOP WITH 2-FOOT DIA, OPENING FOR RING AND COVER I r TRENCH FILTER AND DRAIN / \-OUTLET PIPE GROUTING SEE DETAILS DRAWING IVY-108 6.00, 6- NCH LAYER INVERT EL. 670.00 6-INCH DIA, 1 VDOT #57 STONE - SCHEDULE 40 --- a 5° - - 44.00' ---- 3.00, PVC PIPE OUTLET / JOYCE ENGINEERING, INC. THE TR NCH LOCATION WILL 34.00' -- WITH INVERT / s o IVY SANITARY LANDFILL VARY, AS IT SHOULD BE EL. 670.00 6' LOCATED AT THE DOWNSTREAM 4,00' I BLANKET FILTER/DRAIN AND TOE OF ZONE 1 FILL. i j 8.00' _._. _EL,_ 667_00 -- TYPICAL SECTIONS -- --- --- ----- - — 99.00' —------- - ooi SECTION D—D (STA. 5+98 CL DAM) ELEVATION VIEW GREENSBORQ NORTH CAROLINAI RING It SCALE: AS SHOWN APPROVED SCALE: 1 "=10' DESIGNED: JHPjr. LLECT® ASIN DRAWN BY: PK — CHECKED: DLB DATE: 0 5 10 20 SCALE: 1"=3' PROJECT NO.: 1009-014JOYC DRAWING NO. SHEET RE SCALE IN FEET N0. DATE REVISION BY CK APPROVED IVY-106 1 e FINAL PIPE DIA. AND DETAILS OF INFLOW PIPE TO BE PROVIDED EXISTING GROUND BY JOYCE ENGINEERING I 700 �o 695 N w 0 INLET PIPE 4-Z 690 OUTLET INVERT EL. 696.00 (o lQ3.1 680 L 0 O 0 PLAN VIEW ALONG PIPE OUTLET STRUCTURE SCALE: 1"=5' 4' DIA. x 4' HIGH PRECAST MANHOLE BASE SECTION WITH COVER. SEE DETAIL THIS DRAWING. 6-INCH DIA. PVC OUTLET PIPE INVERT EL. 695.00 15" EXISTING GROUND - EL. 696.40 MAXIMUM STORAGE O O 00 co + + PROFILE ALONG PIPE OUTLET STIR SCALE: 1 "=5' 0 5 10 SCALE IN FEET TOP PLAN VIEW WITH 25FOOTARD DA.FLAT OPENING FOR RING AND COVER \ �- 2.00' I r Q Z 1 Q � w Z r00 O N Z Li �.0-� C -- 5' O o � d _ 1 + EL 694.00 ELEVATION VIEW 4-FOOT DIA. FLAT TOP MANHOLE WITH EXPANDED MONOLITHIC BASE SLAB SCALE: 1 "=3' Q H GEOSYNTHETIC j FILTER FABRIC / 6—INCH LAYER VDOT #57 STONE SECTION A -A SCALE: 1 "=3' O 0 1 N + + C GEOSYN IHETIC 18-INCH LAYER FILTER FABRIC - CLASS 1 ROCK TUBE 6-INCH LAYER RIPRAP / VDOT #57 STONE - SECTION B-B SCALE: 1 "=3' 11 — .7/7.77--------- 18-INCH LAYER CLASS 1 ROCK RIPRAP 1f NO. I DATE I REVISION I BY I CK I APPROVED I JOYCE ENGINEERING, INC. IVY SANITARY LANDFILL DETAILS PUMP STATION DISCHARGE STRUCTURE APPLIED GEOSCIENCES AND ENGINEERING IN( GREENSBORO, NORTH CAROLINA SCALE: AS SHOWN APPROVED DESIGNED: / J DESIGNED: JHPjr. DRAWN BY: PK/SAW '�j,,�,,� CHECKED: — DLB DATE:'ia_ .9�� PROJECT NO.: 1009-014JOYC DRAWING NO. SHEET I REV IVY-107 1 "e"N 1,. THE RIVANA SOLID WASTE AUTHORITY IS THE OWNER OF THE PROPOSED DAM. MR. RON DIFRANCESCO, P. E. WITH JOYCE ENGINEERING, INC., 4808 RADFORD AVENUE, RICHMOND VIRGINIA 23230 AT.TELEPHONE NUMBER (804) 355-4520 IS THE OWNER'S REPRESENTATIVE REGARDING THE DESIGN AND CONSTRUCTION OF THIS DAM. 2.MR. DONALD L. BASINGER, P. E. WITH AG&E, 405-A PARKWAY DRIVE, GREENSBORO, NORTH CAROLINA, 27401-1�16 AT TELEPHONE NUMBER (336) 274-9456 WILL BE THE ENGINEER OF RECORD FOR THE DESIGN AND CONSTRUCTION OF THIS DAM. 3, NO WATER SHOULD BE IMPOUNDED WITHIN THE RESERVOIR PRIOR TO INSPECTION AND APPROVAL BY AG&E. 4. THE CONTRACTOR SHALL VERIFY THE LOCATION OF EXISTING UTILITIES PRIOR TO THE INITIATION OF CONSTRUCTION. 1. EARTHFILL SHALL BE PLACED IN LIFTS NOT TO EXCEED NINE INCHES IN THICKNESS PRIOR TO COMPACTION, SURFACES ON WHICH EARTHFILL WILL BE PLACED SHALL BE SCARIFIED PRIOR TO PLACEMENT OF EARTHFILL. 2. EARTHFILL SHALL BE PLACED IN LIFTS THAT ARE CONTINUOUS OVER THE LENGTH AND WIDTH OF THE FILL AREA BEING FILLED. THE EAfHFILL SHALL NOT CONTAIN ROOTS, STUMPS, "WOOD, RUBBISH, STONES GREATER THAN SIX INCkS IN DIAMETER, FROZEN OR OTHER OBJECTIONABLE MATERIAL. EARTHFILL FOR THE EMBANKMENT AND CORE TRENCH SHALL COME FROM APPROVED ON SITE BORROW AREAS AND SHALL BE APPROVED BY AG&E. 4. STANDARD PROCTOR MOISTURE -DENSITY RELATIONSHIP CURVES HAVE BEEN DEVELOPED FOR EARTHFILL PROPOSED FOR THE CONSTRUCTION OF THE DAM IN ACCORDANCE WITH ASTM D-698. COPIES OF THESE CURVES WILL BE SUBMITTED TO THE INDEPENDENT TESTING LAB FOR REFERENCE. IF DIFFERENT SOILS ARE TO BE USED FOR THE DAM EMBANKMENT, THEN STANDARD PROCTOR CURVES WILL BE DEVELOPED FOR THOSE SOILS PRIOR TO PLACEMENT AND COMPACTION OF THOSE SOILS. 5, EARTHFILL SHALL BE PLACED AND COMPACTED AT A MOISTURE CONTENT BETWEEN TWO PERCENT BELOW OPTIMUM MOISTURE CONTENT (OMC) AND THREE PERCENT ABOVE OMC AS DETERMINED IN ACCORDANCE WITH ASTM D-1586. 6, EARTHFILL SHALL BE COMPACTED TO A MINIMUM OF 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY. 7. RECOMMENDED METHODS OF COMPACTION TESTING OF DAM EMBANKMENT EARTHFILL ARE THE SAND CONE TEST (ASTM D-1556) AND THE DRIVE CYLINDER METHOD (ASTM D-2937). NUCLEAR GAGE DENSITY TESTING IS NOT RECOMMENDED FOR THIS PROJECT. TWO COPIES OF THE RESULTS OF ALL COMPACTION TESTS MUST BE SUBMITTED TO THE AG&E TO SERVE AS "RECORD" DOCUMENTATION OF THE DAM. 8. COMPACTION TESTING OF DAM EMBANKMENT EARTHFILL SHALL BE CONDUCTED AT A MINIMUM FREQUENCY OF ONE TEST PER 5,000 SQUARE FEET PER VERTICAL FOOT OF FILL. 9. EARTHFILL ADJACENT TO THE CONDUITS AND THE FILTER -DRAINAGE DIAPHRAGM SHALL BE COMPACTED USING HAND-HELD OR MANUALLY OPERATED COMPACTION EQUIPMENT. THIS EARTHFILL SHALL BE PLACED IN LIFTS NOT TO EXCEED FOUR INCHES THICK PRIOR TO COMPACTION, COMPACTION TESTING OF THIS EARTHFILL SHOULD BE CONDUCTED AT A RATE OF ONE TEST PER 25 LINEAR FEET OF CONDUIT OR DRAIN. 10. FINE AGGREGATE SHALL BE PLACED IN LAYERS NOT TO EXCEED SIX INCHES THICK PRIOR TO COMPACTION AND SHALL BE COMPACTED TO 70 o PERCENT RELATIVE DENSITY IN ACCORDANCE WITH ASTM D-4254. 11. HEAVY COMPACTION EQUIPMENT WILL NOT BE o ALLOWED OVER THE DUCTILE IRON PIPE (DIP) SPRAY IRRIGATION INTAKE CONDUIT PRIOR TO THE o PLACEMENT OF A MINIMUM OF TWO FEET OF EARTHFILL OVER THIS CONDUIT. R g 12. PRECAST CONCRETE MANHOLES WILL CONFORM TO z ASTM C-478 STANDARD SPECIFICATION. JOINTS (IF ANY) SHALL BE SEALED WITH BUTYL RUBBER E SEALANT IMPREGNATED WITH BENTONITE MATERIAL. 0 o ! U 0 0 1 5. THE CONTRACTOR SHALL BEAR ALL COSTS FOR MAINTAINING AND SUPPORTING ALL UTILITIES AS REQUIRED DURING CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE ALL PHASES OF HIS WORK WITH THE UTILITY COMPANIES AFFECTED BY THE WORK TO CONSTRUCT THIS DAM AND APPURTENANT WORKS, 6, ALL WORK ON THE PERMANENT STRUCTURES SHALL BE CARRIED OUT IN AREAS FREE FROM WATER. THE CONTRACTOR SHALL CONSTRUCT AND MAINTAIN ALL TEMPORARY DIKES, LEVEES, COFFERDAMS, DRAINAGE CHANNELS, AND STREAM DIVERSIONS NECESSARY TO PROTECT THE AREAS TO BE OCCUPIED BY THE PERMANENT WORKS.HE CONTRACTOR SHALL ALSO FURNISH, INSTALL, OPERATE AND MAINTAIN .ALL NECESSARY PUMPING AND OTHER EQUIPMENT (REQUIRED FOR REMOVAL OF WATER FROM THE VARIOUS PARTS OF THE WORK AND FOR MAINTAINING THE EXCAVATIONS, SPECIFICATIONS 13. THE DUCTILE IRON PIPE RESERVOIR DRAIN CONDUIT SHALL BE ANSI/AWWA C150/A21.50 PRESSURE CLASS 350 MANUFACTURED IN ACCORDANCE WITH ANSI/AWWA C151/A21.5. DIP JOINTS SHALL BE "PUSH -ON" TYPE RUBBER -GASKET JOINTS MANUFACTURED IN ACCORDANCE WITH ANSI/AWWA C111/A21.11-90, EXCEPT THAT MECHANICAL JOINTS SHALL BE USED FOR THE INSTALLATION OF THE EIGHT -INCH DIAMETER VALVE IN THE IRRIGATION SYSTEM INTAKE CONDUIT. 14. THE EIGHT -INCH DIAMETER VALVE FOR THE IRRIGATION INTAKE CONDUIT SHALL BE A MUELLER SUPER -SEAL RESILIENT VALVE, OR EQUIVALENT. 15. ALL CONCRETE SHALL BE 4,000 PSI COMPRESSIVE STRENGTH, THE CONCRETE SHALL HAVE FOUR PERCENT TO SIX PERCENT ENTRAINED AIR CONTENT (BY VOLUME).THE CONCRETE SHALL HAVE A MAXIMUM FOUR -INCH SLUMP AT THE TIME OF PLACEMENT. THE TOTAL WATER USED FOR ANY BATCH, INCLUDING ANY WATER ADDED AT THE JOB SITE, SHALL NOT EXCEED THE DESIGN MIX WATER CONTENT. AGGREGATES USED IN CONCRETE SHOULD MEET VIRGINIA DOT SPECIFICATIONS AND AGGREGATE SOURCES SHOULD BE FROM A VDOT LIST OF APPROVED SOURCES. 16. GROUT USED TO FILL THE ANNULAR SPACE BETWEEN THE MANHOLE STRUCTURE WALLS AND THE PIPE CONDUITS SHALL BE 3,000 PSI NON -SHRINK GROUT, 17. ONE SET OF CONCRETE STRENGTH CYLINDERS SHALL BE MADE FROM THE CONCRETE FOR CONSTRUCTION OF THE FOUNDATION OF THE INTAKE STRUCTURE WITHIN THE RESERVOIR. ONE CYLINDER SHALL BE TESTED AT SEVEN DAYS AND TWO CYLINDERS SHALL BE TESTED AT 28 DAYS. TWO COPIES OF THE RESULTS OF ALL CONCRETE COMPRESSIVE STRENGTH TESTS WILL BE SUBMITTED TO THE AG&E TO SERVE AS "RECORD" DOCUMENTATION OF THE SPRAY IRRIGATION INTAKE STRUCTURE. 18. THE STOPLOGS FOR THE IRRIGATION INTAKE SYSTEM SHALL BE PRESSURE TREATED WITH WOLMAN CHROMATED COPPER ARSENATE (CCA), WITH A RETENTION LEVEL OF AT LEAST 0.60 POUNDS PER CUBIC FOOT. ALL STOP LOGS SHALL BE MARKED WITH THE RETENTION LEVEL. AFTER COMPLETION OF INSTALLATION, AG&E WILL EXAMINE THE STOPLOG INSTALLATION FOR FINAL ACCEPTANCE. THE CONTRACTOR WILL BE REQUIRED TO PLACE ALL STOPLOGS IN THE GUIDES A SUFFICIENT NUMBER OF TIMES TO DEMONSTRATE THAT THE STOPLOGS FIT PROPERLY AND SEAT UNIFORMLY. 19. THE TRASHRACK FOR THE IRRIGATION SYSTEM INTAKE STRUCTURE SHALL BE HOT -DIP GALVANIZED AS ONE UNIT IN ACCORDANCE WITH ASTM A-123 AND SHALL BE CONSTRUCTED AND INSTALLED AS INDICATED ON THE DRAWINGS. 20' REINFORCING STEEL SHALL BE GRADE 60, 21. CLASS 1 ROCK RIPRAP REQUIREMENTS: ROCK PARTICLES SHALL WEIGH FROM 25 TO 250 POUNDS (APPROXIMATELY SEVEN TO 16 INCHES IN DIAMETER) WITH 60 PERCENT OF THE PARTICLES WEIGHING A MINIMUM OF 100 POUNDS. ALSO, NO MORE THAN FIVE PERCENT OF THE PARTICLES SHALL WEIGH LESS THAN 50 POUNDS EACH. 22. NO. 57 GRADATION STONE REQUIREMENTS: 100% t5% SHALL PASS THE 1-'/2 " SIEVE, 95% t 5% PASS THE 1 SIEVE, 43% t 17% PASS THE '6z" SIEVE, A MAXIMUM OF 7% PASS THE #4 SIEVE, AND A MAXIMUM OF 3% PASS THE #8 SIEVE. FOUNDATION AND OTHER PARTS OF THE WORK FREE FROM WATER AS REQUIRED TO COMPLETE ALL WORK IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. AFTER HAVING SERVED THEIR PURPOSE, ALL TEMPORARY PROTECTIVE WORKS SHALL BE REMOVED OR LEVELED AND GRADED TO THE EXTENT REQUIRED TO PREVENT ANY OBSTRUCTION OF THE FLOW OF WATER TO THE POND SPRAY IRRIGATION SYSTEM INTAKE AND SO AS NOT TO INTERFERE IN ANY WAY WITH THE OPERATION OR MAINTENANCE OF THE POND OR SPRAY IRRIGATION SYSTEM. STREAM DIVERSIONS SHALL BE MAINTAINED UNTIL THE FULL FLOW CAN BE PASSED THROUGH THE PERMANENT WORKS. DURING THE PLACING AND COMPACTING OF MATERIAL IN REQUIRED EXCAVATIONS, THE WATER LEVEL AT THE LOCATIONS BEING FILLED SHALL BE MAINTAINED BELOW THE BOTTOM OF THE EXCAVATION AT SUCH LOCATIONS. 23. NO. 78 GRADATION STONE REQUIREMENTS: 100% SHALL PASS THE 3/4" SIEVE, 95% t 5% PASS THE �6 " SIEVE, 60% t 20% PASS THE 3/8" SIEVE, A MAXIMUM OF 20% PASS THE #4 SIEVE, AND A MAXIMUM OF 5% PASS THE #16 SIEVE. 24. THE ASTM C-33 FINE AGGREGATE (CONCRETE SAND) GRADATION REQUIREMENTS: 100% SHALL PASS THE 3/8" SIEVE, 95% TO 100% PASS THE NO. 4 SIEVE, 807 TO 100% PASS THE NO. 8 SIEVE, 50% TO 857 PASS THE NO. 16 SIEVE, 25% TO 60% PASS THE NO. 30 SIEVE, 10% TO 30% PASS THE NO, 50 SIEVE, 2% TO 10% PASS THE NO. 100 SIEVE, AND 5% PASS THE NO. 200 SIEVE. 25. DRAINFILL AND FILTER AGGREGATES SHALL BE SAND, GRAVEL OR CRUSHED AGGREGATE AS INDICATED ON THE DRAWINGS, THEY SHALL BE COMPOSED OF CLEAN HARD DURABLE MINERAL PARTICLES FREE FROM ORGANIC MATTER, CLAY BALLS, SOFT PARTICLES OR OTHER SUBSTANCES THAT WOULD INTERFERE WITH THEIR FREE -DRAINING PROPERTIES. CRUSHED LIMESTONE SHALL NOT BE USED FOR FINE AGGREGATE EXCEPT IN COMBINATION WITH OTHER MATERIALS SUCH THAT NOT MORE THAN 5 PERCENT OF THE PORTION FINER THAN THE NO. 4 SIEVE SHALL BE CRUSHED LIMESTONE. A MATERIAL CERTIFICATION SHALL BE PROVIDED BY THE QUARRY THAT MATERIALS FROM THIS SOURCE HAVE BEEN TESTED FOR SOUNDNESS. AGGREGATES SHALL BE TESTED FOR SOUNDNESS IN ACCORDANCE WITH ASTM C-88, AND SHALL HAVE A WEIGHTED AVERAGE LOSS IN FIVE CYCLES OF NOT MORE THAN 12 PERCENT WHEN SODIUM SULFATE IS USED OR 18 PERCENT WHEN MAGNESIUM SULFATE IS USED. 26. DRAINFILL SHALL BE PLACED IN A MANNER TO AVOID SEGREGATION OF THE PARTICLE SIZES AND TO INSURE THE CONTINUITY AND INTEGRITY OF ALL ZONES. NO FOREIGN MATERIALS SHALL BE ALLOWED TO BECOME INTERMIXED OR OTHERWISE CONTAMINATE THE DRAINFILL. TRAFFIC SHALL NOT BE ALLOWED TO CROSS OVER THE DRAINFILLS AT RANDOM. 27. ROCK RIPRAP AND CRUSHED STONE SHALL BE PLACED IN A MANNER THAT WILL PROVIDE AN EVEN DISTRIBUTION OF THE VARIOUS SIZES OF ROCKS. THE LARGER ROCKS SHALL BE EVENLY DISTRIBUTED AND IN CONTACT ONE TO ANOTHER WITH THE SMALLER ROCKS FILLING THE VOID BETWEEN THE LARGER ROCKS. 28. THE SIX-INCH DIAMETER SOLID WALL PVC OUTLET PIPE SHALL MEET OR EXCEED ASTM 1786 AND 2665 AND SHALL BE SCHEDULE 40 (MINIMUM). 29. THE 6" DIAMETER PERFORATED PVC OUTLET PIPE SHALL MEET OR EXCEED ASTM 1786 AND 2665 AND BE SCHEDULE 40 (MINIMUM) PVC SLOTTED PIPE, WITH A NO 20 (.020 INCHES) SLOT SIZE, HAVING AT LEAST 8.0 SQUARE INCHES OF OPEN AREA PER FOOT OF PIPE, AS MANUFACTURED BY DRILLERS SERVICE, INC., JOHNSON WELL SCREENS, WHEELABRATOR CLEAN WATER SYSTEMS, INC., OR TRI-LOC, BRAINARD KILMAN, OR EQUIVALENT, 30. A PERMANENT VEGETATIVE COVER SUFFICIENT TO RESTRAIN ACCELERATED EROSION SHALL BE ESTABLISHED ON ALL DISTURBED AREAS OF THE DAM EMBANKMENT. TEMPORARY VEGETATIVE COVER SHALL BE ESTABLISHED AND MAINTAINED DURING ALL TIMES OF THE YEAR NOT SUITABLE FOR PERMANENT SEEDING. DAM CONST TION SEQUENCE THE CONTRACTOR SHALL NOTIFY MR. DONALD L. BASINGER, P. E., AT TELEPHONE NUMBER (336) 274-9456 PRIOR TO THE INITIATION OF WORK TO CONSTRUCT THE DAM. 2, EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED IN ACCORDANCE WITH MEASURES INDICATED ON THE DRAWINGS AND CONFIRMED WITH MR, RON DIFRANCESCO, P. E. WITH JOYCE ENGINEERING, INC., AT TELEPHONE NUMBER (804) 355-4520 PRIOR TO INITIATION OF ANY LAND DISTURBING ACTIVITY TO CONSTRUCT THE DAM. 3. PRIOR TO THE INITIATION OF CONSTRUCTION, THE CONTRACTOR SHALL SET A PERMANENT SITE BENCHMARK ELEVATION FOR REFERENCE DURING CONSTRUCTION. THIS BENCHMARK SHALL BE MAINTAINED THROUGHOUT THE PROJECT AND UNTIL FINAL APPROVAL OF CONSTRUCTION FROM AG&E, 4• CLEAR AND GRUB AND STRIP TOPSOIL FROM AREAS DESIGNATED AS BORROW AREAS, EMBANKMENTS, AND THE SPILLWAY SYSTEM. ALL ROOTS AND OTHER OBJECTIONABLE MATERIAL AS INDICATED BY THE ENGINEER SHALL ALSO BE REMOVED FROM THESE AREAS. AREAS REQUIRING UNDERCUT, AS DETERMINED BY THE ENGINEER, SHALL BE BACKFILLED WITH SOIL PLACED AND COMPACTED IN ACCORDANCE WITH THESE SPECIFICATIONS, 5. UNDERCUT ALL SOFT AND YIELDING MATERIAL IN THE AREA OF THE INTAKE STRUCTURE FOR THE SPRAY IRRIGATION SYSTEM AND REPLACE WITH COMPACTED EARTHFILL. THE LIMITS OF AREAS TO BE UNDERCUT SHALL BE DETERMINED BY THE ENGINEER. NO EARTHFILL SHALL BE PLACED IN UNDERCUT AREAS PRIOR TO APPROVAL FROM THE ENGINEER. 6, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DIVERSION OF WATER DURING THE WORK TO CONSTRUCT THE DAM. -� NEW SLOPE 14, 00' Et L. 700.00 EL. 698.00 3 1 F- ZONE 2ZZ ZONE 1 ZONE 3 N 1 KEY WAY TRENCH l - - -- 1L_ ZONE 1 -11 ----- - 2 2 [ORIGINAL GROUND TYPICAL EMBANKMENT SECTION NOT TO SCALE EARTH FILL REQUIREMENTS ZONE' ZONE DESCRIPTION TYPE MAXIMUM MAXIMUM REQUIRED' COMPACTION ROCK LIFT 2 MOISTURE SIZE THICKNESS CONTENT CLASS DEFINITION LESS PERMEABLE 2% BELOW TO' 95% OF MAXIMUMS 1 - ML FORMAL CENTRAL CORE 1 6 9" 3% ABOVE A DENSITY BY ASTM D OPTIMUM 698, METHOD C 2% BELOW TO' 95% OF MAXIMUMS 2 - SM & ML UPSTREAM SHELL 2 6" 9" 3% ABOVE A DENSITY BY ASTM D OPTIMUM 698, METHOD C MORE PERMEABLE 2% BELOW TO' 95% OF MAXIMUMS 3 - SM DOWNSTREAM SHELL 3 6„ 91, 3% ABOVE DENSITY BY ASTM D OPTIMUM A 698, METHOD C 1 LABORATORY TEST RESULTS OF AVAILABLE ON -SITE BORROW ARE ATTACHED. 2 MAXIMUM LIFT THICKNESS PRIOR TO COMPACTION, 3 MOISTURE CONTENT OF THE FILL MATRIX AT TIME OF COMPACTION. 4 OPTIMUM MOISTURE CONTENT OBTAINED IN COMPACTION TESTS OF FILL MATERIALS PERFORMED BY METHOD C OF ASTM D 698. S DENSITY OF THE FILL MATRIX, TYPE DESCRIPTION 1 REDDISH -BROWN SLIGHTLY CLAYEY FINE SANDY SILT (ML) - MATERIAL OBSERVED IN TP-14 2 ORANGISH BROWN & LIGHT GRAY, MICACEOUS, SILTY FINE SAND (SM) AND SANDY SILT (ME) - MATERIAL OBSERVED IN TP-10 3 YELLOWISH BROWN AND LIGHT GRAY SILTY FINE SAND (SM) - MATERIAL OBSERVED IN TP-15 1. THE CONTRACTOR MAY PROPOSE USE OF BORROW FROM A DIFFERENT SOURCE PROVIDED THE LABORATORY TEST RESULTS ARE SUBMITTED AND APPROVED BY THE ENGINEER. 2. WHERE COMPACTION WITH LIGHT MANUALLY GUIDED EQUIPMENT IS NECESSARY, THE FILL SHOULD BE PLACED IN LOOSE LIFTS NO THICKER THAN ABOUT 4 INCHES, 3. ZONE BOUNDARIES ARE APPROXIMATE, ADJUSTMENTS WILL BE MADE BASED ON AVAILABILITY OF BORROW MATERIAL AND/OR AS DIRECTED BY ENGINEER. PERMANENT SEEDING SPECIFICA PERMANENT SEEDING SHALL BE 100% TALL FESCUE APPLIED AT A RATE OF 200 POUNDS PER ACRE. THIS SEED SHALL BE COVERED WITH SOIL TO A DEPTH OF APPROXIMATELY '/ INCH IMMEDIATELY AFTER SEEDING. ALL AREAS SHALL BE COVERED WITH TWO TO THREE TONS PER ACRE OF STRAW MULCH IMMEDIATELY AFTER SEEDING. MULCHING MATERIALS SHALL BE KEPT IN PLACE WITH A MULCH ANCHORING DEVICE OR WITH ASPHALT EMULSION. 12-12-12 FERTILIZER SHALL BE APPLIED AT A RATE OF 600 POUNDS PER ACRE. LIME SHALL BE APPLIED AT A RATE OF TWO TONS PER ACRE. NOTE: PERMANENT VEGETATIVE COVER SUFFICIENT TO RESTRAIN ACCELERATED EROSION SHALL BE ESTABLISHED ON ALL DISTURBED AREAS. TEMPORARY VEGETATIVE COVER SHALL BE ESTABLISHED IN ACCORDANCE WITH THE TEMPORARY SEEDING SPECIFICATIONS DURING ALL TIMES OF THE YEAR NOT SUITABLE FOR PERMANENT SEEDING. LATE WINTER AND EARLY SPRING SEEDING MIXTU-RE SPECIE RATE (LB/ACRE) RYE GRAIN 120 KOREAN LESPEDEZA 50 0' SEEDING DAT FEBRUARY 1 - MAY 1 e SOIL AMENDMENTS FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB. / ACRE GROUND AGRICULTURAL LIMESTONE AND 750 LB. / ACRE 10-10-10 FERTILIZER. MULCH APPLY 4,000 LB. / ACRE. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR MULCH ANCHORING TOOL, A DISK WITH THE BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH -ANCHORING TOOL. MAINTENANCE REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESHAPE, RESEED, REFERTILIZE AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE, SUMMER SEEDING MIXTURE SPECIES RATE (LB/ACRE) GERMAN MILLET 40 e SEEDING DATE MAY 1 - AUGUST 15 SOIL AMENDMENTS FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB. / ACRE GROUND AGRICULTURAL LIMESTONE AND 750 LB. / ACRE 10-10-10 FERTILIZER. MULCH APPLY 4,000 LB. / ACRE. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR MULCH ANCHORING TOOL. A DISK WITH THE BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH -ANCHORING TOOL. MAINTENANCE REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESHAPE, RESEED, REFERTILIZE AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. FALL SEEDING MIXTURE r SPECIES RATE LB ACRE RYE GRAIN 120 SEEDING DATES AUGUST 15 - DECEMBER 31 SOIL AMENDMENTS FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB. / ACRE GROUND AGRICULTURAL LIMESTONE AND 750 LB. / ACRE 10-10-10 FERTILIZER, MULCH APPLY 4,000 LB. / ACRE. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR MULCH ANCHORING TOOL. A DISK WITH THE BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH -ANCHORING TOOL. MAINTENANCE REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESHAPE, RESEED, REFERTILIZE AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. ♦r.r r fENGINEERING, IVY SANITARY 11 LANDFILL NOTESD SPECIFICATIOVS APPLIED GEOSCIENCES AND ENGINEERING INC. GREENSBORO, NORTH CAROLINA SCALE: AS SHOWN APPROVED r DESIGNED: JHPjr, DRAWN BY: PK CHECKED: DLB DATE: PROJECT NO.: 1009-014JOYC DRAWING NO. SHEET REV. NO, DATE REVISION BY CK APPROVED IVY-109 1 APPENDIX B SUBSURFACE EXPLORATION Field Exploratory Procedures Boring Location Plan Boring Logs July 24, 2020 / Revised November 2, 2020 Schnabel Engineering, LLC Project 20C17048.00 02020 All Rights Reserved FIELD EXPLORATORY PROCEDURES Test Boring Procedure The borings were advanced by turning a hollow -stem auger. At the designated depth, drillers performed the Standard Penetration Test, as defined below. Water or drilling fluid was not introduced into the boring using this procedure, unless indicated on individual logs. Water level data are indicated on the logs. Standard Penetration Test Results The numbers in the Sampling Data column of the boring logs represent Standard Penetration Test (SPT) results. Each number represents the blows needed to drive a 2-inch O.D., 1-3/8 I.D. split -spoon sampler 6 inches, using a 140-pound hammer falling 30 inches. The sampler is typically driven a total of 18 inches. The first 6 inches are considered a seating interval. The total of the number of blows for the second and third 6-inch intervals is the SPT N-value. The Standard Penetration Test is conducted per ASTM D-1586. Soil Classification Criteria The group symbols on the boring logs represent the Unified Soil Classification System Group Symbols (ASTM D-2488) based on visual observation of the samples. Criteria for visual identification of soil samples are included in the appendix. Some variation may be expected between samples visually classified and samples classified in the laboratory. Partially Weathered Rock is defined as residual material with Standard Penetration Test N-value between 100 blows per foot and refusal. Refusal is defined as a penetration resistance of 100 blows per 2 inches or less. Undisturbed Sampling The split tube samples obtained during penetration testing are suitable for visual examination and classification tests, but are not sufficiently intact for quantitative laboratory testing. Consequently, relatively undisturbed samples are obtained by forcing section of 3-inch I.D., thin -wall steel tubing into the soil at the desired sampling level. This sampling procedure is essentially described by ASTM D 1587. Refusal Material Refusal is a designation applied to any material which cannot be penetrated by standard soil drilling equipment. Refusal, thus indicated, may result from hard cemented soil, soft weathered rock, coarse gravel or boulders, thin rock seams, or the upper surface of sound continuous rock. Core drilling procedures are required to determine the character and continuity of the refusal material. Rock Coring Core drilling procedures are utilized to determine the character and continuity of materials below the soil drilling refusal level. The core drilling procedure is performed in general accordance with ASTM designation D-2113. Initially, casing is set through the overburden soils to kept the hole from collapsing. Refusal materials are then cored with a diamond -studded bit fastened to the end of a hollow double -tube core barrel. This device is rotated at high speeds and is capable of cutting the hardest rock. The cuttings are brought to the surface by circulating water. Rock core samples of the materials penetrated are protected and retained in a swivel -mounted inner tube. Upon completion of the drill run, the core barrel is brought to the surface and the samples are removed and placed in boxes. The samples are then returned to our laboratory where the rock is identified and the `recovery" and rock quality designation (RQD) are determined. - / OHP \ \ I\ \ OVERHEAD POWER 1 J , OHS _ LINE I Top — — 710 => ELECTRICAL EASEMENT PPOWERPOLE '---___— \—� tWITHGUY ANCHORS _______ _ _ \ POWER POLE-- — _ — 10-INCH DIA. CMP - \ 8-INCH DIA. \ \ \ \ \ DIP WATERLINE B 1 PVC CONDUIT — —_SHED 1 1 1 I I J I I WATER VALVE \\ \\\ \\ \\\) / POND o I I I I \ \\ \ \ \ �„or�/ POND / J / I I DROP INLET 6-INCH DIA. I I I 0 I I 24-INCH DIA. RCP 1 \I\I \ J J II PVC / �� I I I I I I I I (APPROXIMATE LOCATION) ---- I I J I I I I B-2 I I 1 _—_—_—_—_—I I J I I I IIII I I 1 I I — — _ _ — — — — 6ao / / 1 J I I I J I I IRRIGATION POND 1 1 APPROXIMATE TREE LINE 690 CONCRETE HEADWALL ( 1 I I ^J / �i/ / / / // 700 I 1 EMERGENCY /� APPROXIMATE RESERVOIR ELEVATION 1 i SPILLWAY \ 1 / / / / / / AT TIME OF SURVEY AP-2 // \\\� AP-1-/// It ioo _-------- — -- ------ ___ /—J —__ — —— — — — — — — — — — — — — — — — - - — — — AUGER PROBE BORING LOCATION 710 — — — -----_--------------- / 0 SPT BORING LOCATION NOTE: TOPOGRAPHIC DATA FROM KIRK HUGHES & ASSOCIATES' TOPOGRAPHIC SUP.VEY DATED 6/5/2020 0 SCALE: 1 "=50' 0 50, 100, IVY MATERIAL UTILIZATION CENTER ®Schnabel RIVANA WATER AND SEWER AUTHORITY ENGINEERING I ALBEMARLE, VIRGINIA PROJECT NO. 20C17048.00 BORING LOCATION PLAN © Schnabel Engineering 2016 All Rights Reserved Sehnabel AUGER PROBE ENGINEERING LOG Project: Ivy Material Utilization Center Storm Water Retention Pond Albemarle County, Virginia Boring Number: AP-0 1 Contract Number: 20C17048 Sheet: 1 of 1 Contractor. Ayers & Ayers, Inc. Groundwater Observations Powhatan, Virginia Date I Time I Depth I Casing I Caved Contractor Foreman: M. White Schnabel Representative: C. Keaton Encountered 517 - Dry — - Completion 517 — Dry — — Equipment: CME-45B (ATV) Method: 2-1/4" I.D. Hollow Stem Auger Caging Pulled 517 — Dry — — Hammer Type: Not Applicable Dates Started: 5/7/20 Finished: 517120 Ground Surface Elevation: 698t (ft) Total Depth: 10.0 ft DEPTH MATERIAL DESCRIPTION SYMBOL ELEV STRA SAMPLING TESTS REMARKS (ft) (ft) TUM DEPTH DATA Auger Probe to 10 ft. J 10 Bottom of Auger Probe at 10.0 ft. Auger Probe terminated at selected depth. Auger Probe backfilled with cuttings upon completion. Schnabel AUGER PROBE E N G I N E E F I N G LOG Project: Ivy Material Utilization Center Storm water Retention Pond Albemarle County, Virginia Boring Number: AP-02 Contract Number: 20C17048 Sheet: 1 of 1 Contractor. Ayers & Ayers, Inc. Grountlwater Observations Powhatan, Virginia Date I Time I Depth I Caging I Caved Contractor Foreman: M. White Schnabel Representative: C. Keaton Encountered 517 - Dry — - Completion 517 — Dry — — Equipment: CME-45B (ATV) Method: 2-1/4" I.D. Hollow Stem Auger Casing Pulled 517 — Dry — — Hammer Type: Not Applicable Dates Started: 5/7/20 Finished: 5/7/20 Ground Surface Elevation: 696t (ft) Total Depth: 10.0 ft DEPTH MATERIAL DESCRIPTION SYMBOL ELEV STRA SAMPLING TESTS REMARKS (ft) (ft) TUM DEPTH DATA Auger Probe to 10 ft. j 10 Bottom of Auger Probe at 10.0 ft. Auger Probe terminated at selected depth. Auger Probe backfilled with cuttings upon completion. Schnab.1 TEST Project: Ivy Material Utilization Center Bortn Number: B-0 1 BORING E N G I N E E it I N G Storm water Retention Pond Contract Number: 20C17048 LOG Albemarle County, Virginia Sheet: 1 of 2 Contractor: Ayers & Ayers, Inc. Groundwater Observations Powhatan, Virginia Date I Time Depth Casing Caved Contractor Foreman: M. White Schnabel Representative: C. Keaton Encountered SZ - 517 — 29.0' — — Completion 7- 517 — 29.5' — — Equipment: CME-45B (ATV) Method: 2-1/4" I.D. Hollow Stem Auger Hammer Type: Safety Hammer(140 lb) Dates Started: 5/7/20 Finished: 517120 Ground Surface Elevation: 700t (ft) Total Depth: 39.9 ft DEPTH (ft) MATERIAL DESCRIPTION SYMBOL ELEV (ft) STRA TUM SAMPLING DEPTH DATA TESTS REMARKS FILL, sampled as silty sand; moist, FILL brown, contains mica, contains quartz fragments FILL S-01, SPT 5.0 FILL, sampled as sandy elastic silt; 95. 5 11+9+10 REDS', 44% moist, reddish brown, trace mica S-02, SPT 10 8+12+13 REC=15',83% A S-03, SPT FILL 15 7+10+17 REG16',89% S-04, SPT 20 7+10+12 REG12", 67% S-05, SPT 7+7+7 (continued) Schnabe� TEST Project: Ivy Material Utilization Center BoringNumber: B-01 E N G i N E E c i N G BORING Storm water Retention Pond Contract Number: 20C17048 LOG Albemarle County, Virginia Sheet: 2 of 2 DEPTH MATERIAL DESCRIPTION SYMBOL ELEV STRA SAMPLING TESTS REMARKS (ft) (ft) TUM DEPTH DATA FILL, sampled as sandy elastic silt; REG10", 56% FILL moist, reddish brown, trace mica FILL A (continued) 27.0 673.0 SILTY SAND, fine to coarse grained t RESIDUUM sand; wet, brown, contains mica 30-1AIREG T, 56% ®lll-w 34.5 DISINTEGRATED ROCK, sampled as 665.5 13+37+40 sandy silt; moist, brown, contains mica 35 REG75',83% DR C S-08, SPT 39.9 660.1 43+50/5' EG8. '% Bottom of Boring at 39.9 ft. Boring terminated at selected depth. Boring backfilled with cement/bentonite grout through tremie pipe upon completion. Schnab.1 TEST Project: Ivy Material Utilization Center Bortn Number: B-02 BORING E N G I N E E it I N G Storm water Retention Pond Contract Number: 20C17048 LOG Albemarle County, Virginia Sheet: 1 of 2 Contractor: Ayers & Ayers, Inc. Groundwater Observations Powhatan, Virginia Date I Time Depth Casing Caved Contractor Foreman: M. White Schnabel Representative: C. Keaton Encountered SZ - 517 — 33.2' — — Completion 7- 517 — 33.4' — — Equipment: CME-45B (ATV) Method: 2-1/4" I.D. Hollow Stem Auger Hammer Type: Safety Hammer(140 lb) Dates Started: 5/7/20 Finished: 517120 Ground Surface Elevation: 700t (ft) Total Depth: 33.6 ft DEPTH (ft) MATERIAL DESCRIPTION SYMBOL ELEV (ft) STRA TUM SAMPLING DEPTH DATA TESTS REMARKS FILL, sampled as sandy elastic silt; FILL moist, reddish brown, contains mica S-01, SPT 5 7+11+16 REG15", 83% S-02, SPT 10 9+12+14 REG13", 72% FILL A Change: contains rock fragments S-03, SPT 15 q+7+9 REG10", 56% S-04, SPT 20 5 6+10 REG T, 56% Change: contains wood fragments S-05, SPT 6+13+16 (continued) Schnabe� TEST Project: Ivy Material Utilization Center BoringNumber: B-02 BORING E N G i N E E c i N c. Storm water Retention Pond Contract Number: 20C17048 LOG Albemarle County, Virginia Sheet: 2 of 2 DEPTH MATERIAL DESCRIPTION SYMBOL ELEV STRA SAMPLING TESTS REMARKS (ft) (ft) TUM DEPTH I DATA FILL, sampled as sandy elastic silt; REG74", 78% FILL moist, reddish brown, contains mica (continued) 301/\I REG75', 83% 32.0 DISINTEGRATED ROCK, sampled as 1 668.0 sandy silt; moist, brown, contains mica DR E 33.6 666.4 5-07, SPT Boring Bottom of Bog at 33.6 ft. 50/1" Auger refusal at 33.5 ft. Eao 0% Boring terminated at SPT results of 5011". Boring backfilled with cement/bentonite grout through tremie pipe upon completion. RESIDUUM APPENDIX C HYDROLOGIC AND HYDRAULIC ANALYSIS Watershed Map Precipitation Data Hydrologic Soil Groups Curve Number Calculation Lag Time Calculation Reservoir Stage Storage Proposed Spillway Rating Curve Stormwater Routing Results July 24, 2020 / Revised November 2, 2020 Schnabel Engineering, LLC Project 20C17048.00 02020 All Rights Reserved -'Oidwr. lit, IVY MUC DAM I •/.� I ` i :l�%u Legend C3WATERSHED Source: Esn, DigitalGlobe, GeoEye, Earthstar Geographios. CNES/Airbus IDS, USDA, USGS, AemGRID, IGN, and the GIS User Community 0 125 250 Pmjeetion: NAD 1983 StatePlane Virginia Noah FIPS 4501 Feel Feet 12 Schnabel IVY MUC DEREGULATION PLANS WATERSHED MAP E N G I N E E R I N G ALBEMARLE COUNTY, VIRGINIA PROJECT NO. 20C17048.00 6/82020 Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 Location name: Charlottesville, Virginia, USA*r��'"' Latitude: 38.0202o, Longitude:-78.6558' Elevation: 690.83 ft** ,. }� 'source: ESRI Maps i3 -" source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonin, D. Martin, B. Lin, T Parzybok, M.Yekta. and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)+ Average recurrence interval (years) Duretion + z s +o zs so 1 100 oo zoo soo +000 0.343 5-min (0.3110-0381) (0.3771--0.454) (0.4 640.533) (0.40-0801) (0.5 0-0676) (0.596-0.676) (06 37-0..792) (0.674-0.847) (0.7116-0915) (0.70-0972) +0-min (0.496-0608) (0.5 3-0.726) (0.6 80854) (0.7840.00) (08 T71.08) (0.949-11.7) (1.01-1426) (1.07--21234) (113-31A5) 1 (118-1.53) 1. 1.72 +6-min (0.620-0..760) (0.78-0913) (0. 83-1.08) (0.992-11.22) (1. 7) (1.20-3158) (1.28-11..59) (1.35-51..69) (14 3-11..82)1 (1.8-1.8) 30-min (0.8499-1-1.04) 1 (1.031.26) 1 (1.25-1..54) 1 (1.441..76) 1 (1.65-624.02) (1.812323) (1.96-2.44) (2. 0-2964) (2.272.90) (2.83.11) 4.08 60-min (1.06-1.30) (1.29-1358) (1.61 1897) (1.87 2829) (2.?9-2.69) (2A5 3503) (27 0.3.6) (2.94-3.70) (3. 6�516) (3.04.54) 6.34 2-hr (1.25-1.59) (1.511092) (1. 02.41) (22 32.83) (2.64-3.36) (2. 83082) (3.324.28) (3.66�77) (4. 2545) (44 604) 1.87 3-hr (1.6-11..75) (1.65-2.12) (2.06-2..66) (2.423.11) (2.87-3.71) (3.243.72 4-4.21) (3.62473) (4. 065.28) (4. 06.05) (4.92 6971) 6-hr (1.77224) (2.171) (26536) (3.131-3.0) 23 (3.41-4.75) (4. 25544) (4.746018) (5. 96.99) (6.058.15) (66 9-9.18) 7.28 9. 11.2 +2-hr (22 42.88) (2. 0-3.47) (3.6-432) (3.96-5.11) (4.7020) (5A7-37318) (62 0.8.25) (6. 99A4) (8. 0-11.2) (9.08- 2.9) 24-hr (2.74342) (3.32-4913) (4. 2527) 5.56 (4.96-6.21) (6.04-67z60) (6.95 8978) 9.08 (79 3- 0.1) (8.97---11.5) 2.3 (10b--13.7) (111415.5) 2-0ey (32 3-4.01) (3.91-4586) (4.966.17) (5.81-724) (7.01-8.77) (7. 9--010.1) (9.03-131.5) (102- 3.0) (117 5.3) (13.0.17.2) 3-day (3.47-4?25) (42 05.14) (5.326.52) (6.228.64) (7.51 926) (8. 6-110.6) (9.670- 2.1) (10.9- 3.7) (12.6-16.1) (13.9- 8.1) 4-day (37 0.4.48) (44 85.42) (5.676.87) (6.648.04) (8.01 9575) (9.13-1.2) (10.3-2.7) (11.6-14A) (13A 16.8) (14.8-18.9) 8.2 7-day (4.315'15) (52 06.19) (6. 8�74) (7.528399) (8. 880.8) (102- 2.3) (114?13.9) (12745.6) (14.5-18.1) (16.0. 0.2) 10-dey (4.3-5..79) (5.916795) (7.27--8..6) (8.6-9.86) (9.86161.7) (111z13.2) (12.314.7) (13.6-16.4) (15.3- 8.7) (1670- 0.7) 20-dey (655-753) (7.818.97) (9.40--10.8) (10.6- 2.3) (12.3-14.2) (13.6- 5.8) (14.9-127.4) (162- 9.0) (179- 1.3) (19.2 3.1) 30-dey (8.08-9.18) (9.570- 0.9) (11.3-12.9) (12.6-14.3) (14.3-16.3) (185-17.8) (16.8- 9.3) (18.0- 0.7) (19572.7) (20.6-24.1) 45-day (101U 1.4) 1 (12.0- 3.5) 1 (13.9-15.7) 1 (15.417.4) 1 (173- 9.5) 1 (1870-21.1) 1 (20.0. 2.7) (212?24.2) (2?8-6.2) (23.9-27.7) 60-day (11.9--13.3) (14.0-1-5.7) (162-18.0) (17'76- 9.8) (19z70--22.1) (2121z 3.7) (22.5-2 3) (238-26.8) (25.328.8) (26.5- 0.2) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical hftps:llhdsc.nws.noaa.govlhdsctpfds/pfds_rrintpage.hlml?lat=38.0202&Ion=-78.6558&data=depth&units=english&series=pds 1/4 6/8/2020 Precipitation Frequency Data Server PDS-based depth -duration -frequency (DDF) curves Latitude: 38.02020, Longitude:-78.65580 30 25 .. '.. .. ;.. .. t 20 E E E E E ry fi N v vv � v v v7 e v' et r�i $ '� N N fi d n .6i ti N m v 9 Duration 30 25 c r 20 Average recurrence interval (years) NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Mon Jun 8 13:49,08 2020 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years) — 1 2 — 5 10 25 50 100 200 500 1000 Duration — 5-min — 2-day, — 10.min — 3-day 15-min — 4-day — 30-min — 7-day — 604ran — 104ay — 24ir — 20-day — 3-hr — 3O-day — "r — 45-day — 12-1r — 60-day — 2441r https:llhdsc.nws.noaa.govlhdsctpfds/pfds_rrintpage.html?lat=38.0202&Ion=-78.6558&data=depth&units=english&series=pds 214 6/8/2020 Precipitation Frequency Data Server e 0r Rate aVille 2mi �r Large scale terrain Washington, D.C.'' H ari iznnliur q • i taunt VIR6INIA NIA I Ricd • �tU � Lynchburg "I' ack sb,Roanoke 100km Nor' Large scale map Washington H:oii n: nb-.n a rnndyj � RichTfl LYnchburg n . Bp�,,,,� pRaenoke o �' fi700km �� � Nc 60mi Large scale aerial https:/Ihdsc.nws.noaa.govlhdsctpfds/pfds_rrintpage.html?lat=38.0202&Ion=-78.6558&data=depth&units=english&series=pds 3/4 6/8/2020 Precipitation Frequency Data Server Back to Top US Dripartment of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer hftps:llhdsc.nws.noaa.govlhdsctpfds/pfds_printpage.html?lat=38.0202&Ion=-78.6558&data=depth&units=english&series=pds 4/4 38° 1'T'N 3 Hydrologic Soil Group —Albemarle County, Virginia 3 (Ivy MUC Deregulation) 6 3 m Map Sole:1:2,330 fpmled on Abrxu:ape(11"xB.S')sMtt IN Metes 0 30 so 12D 18D A0 100 200 400 �r Map protection: Web Wrmlor Cor o ordlnabis: WaM Edge ti s: UIM Zone 17N WGS84 I SIN Natural Resources Web Soil Survey Om Conservation Service National Cooperative Soil Survey 8 1' S N 0 8 F3 5 38- 1' TN iaszo 7o M 7� 7a 7D 3 m 7/16/2020 Page 1 of 4 MAPLEGEND Area of Interest (A01) 0 Area of Interest A01) Solis Soil Rating Polygons 0 A Q AID o B Q BID o C 0 CID 0 D 0 Not rated or not available Soil Rating Lines . r A ,y AID rV B ram/ BID N C N CID i D . . Not rated or not available Soil Rating Points A Q AID O B 0 BID Hydrologic Soil Group —Albemarle County, Virginia (Ivy MUC Deregulation) 0 C CID D 13 Not rated or not available Water Features Streams and Canals Transportation µ� Rails N Interstate Highways �y US Routes Major Roads Local Roads Background . Aerial Photography MAP INFORMATION The soil surveys that comprise your AC I were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Albemarle County, Virginia Survey Area Data: Version 14, Jun 3, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 20, 2019—Aug 1, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Web Soil Survey 7/16/2020 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group —Albemarle County, Virginia Ivy MUC Deregulation Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 1 B Meadowville silt loam, 2 C 0.5 4.8% to 7 percent slopes 19B Minnieville loam, 2 to 7 B 4.1 39.4% percent slopes 36B Hayesville loam, 2 to 7 B 0.1 0.6% percent slopes 37C3 Hayesville Gay loam, 7 B 4.0 382% to 15 percent slopes, severely eroded 37D3 Hayesville Gay loam, 15 B 1.8 17.0% to 25 percent slopes, severely eroded Totals for Area of Interest 10.4 100.0% PaNatural Resources Web Soil Survey 7/16/2020 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Albemarle County, Virginia Ivy MUC Deregulation Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher Natural Resources Web Soil Survey 7/16/2020 Conservation Service National Cooperative Soil Survey Page 4 of 4 SCHNABEL ENGINEERING BY M.R. CHKD. BY BWD PROJECT Ivy MUC Deregulation Plans WATERSHED DATE 5120r2020 DATE 5129/2020 PROJ. f 20C17048.D0 CONDITION Existing Hydrologic Soil Group Cover Description* (Cover type, treatment, and hydrologic description; %impervious; connected or connected, etc) CNII (ARC II) CNIII (ARC III) Area (Ac.) Product (CNII*Area) Product (CNIII*Area) W WATER 100 100 1.9 190 190 B WOODS FAIR 60 78 4.6 276 359 B GRASS FAIR 69 84 1.1 76 92 B COMMERCIAL AND BUSINESS 92 97 2.7 248 262 C GRASS (FAIR) 79 91 0.1 8 9 Note: Unless otherwise stated, all land uses are assumed to be "fair"quality. I otals: 'I U.4 798 U72 Total (square miles): 0.02 CNII: 77 CNIII: 88 References: Soils Information obtained from NRCS Soil Data Map for Albemarle County, Virginia NRCS TR-55, Second Edition, June 1986 NRCS Part 630 Hydrology, NEH, Chapter 9-10, 2004 CN .xlsx Project Name: Ivy MUC Deregulation Plans By: MR Date: 6/16/2020 Project No. 20C17048.00 County, State Albemarle County, Virginia Checked By: BWD Date: 7/14/2020 Time of Concentration - Existing Conditions NRCS 0= Req'd input cell tc = time of concentration L = maximum distance between watershed divide and outlet (ft) CN = curve number S = average slope of watershed (%) tc = 0.000877(L°8)(1000/CN - 9)e'(Y°-) Per TR-55 use minimum t. of 6 mins and lag time of 3.6 min L (ft) CN S (%) tc (hr) It, (min) L (min) 1080 77 40.00 0.10 5.9 3.5 w w U Q v w 2 D _! 0 :III 2 `J 20 15 10 5 0 680 682 Ivy MUC Irrigation Pond Stage Storage 684 686 688 690 692 ,694 696 ELEVATION (FT.) 698 700 Reference: Sheet IVY-102 from construction plans titled "Ivy Sanitary Landfill Water Storage Pond" prepared by Joyce Engineering, Inc. and Applied Geosciences and Engineering, Inc. and dated November 9, 1998. Ivy MUC Deregulation 20C17048.00 8/27/2020 Ivy MUC Irrigation Pond Dam Rating Curve - Proposed Top of Riser - Weir Flow Top of Riser -Submerged Flow Length (ft) 10.42 Area (ft^2) 6.77 C 3.1 C 0.6 # of Weirs 1 # of Openings 1 Total Length 10.42 Total Area 6.77 Weir Invert Elev. 686.63 Invert Elev. 686.63 Normal Pool El 686.63 Mid. Elev. 686.63 Top of Dam C 2.60 Length 237 Elevation 700 Weir 1 Orifice ce Weir 1 Orifice Weir vs Pipe Flow vs Top of Dam Too of Total Elevation Weir 1 Head Weir 1 Flow Elevation _ Head Flow Orifice Weir Flow Head Dam Flow Discharge 686.63 0.00 0.00 0.00 0.00 0.00 2.77 0.00 0.00 0.00 686.63 0.00 687.00 0.38 7.42 0.38 19.96 7.42 2.83 2.83 0.00 0.00 687.00 2.83 688.00 1.38 52.06 1.38 38.23 38.23 2.97 2.97 0.00 0.00 688.00 2.97 689.00 2.38 118.19 2.38 50.24 50.24 3.10 3.10 0.00 0.00 689.00 3.10 690.00 3.38 200.22 3.38 59.89 59.89 3.23 3.23 0.00 0.00 690.00 3.23 691.00 4.38 295.50 4.38 68.19 68.19 3.36 3.36 0.00 0.00 691.00 3.36 692.00 5.38 402.40 5.38 75.58 75.58 3.448 3.48 0.00 0.00 692.00 3.48 693.00 6.38 519.77 6.38 82.31 82.31 3.60 3.60 0.00 0.00 693.00 3.60 694.00 7.38 646.75 7.38 88.54 88.54 3.71 3.71 0.00 0.00 694.00 3.71 695.00 8.38 782.65 8.38 94.35 94.35 3.82 3.82 0.00 0.00 695.00 3.82 696.00 9.38 926.93 9.38 99.82 99.82 3.93 3.93 0.00 0.00 696.00 3.93 697.00 10.38 1079.13 10.38 105.01 105.01 4.03 4.03 0.00 Q.00 697.00 4.03 698.00 11.38 1238.85 11.38 109.95 109.95 4.13 4.13 0.00 0.00 698.00 4.13 699.00 12.38 1405.75 12.38 114.69 114.69 4.23 4.23 0.00 0.00 699.00 4.23 700.00 13.38 1579.54 13.38 119.23 119.23 4.33 4.33 0.00 0.00 700.00 4.33 701.00 14.38 1759.96 14.38 123.61 123.61 4.42 4.42 1.00 616.20 701.00 620.62 702.00 15.38 1946.76 15.38 127.83 127-83 4.51 4.51 2.00 1742.88 702.00 1747.39 703.00 16.38 2139.75 16.38 131.92 131.92 4.60 4.60 3.00 3201.87 703.00 3206.47 704.00 17.38 2338.72 17.38 135.89 135.89 4.69 4.69 4.00 4929.60 704.00 4934.29 705.00 18.38 2543.50 18.38 139.75 139.75 4.78 4.78 5.00 6889.33 705.00 6894.11 706.00 19.38 2753.93 19.38 143.50 143.50 4.87 4.87 6.00 9056.25 706.00 9061.12 707.00 20.38 2969.87 20.38 147.16 147.16 4.95 4.95 7.00 11412.18 707.00 11417.13 708.00 21.38 3191.17 21.38 150.73 150.73 4.79 4.79 8.00 13943.01 708.00 13947.80 Ivy MUC Deregulation 20C17048.00 8/27/2020 Pipe Flow Total Entrance Bend Friction water Outlet Full Pipe Pipe Pipe Diam. Pipe Loss Loss Loss Length of Number Surface Invert Flow Number Flow fin) Diam. (ft) Manning's n Coeff. Ke Coeff. Kb Coeff. Kc Pipe (ft) of Bends Leg/0" Elev. (ft) Elev. (ft) (cfs) of Pipes (cfs) 8 0.666667 0-012 1.2 0 0.045783 159.5 0 0 686.63 677 2.77 1 2.77 8 0.666667 0.012 1.2 0 0.045783 159.5 0 0 687.00 677 2.83 1 2.83 8 0.666667 0.012 1.2 0 0.045783 159.5 0 0 688.00 677 2.97 1 2.97 8 0.666667 0.012 1.2 0 0.045783 159.5 0 0 689.00 677 3.10 1 3.10 8 0,666667 0.012 1.2 0 0.045783 159.5 0 0 690.00 677 323 1 3.23 8 0,666667 0.012 1.2 0 0.045783 159.5 0 0 691.00 677 3.36 1 3,36 8 0,666667 0.012 1.2 0 0.045783 159.5 0 0 692.00 677 3.48 1 3.48 8 0.666667 0,012 1.2 0 0.045783 159.5 0 0 693.00 677 3.60 1 3.60 8 0.666667 0.012 1.2 0 0.045783 159.5 0 0 694.00 677 3.71 1 3.71 8 0.666667 0.012 1.2 0 0.045783 159.5 0 0 695.00 677 3.82 1 3.82 8 0.666567 0.012 1.2 0 0.045783 159.5 0 0 696.00 577 3.93 1 3.93 8 0.666667 0.012 1.2 0 0.045783 159.5 0 0 697.00 677 4.03 1 4.03 8 0.666667 0.012 1.2 0 0.045783 159.5 0 0 698.00 677 4.13 1 4.13 8 0.666667 0.012 1.2 0 0.045783 159.5 0 0 699,00 677 4.23 1 4.23 8 0.666667 0.012 1.2 0 0.045783 159.5 0 0 700.00 677 4.33 1 4.33 8 0,666667 0.012 1.2 0 0.045783 159.5 0 0 701.00 677 4.42 1 4.42 8 0.666607 0.012 1.2 0 0.045783 159.5 0 0 702.00 677 4.51 1 4.51 8 0,666667 0.012 1.2 0 0.045783 159.5 0 0 703.00 677 4.60 1 4.60 8 0.666667 0.012 1.2 0 0.045783 159.5 0 0 704.00 677 4.69 1 4.69 8 0,666567 0.012 1.2 0 0,045783 159.5 0 0 705.00 677 4.78 1 4.78 8 0.666667 0.012 1.2 0 0,045783 159.5 0 0 706.00 677 4.87 1 4.87 8 0.666667 0.012 1.2 0 0,045783 159.5 0 0 707.00 677 4.95 1 4.95 6 0.666667 0.012 1.2 1 0,045783 159.5 0 0 708.00 677 4.79 1 4.79 "L,s/D is a function of the angle of the bend and gives an equivalent length for each bend. This equivalent length can then be multiplied by Kc to get loss through the bend. Note that this cannot be used with Kb, the bend loss coefficient One or the other must be used. From: Fundamentals of Fluid Mechanics, Second Editor, Gerhart, Philip M., Gross, and Hochstein. 1992, Pg. 519 D=a(29H)ln/(1+K,,+Ks+K,L)'° where H'--vertical distance from the upstream water surface to the downstream invert minus 0.6 of the diameter of the pipe. From: Design Hydrology and Sedlmentologv for Small Catchments, Haan, C.T., Barfield, and Hayes, 1994. Pg 147-148 Project: Ivy MUC Deregulation Job No: 20C17048.00 Location: Albemarle County, VA By: CFS Date: 8/27/2020 Checked: BWD Date: 8/28/2020 Flood Routing Results Summary Table Existing Proposed Approx. Top of Dam Elev. 699.0 694.0 Principal Spillway Crest Elev. - 686.6 Auxiliary Spillway Crest Elev. 697.9 690.5 Storm Event Peak Inflow (cfs) Peak Discharge (cfs) Peak WSE (ft) Peak Discharge (cfs) Peak WSE (ft) 2 yr, 24 hr 27.1 5.2 698.1 2.9 687.6 5 yr, 24 hr 40.7 9.6 698.3 3.0 688.2 10 yr, 24 hr 52.9 14.1 698.4 3.1 688.6 25 yr, 24 hr 72.0 21.5 698.5 3.1 689.3 50 yr, 24 hr 88.5 28.3 698.7 3.2 689.9 100 yr, 24 hr 107.0 36.6 698.8 3.3 690.4 File: G:\2020\20C17048_00_lvy_MUC_Deregulation_Plans\03-SEProducts\02-Calcs\02-HH\HMS\IVY_MUC_DEREG\IVY_ MUC_DEREG_BWD.hms