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SW4190902_SW Report_20191105
Table of Contents 1) Stormwater Narrative 1. Project Overview and Design a. Site Information b. Existing Site Background 2. Proposed Stormwater Improvements a. Proposed Gas Station b. SCM Design c. TSS Removal d. Supplemental Form e. Operation & Maintenance Manual 2) Maps & Deeds 1. Surface Water Classification Information 2. NRCS Website Hydrologic Soil Map 3. USGS Map for Rural Hall 4. FEMA FIRM Panel 5. Property Deed 6. Secretary of State Information on Property Owner 3) SCM Design Calculations 1. SCM 41— Bayfilter by ADS a. Storm-EZ 1.0-inch Volume Calculation & Bayfilter Cartridge Design b. Orifice Outflow Calculation c. Stage -Storage Table with 100% WQV treatment volume vs pipe elevation d. ADS Bayfilter Details e. Hydraflow Hydrographs Detention Routing Calculations (SCS Method) i. Hydraflow Report for Pre- and Post -Development 1-, & 10-Year storms 4) MDC Documentation a.15A NCAC 02H . 10 17 (Post -Construction Requirements) b. Section D.4 Stormwater Control Measure Credit Document 5) Manufacturer's Operation & Maintenance Agreement 6) Drainage Area Maps 1. See Plans Stormwater Narrative Pro*ect Overview The project is a proposed raze and rebuild of a gas station with related parking and utilities. For reference, the subject property information is as follows: Owner: Circle K Stores Inc. Address: 1065 Bethania-Rural Hall Rd. Rural Hall, NC 27045 PINS: 6819-58-8488 Deed: DB 03339, PG 01359 Stream Name: Grassy Creek Classification: C River Basin: Yadkin Pee -Dee Proposed Site Acreage: 1.26 Acres Proposed Impervious Area: 0.89 Acres (38,747 sf) Impervious Area Contingency: 0.10 Acres (4,294 sf) 15A NCAC 02H . 10 17 Post -Construction Requirements Non -Coastal Counties Storm Depth — 1.0 inch (5) Additional Special Provisions — None Existing Site Background The existing property area is 1.26 acres per survey information. There is an existing gas station with related parking. The existing site is mostly impervious (63%) and drains from north to south, towards Montroyal Rd in one drainage area. The drainage areas run overland to a roadside ditch that flows southeast along Montroyal Rd. Per FEMA FIRM Panel 371068900J the site is not located in a flood plain. No surface waters or wetlands have been identified on the project site. Due to the low SHWT, and the presence of well - drained HSG A soils, it is unlikely that wetlands exist in this location. From the NRCS Soil Survey, the site is composed of two primary soils: Udorthents (Hydrologic Soil Group C) and Clifford Sandy Loam (HSG A). The proposed development impervious runoff will be conveyed through a new storm drainage system and discharge to the existing roadside ditch in Montroyal Rd. A portion of the impervious, including the building roof and gas canopy will be treated by one (1) underground stormwater control measure prior to discharge. Proposed Stormwater Improvements Proposed Gas Station The proposed site will have a net increase in impervious following redevelopment: Existing BUA: 34,755 sf Existing BUA to be removed: 5,773 sf Proposed New Impervious: 8,420 sf Future Impervious: 900 sf Total Impervious: 3 8,3 02 sf (0.88 ac); See Supplement-EZ for Sq Ft breakdown SCM Design The roof drains from the building and gas canopy are directed through the proposed SCM. This accounts for the difference of total built -upon area. This SCM will be a Bayfilter by ADS which is a proprietary SCM system and it has been designed by Advanced Drainage Systems, Inc. per Section D-4 of the NCDEQ Stormwater BMP Manual (see attached calculations in the SCM Design section of this report). TSS Removal Bayfilter by ADS is a primary SCM which provides greater than 85% TSS removal. SHWT No groundwater was observed during geotechnical investigation. Supplemental Form The completed Bayfilter supplement is included in this report. Operation & Maintenance Manual The completed O&M manual and Agreement are included as well as the manufacturer's maintenance manual. Post -Construction Stormwater Permitting Requirements Detention NCDEQ does not require detention for specific storm event(s). The site is located within Rural Hall's jurisdiction. The town's ordinance does not include a stormwater section. Treatment The North Carolina State Department of Water Quality has the authority to regulate treatment of stormwater from this property. For expansions or replacement of existing developments: SCMs shall be designed, constructed, and maintained so that the project achieves either "runoff treatment" or "runoff volume match" for the net increase of built upon area. There are no additional nutrient mitigation requirements in the Yadkin Pee -Dee river basin. Results While the overall runoff from the site does increase, there are no adverse effects expected downstream as a result of the proposed development. Conclusions The analysis shows that the proposed stormwater control measures treat the net increase in runoff from the first inch of rainfall. Maps & Deeds Surface Water Classification Information NRCS Website Hydrologic Soil Map USGS Map Rural Hall FEMA FIRM Panel 3720436800J Property Deed Secretary of State Information on Property Owner NC Surface Water Classification %,50* .,ra�+er Darn �.� �,ry¢a �Ir��� I •.Ile Freak Dr ..�I I'I• II.IGI Oaks r r SL f# p • it i. ii I I A &MML-rdale Ct i- Sammel l , ti , utiu:d Ji nn 1Nd AN Ls sI Hallmark Ur 980 rr 1Weathetow Uf 6 I I �ro I rd SITE 1 � • r f'4'tfJ I1kF4 'f 111 �Ij irI 5? A..�,Y Cry FI potd rrr r a r G' xrl.y Dr 2/4/2019, 12:59:02 PM Surface Water Classifications River Basins r ROA C YAD Surface Water Classifications: Stream Index:12-94-7-3 Stream Name -Grassy Creek Description: From source to Mill Creek Classification :C Date of Class. -August 31, 1974 River Basin -Yadkin Pee -Dee Qpikl Dr 01 I O JDYIP II I& 5IL Vvctwet c1 c.3 c 06 Lacock Awe, Tick I- 4 O x rsrrlk'yvlrrc 9691Y Wnoi Avk' w t t}r�rr tanleyville ' } k 1:18,056 0 0.17 0.35 0.7 mi 0 0.28 0.55 1.1 km Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), swisstopo, © OpenStreetMap contributors, and the GIS User NCDENR Div. Water Resources State of North Carolina DOT, Esri, HERE, Garmin, INCREMENT P, USGS, METI/NASA, EPA, USDA I NCDENR- Division of Water Resources USDA United States Department of Agriculture N RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Forsyth County, North Carolina Circle K - R&R 2723188 February 4, 2019 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. Contents Preface.................................................................................................................... 2 SoilMap.................................................................................................................. 5 Soil Map (Circle K - R&R 2723188)......................................................................6 Legend..................................................................................................................7 Map Unit Legend (Circle K - R&R 2723188)........................................................ 8 Map Unit Descriptions (Circle K - R&R 2723188).................................................8 Forsyth County, North Carolina.......................................................................10 CIB—Clifford sandy loam, 2 to 6 percent slopes.........................................10 Ud—Udorthents, loamy............................................................................... 11 Soil Information for All Uses...............................................................................13 Soil Properties and Qualities.............................................................................. 13 Soil Qualities and Features.............................................................................13 Hydrologic Soil Group (Circle K - R&R 2723188)........................................13 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 36° 1244" N 30' 1L 44 IV 0 jF r 0 F � QQ a 0 0 o Soil MaN may not he valiel at this scale. � o n In 36° 12' 39" N I I 4 36° 12' 39" N 562690 562700 562710 562720 562730 562740 562750 562760 562770 562780 562790 Map Scale: 1:711 if printed on A portrait (8.5" x 11") sheet. o Meters $ N 0 10 20 40 60 Feet 0 30 60 120 180 Map projection: Web Mercator Coner000rdinates: WGS84 Edge tics: UTM Zone 17N WGS84 6 Custom Soil Resource Report Soil Map (Circle K - R&R 2723188) En o 562690 562700 562710 562720 562730 562740 562750 562760 562770 562780 562790 1 1 1 1 O O U) m N U a) '0 a) U) y N m O O a) 7 m p a) a) i cn m a) N N a) I a)-1 O O O O_ U O V p O m U)3 O O — m E y E U)O O E Q CL p3a)E rn m O m -� m —ma) Z m E m m O o u� °' a) a 0 c E U)-0O O m CL -O O m O E O m L (`") ..-� Q U) 7 C m a) U af E co m— L.L a) N 0 E m U) 3 L U) a) (7 a) O > Q N Z U O N a) s E N Q !E O C� s m c a a) U)-5 m Q - N O a) a) °) O- � U) E U w m m 0 w O m N m m Q m CL cmi m a) s U) c CL m Z CL o m Q O E y OU mo CL N mO m > O O 3 U) N>+ EN Z N C O L a) O a) a) '� a) m 7 y U O N O� w '6 U C L O_ N m E a) m CL o a�Q� N > U)a.oQ� _CL �N_ O N N m� -02 Q U >+ -0 .�.- m p .3., J O a) O_ - O > L.L N 2i O O O (6 E Q D a) m m Z E Q Q U C a) Utl) c m a) o N p -E y Q m E C y a) >+ a) m o t N N jp a) O) 2 m a) m a) E 0 0) a) a) p 'O O y O_ a) >+ a) U N (6 7 ,y '6 20 y ._ O T O U) a) m E y a) Ern O a) > 3 U U) a) .J 3 C m (u U .O U5 Q m '0 O L C N E Q m U) O C n E a) .c a) '6 y a) E 0— (6 O C E m� U O a O p U p '6 O> aa) CL 0 m 0 a) m O '6 O U) ao E m rn m a) 7 n U) O p U m U) U N m cL a) 7 >+ a) E y O) o a) a)N mU))a�i�m C O U mm a) a) ��o a) Q.a?�mU m O n Q '6 Mn —L —0 N °?� O a)Em� L O L W E— U y a E (n > U Q m H O U U U N H U. U) Q y d y R O Li U R L L Q >. a) � 2 y a 0 -yo 0 L d ) Q 0 0 J N CL m E a) .0. O m 0 y O a 0 CL O U) cn Z > ° aR O cn cn � O ° R m J a Q 0 R N R 0 O C p O Z a WR 4 R5 R fVn � F m W J y CL a 0CL y o o ) o w o w w y N Q �, R y a) Q a o a U C > Q C C a) > > Q Q d Q Q Q a w d 3 R 3 y O `p O > a > N N O` w o ° o W >• Q _ a) o O- 0 o a R R R R R y LL 3 3 o T >, a w > > = o a R w o E coi U) O U) m > o `o Y o U) a y Q 0 cn 0 0 � o cn cn o m o R m U o U c7 c7 R E J J n a) a O m M U) R a) U) 0 a in U) O U) w a R +Vy� ■20! yp� `} }� y Q y ro Custom Soil Resource Report Map Unit Legend (Circle K - R&R 2723188) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CIB Clifford sandy loam, 2 to 6 percent slopes 0.8 63.3% Ud Udorthents, loamy 0.5 36.7% Totals for Area of Interest 1.3 100.0% Map Unit Descriptions (Circle K - R&R 2723188) The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the Custom Soil Resource Report development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report Forsyth County, North Carolina CIB—Clifford sandy loam, 2 to 6 percent slopes Map Unit Setting National map unit symbol: 2mp87 Elevation: 200 to 2,000 feet Mean annual precipitation: 37 to 60 inches Mean annual air temperature: 50 to 59 degrees F Frost -free period: 160 to 200 days Farmland classification: All areas are prime farmland Map Unit Composition Clifford and similar soils: 90 percent Minor components: 3 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Clifford Setting Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape: Convex Parent material: Saprolite derived from granite and gneiss and/or schist Typical profile Ap - 0 to 6 inches: sandy loam BA - 6 to 10 inches: sandy loam Bt - 10 to 47 inches: clay BC - 47 to 57 inches: clay loam CB - 57 to 80 inches: loam Properties and qualities Slope: 2 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 8.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: A Hydric soil rating: No Minor Components Westfield Percent of map unit. 3 percent 10 Custom Soil Resource Report Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape: Convex Hydric soil rating: No Ud—Udorthents, loamy Map Unit Setting National map unit symbol: 2mp8k Elevation: 70 to 1,400 feet Mean annual precipitation: 39 to 51 inches Mean annual air temperature: 54 to 63 degrees F Frost -free period: 190 to 250 days Farmland classification: Not prime farmland Map Unit Composition Udorthents, loamy, and similar soils: 92 percent Minor components: 8 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents, Loamy Setting Landform: Interfluves Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape: Convex Parent material: Loamy and clayey human -transported material derived from igneous, metamorphic and sedimentary rock Typical profile C - 0 to 80 inches: sandy clay loam Properties and qualities Slope: 0 to 25 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 5.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C 11 Custom Soil Resource Report Hydric soil rating: No Minor Components Urban land Percent of map unit: 8 percent Hydric soil rating: No 12 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group (Circle K - R&R 2723188) 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. 13 Custom Soil Resource Report 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. 14 Custom Soil Resource Report Map —Hydrologic Soil Group (Circle K - R&R 2723188) En 562690 562700 562710 562720 562730 562740 562750 562760 562770 562780 562790 36° 12' 44" N 36° 12' 44" N 0 r r o f — Ir t � f 0 � o o Soil MaN may not he valiel at this Scale. 36° 12' 39" N I I I 4 36° 12' 39" N 562690 562700 562710 562720 562730 562740 562750 562760 562770 562780 562790 Map Scale: 1:711 if printed on A portrait (8.5" x 11") sheet. o Meters $ N 0 10 20 40 60 Feet 0 30 60 120 180 Map projection: Web Mercator Coner000rdinates: WGS84 Edge tics: UTM Zone 17N WGS84 15 t E J § _ 3 ƒ \ E \ / 2 O Q � � O LL 2 CL « � a 2 W O W -j CL « � / » LM CL m \ \/�\ -_oc \ (D c CL E C = ] 22/£ -_ 'E /�\/. \ �)/\) = / g e um) / o { / § E ; m ®a) _ \\ƒ / ER m / } 2o o d => z 2O » L 2 \{)) / \ / $ 00 � � _ ) 0 /2 ma o §{_#0 \ _ - \\Em /$ \ 3- /EIn / /t/ƒ\ - / U) 0 § j�\ a/o46 « - \ \ _ \/ \\ \� \/\\ z(( ��/\\ \ E - C /_/ /E - /o ° -- *0 2 � ®°# E£G[� CL 0 / m: SU) �«Rme =o \ / E f» \ )k \\\ //\ƒ§ /{ o\f/ \j \) 0§ &Sf§ \CL 7 : ) * 0 / 0 & & ) c § a k J& F 7 o d 0 ) |6 )) / g § \ =J El El13 13 / . ] { n ƒ ! § j I 2 7 > // § ! \'a) / a« 2= 2 0 }« 0 0) ❑ ❑ q ❑ ❑ ❑ ❑ 0IL @ ❑ �\ 2 \ � # � ! § 2= 2 0§ o) \« 2= 2 El El13 13 IL � . . . . J 0 Custom Soil Resource Report Table —Hydrologic Soil Group (Circle K - R&R 2723188) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CIB Clifford sandy loam, 2 to 6 percent slopes A 0.8 63.3% Ud Udorthents, loamy C 0.5 36.7% Totals for Area of Interest 1.3 100.0% Rating Options —Hydrologic Soil Group (Circle K - R&R 2723188) Aggregation Method: Dominant Condition Component Percent Cutoff.- None Specified Tie -break Rule: Higher 17 BITTING W LL ST Montview oM �Memloral� Q � Par a i � � o o O D CROOKED RUN.RD 9D0 ANGUS ST 2 \� / pDR F � RUM PKWY 9 IN No � WA 9A I ( �/� M 0 Q• W O m r N ROYAL VP EBROOKIRD ,\ ,� yoo � BERG LNG I� � Temo wer ESTA ,RD � �� 52 S,R �40" ISt� q O �. � p twLay Cemton P 4 / P� c9 O OP �Stultz P O � 4009 4008 12'30" 400� ZU I /.13U.. 25U- 10 SCALE 1:24 000 1 0.5 0 KILOMETERS 1 2 1000 500 0 METERS 1000 2000 1 0.5 0 1 MILES 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 FEET CONTOUR INTERVAL10 FEET NORTH AMERICAN VERTICAL DATUM OF 1988 This map was produced to conform with the National Geospatial Program US Topo Product Standard, 2011. A metadata file associated with this product is draft version 0.6.19 ROAD CLASSIFICATION NORTH Expressway Local Connector CAROLIN Secondary Hwy Local Road Ramp 4WD . Interstate Route US Route O State Route QUADRANGLE LOCATION 1 Pinnacle 1 2 3 2 King 3 Walnut Cove 4 5 4 Vienna 5 Walkertown 6 Clemmons 6 7 8 7 Winston-Salem West 8 Winston-Salem East ADJOINING QUADRANGLES RURAL HALL, NC 2016 4006 99000m N 36°07'30" N — 00 d) �00 rnM � Y co � N �O X �U) o� co U) v= (0 O z ILL W Z Q y (7 zz d tlll (6 e N 0 m N N = (6 v1 d Q o� N E y N 0�0Nd3 NOd3 c Lo3 .xQ Q dN Q E E N66ll 6y LLJ((66g CL O 0 O O Y�=a' m (°N6 Eomo0 wN o ° 1 ° O E E~ao �'m 0Q0 (6 m NQ N OO .03 CN CNNd O V .0= Ow N N Nw = U== O c O N O O (6 (6'O E TLLW •0 = t .0 6 = 2U y (6 E O00 J LL =N N0 Q > .0 E N OiE6 'U O ZXy N N O W•0m =O C QOz O)O 6W d '0 Cl) N E° (6 OU> 6 0 Q /) E C.0 >6 Q> M=E N 0 Oi ULL% N 0> 0 Q3 c N o N ((0 ° Q (6wN _ =o o E � a>d 0 0= E_ (yO_(_6 ° L 0 N '6 > d LNn0 (o> E O a O i5 Z J OimE' mLL(tlQ> d�° i .a 0 =2 = Q c=(6al 0 iMO 03cwQ E0 Nw E N o a > N O E �co � o a° x N o (o •o (6 - u( E- E= CO3 fn LL O Q W W W EEQ= O � x >Z CL __ _ii= 'O(6O O <N W W H W Z QON'0OLU (0w Q N '0 lL Q J Q z Q F >01 iQC S= CL � ° � E ELLI C.) O (06 F m N a¢ WO fn x H LL 80o l 7'44.85"W 7V I `} O/ %.. U) (7 � � LL o o . r N 0 0 �i 411 k ICD0 0 0 0 LO o LO 0 Book 3339 Page 1359 2017012024 00003 FORSYTH CO. NC FEE $26.00 STATE OF NC REAL ESTATE EXTX $1365.00 PRESENTED & RECORDED 03/31 /2017 08:04:52 AM LYNNE JOHNSON REGISTER OF DEEDS BY: RANDY L SMITH DPTY BK: RE 3339 PG: 1359-1362 NORTH CAROLINA SPECIAL WARRANTY DEED Excise Tax: $1,365.00 Parcel Identifier No. Verified by County on the day of 120 By: Mail/Box to: Joan M. Balderamos, Bell, Davis & Pitt, P.A., 100 N. CheM Street, Suite 600, Winston-Salem, NC 27101 This instrument was prepared by: Joan M. Balderamos (no title examination requested or performed) Brief description for the Index: 1065 Bethariia-Rural Hall Road, Rural Hall, Forsyth County, NC (Store #3188) THIS DEED made this 29th day of March , 2017, by and between GRANTOR Taylor Development Group, LLC, a North Carolina limited liability company 1645 Westbrook Plaza Drive Winston-Salem, North Carolina 27103 GRANTEE Circle K Stores Inc., a Texas corporation 1100 Situs Court Suite 100 Raleigh, North Carolina 27606 Enter in appropriate block for each Grantor and Grantee: name, mailing address, and, if appropriate, character of entity, e.g. corporation or partnership. The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and shall include singular, plural, masculine, feminine or neuter as required by contort. WITNESSETH, that the Grantor, for a valuable consideration paid bythe Grantee, the receipt ofwhich is hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain parcel of land situated in Rural Hall, Forsyth County, NC and more particularly described as follows (the "Property"): See Exhibit A attached hereto and incorporated herein by this reference. The Property hereinabove described was acquired by Grantor by instrument iecorded in Book 2604 page 3584. All or a portion of the Property herein conveyed _ includes or X does not include the primary residence of a Grantor. A map showing the above described Property is recorded in Plat Book page TO HAVE AND TO HOLD the Property and all privileges and appurtenances thereto belonging to the Grantee in fee simple. NC Bar Association Form No.7 © 1/1/2010, 2013 Printed by Agreement with the NC Bar Associatio This standard form has been approved by: North Carolina Bar Association -NC Bar Form No. 7 submitted electronically by "Nelson Mullins LLP" in compliance with North Carolina statutes governing recordable documents and the terms of the submitter agreement with the Forsyth county Register of Deeds. Book 3339 Page 1360 And the Grantor covenants with the Grantee, that Grantor has done nothing to impair such title as Grantor received, and Grantor will warrant and defend the title against the lawful claims of all persons claiming by, under or through Grantor, other than the following exceptions; See Exhibit B attached hereto and incorporated herein by this reference., It is the intent of Grantor and Grantee that the certain lease referenced and described in the certain Memorandum of Lease- Store No. 3188 by and between Taylor Family Properties, LLC (predecessor in interest to Grantor), as Landlord, and The Pantry, Inc. (predecessor in interest to Grantee), as Tenant, recorded in Book 2054, Page 1469, Forsyth County Registry, as amended by the certain Amended and Restated Memorandum of Lease -Store No. 3188, recorded in Book 2085, Page 202, Forsyth County Registry, as amended by the certain First Amendmentto Amended and Restated Memorandum of Lease -Store No. 3188 recorded in Book 2169, Page 1675, Forsyth County Registry is terminated upon recordation of this Special Warranty Deed due to the merger of the fee and leasehold estates IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above written. Taylor Development Group, LLC, a North Carolina limited liability company Suzanne Taylor Rain President & Manager State of North Carolina - County of Forsyth I, the undersigned Notary Public of the County of F d V5y+h and State aforesaid, certify that Suzanne Taylor Ramrn, personally came before me this day and acknowledgedthat she is the President & Manager of Taylor Development Group, LLC, a North Carolina limited liability company, and that by authority duly given and as the act of such entity, she signed the foregoing instrument in its name on its behalf as its act and deed. Witness my hand and Notarial stamp or seal, this 2.q day of March, 2017. My Commission Expires; 02j l4 f 2022. (Affix Seal) EMILY K. NIBLOCK N NOTARY PUBLIC FORSYTH COUNTY NORTH CAROLINA NC Bar Association Form No.7 © I/l/2010, 2013 Printed by Agreement with the NC Bar Associatio 1001C Notary Public This standard form has been approved by: North Carolina Bar Association -NC Bar Form No. 7 Book 3339 Page 1361 EXHIBIT A Legal description Being all of a certain parcel of land lying situate in Bethania Township, Forsyth County, North Carolina bounded on the North by W&R Realty, LLC, on the Bast by Gus and Maria Hodges, on the South by the northern right-of-way of Highway 52 and on the West by the eastern right -of- way of NC 65 (60' public Right -of -Way) and belug more particularly described as follows; BBCINNING at an existing iron pipe on the northern right-of-way of Highway 52, said existing Iron pipe being located N 56° 37" 28" l; 541,231 from NCGS Monument ''Rural having NC Grid Coordinates of N 897,941,9 03 Ew 1,61left , r2a241,lenthence , with said rlgWof-way, along the arc of a spiral curve (chord N 23" 20127" W 30,81') to an existing iron pipe; thence, continuing with said right-ofiway, N 23" 5014711 W 253.381 to a mason ary nail 'set; 98r to a point in the thence, continuing with said riot -of -way, N 61 20 38 W 19, eastern right-of=way of NC 65 (60' public Rightwof--Way), thence, with said right-of-way, N 270 12 23 B 146,661to an iron pipe set at the W&R Realty, LL,C's southwestern corner; thence, with W&R Realty, LL,C's southorn line, S 611 59' 24" 6 249,91' to an existing iron pipe in Gus and Maria Hodges' western line; thettoo, with said line, S 280 49' 00' W 322.641 to the point or place of B13,GINNING, containing 1,29 acres, more or less, NC Bar Association Form No.7 © 1/l/2010, 2013 This standard form has been approved by: Printed by Agreement with the NC Bar Associatio North Carolina Bar Association -NC Bar Form No. 7 Book 3339 Page 1362 EXHIBIT B Exceptions 1. Taxes and assessments for the year 2017 and subsequent years, not yet due and payable. 2. Memorandum of Lease- Store No. 3188 by and between Taylor Family Properties, LLC (predecessor in interest to Grantor), as Landlord, and The Pantry, Inc. (predecessor in interest to Grantee), as Tenant, recorded in Book 2054, Page 1469, Forsyth County Registry, as amended by the certain Amended and Reshted Memorandum of Lease -Store No. 3188, recorded in Book 2085, Page 202, Forsyth County Registry, as amended by the certain First Amendment to Amended and Restated Memorandum of Lease -Store No. 3188 recorded in Book 2169, Page 1675, Forsyth County Registry. 3. Conditions, reservations and other provisions in Deed from Exxon Corporation to David Vernon Ingram, et us, recorded in Book 1626, Page 2444, Forsyth County Registry. 4. Rights of State of North Carolina reserved in Deed Book 953, Page 430, Forsyth County Registry, 5. Notice of Adoption of Roadway Corridor Official Map recorded in Book 1967, Page 2531, Forsyth County Registry, 6. The following matters as shown on the survey dated November 22, 2004, by Larry Lerue Callahan, Professional Land Surveyor: a. sprinkler control box, light poles, overhead utility lines, water meter, grate inlets, guy poles, universal valve, unknown vaults, numerous FC, MW, clean outs, air & vacuum, HVAC units. b. Canopy with gas pump islands, 1 story brick building, c. point on sign base. 7. Encroachments, overlaps, overhangs, unrecorded easements, violated restrictive covenants, deficiency in quantity of ground, lack of access, violated plat building lines, or any maters not of record, which would be disclosed by an accurate survey and inspection of the land subsequent to November 22, 2004. NC Bar Association Form No.7 © 1/1/2010, 2013 This standard form has been approved by: Printed by Agreement with the NC Bar Associatin North Carolina Bar Association- NC Bar Form No. 7 North Carolina Secretary of State Search Results https://www. sosnc.gov/online_services/searchBusiness_Registration_Re... • File an Annual Report/Amend an Annual Report • Upload a PDF Filing • Order a Document Online - Add Entity to My Email Notification List • View Filings • Print an Amended a Annual Report form • Print a Pre -Populated Annual Report form Business Corporation Legal Name Circle K Stores Inc. Prev Legal Name Circle K Convenience Stores, Inc. Prev Legal Name The Circle K Corporation Information Sosld: 0176043 Status: Current -Active Annual Report Status: Current Citizenship: Foreign Date Formed: 10/25/1985 Fiscal Month: April State of Incorporation: TX Registered Agent: Corporation Service Company Addresses Mailing 1130 West Warner Road, Building B Tempe, AZ 85284-2816 Reg Office 2626 Glenwood Avenue, Suite 550 Raleigh, NC 27608-1370 Officers Principal Office 1130 West Warner Road, Building B Tempe, AZ 85284-2816 Reg Mailing 2626 Glenwood Avenue, Suite 550 Raleigh, NC 27608-1370 1 of 3 8/3/2018, 1:12 PM North Carolina Secretary of State Search Results https://www. sosnc.gov/online_services/searchBusiness_Registration_Re... Assistant Secretary Assistant Secretary Christine Anagnostou Kimberly Andrews 4204 Industriel 5500 S Quebec St. Suite 100 Laval XX H7LOE3 Greenwood Village CO 80111 Vice President Brian Bednarz 25 W. Cedar Street, Suite 100 Pensacola FL 35202 Assistant Secretary Senior Vice President Aaron Brooks Kathy Cunnington 305 Gregson Dr. 1130 West Warner Road Building B Cary NC 27511 Tempe AZ 85284 Secretary KATHY C. CUNNINGTON 1130 WEST WARNER ROAD TEMPE AZ 85284 Senior Vice President Darrell Davis 4080 W Jonathan Moore Pike Columbus IN 47201 Vice President Kathy Cunnington 1130 WEST WARNER ROAD TEMPE AZ 85284 Assistant Secretary Assistant Secretary Mike Foster Edward Giunta 2440 Whitehall Park Drive, Suite 800 12911 N Telecom Parkway Charlotte NC 28273 Tampa FL 33637 President Senior Vice President Geoffrey C Haxel Geoffrey C Haxel 1130 West Warner Road, Building B 1130 West Warner Road, Building B Tempe AZ 85284 Tempe AZ 85284 Vice President Assistant Secretary Assistant Secretary Pia Bach Henriksen Randy Horne Monica Huron 255 E. Rincon, Suite 100 25 W Cedar Street Suite 100 19500 Bulverde Road Corona CA 92879 Pensacola FL 32502 San Antonio TX 78259 Assistant Secretary Assistant Secretary Kim Kwiatkowski Luc Langevin 1130 West Warner Road, Building B 12911 N. Telecom Parkway Tempe AZ 85284 Tampa FL 33637 Vice President Vice President Vice President Francis Lapointe Francis Lapointe Steve Lattig 1130 West Warner Road, Building B 1130 West Warner Road, Building B 215 Pendleton Street 2 of 3 8/3/2018, 1:12 PM North Carolina Secretary of State Search Results https://www. sosnc.gov/online_services/searchBusiness_Registration_Re... Tempe AR 85284 TEMPE AZ 85284 Waycross GA 31501 Assistant Secretary Assistant Secretary Vice President John Little Sarah Longwell Matt Mccure 305 Gregson Drive 495 E Rincon, suite 150 2440 Whitehall Park Drive Suite 800 Cary NC 27511 Corona CA 92879 Charlotte NC 28273 Vice President David G Morgan 12911 N Telecom Parkway Tampa FL 33637 Senior Vice President Mark Ostoits 2550 West Tyvola road Suite 200 Charlotte NC 28217 Vice President Mark Ostoits 2550 West Tyvola road Suite 200 Charlotte NC 28217 Senior Vice President Assistant Secretary Vice President Mark Ostoits Patrick Panzarella Meredith Will Rice , Jr. 2550 West Tyvola road Suite 200 19500 Bulverde Road 1100 Situs Court Suite 100 Charlotte NC 28217 San Antonio TX 78259 Raleigh NC 27606 Vice President Paul Rodriguez 19500 Bulverde Road San Antonio TX 78259 Stock Class: COMMON Shares: 12000000 Par Value 1 Vice President Mark Tate 5500 S Quebec St. Suite 100 Greenwood Village CO 80111 3 of 3 8/3/2018, 1:12 PM Stormwater Control Measure Design Calculations SCM #1 — 1. Water Quality Treatment Volume Calculation a. 70% WQV Calculation b. Drawdown Rate Calculation c. Operation & Maintenance Manual 2. Stage -Storage Table with 70% WQV Treatment Volume Vs Pipe Elevation 3. ADS Bayfilter Details 4. Hydraflow Hydrographs Detention Routing Calculations (SCS Method) a. Hydraflow Report for Pre- and Post -Development i. 1- and 10-Year storms 5. Geotechnical Report with Groundwater TIMMONS GROUP Project: CIRCLE K - R&R 2723188 Project No.: 37630.025 Calculated By: R. Wingate/R. Baker, PE Determine Volume To Be Treated (NCDEQ SDM - Part B) Developed Drainage Areas Description Acres Total Drainage Area To SCM 0.24 Future Impervious Area 0.02 Drainage Area Imperious 0.19 Percent Impervious Area 90.2% 1-Inch Runoff Volume Calculation Volume calculations using the "Simple Method" as described by Schueler (1987) Rv = 0.05 + 0.9(I) Where: Rv = Runoff Coefficient, in/in I = Percent Imperious 1= 90.2% Rv = 0.862 V = 3630 x Rainfall Depth x Rv x Drainage Area Runoff Volume From Schueler Simple Method Design Rainfall = 1.0 inch Drainage Area = 0.24 acres V Required= 742 cu. ft. *V Required (70%) 557 cu. ft. *(NCDEQ SDM - Part D-4 - MDC 4) Water Quality Drawdown Rate (NCDEQ SDM - Part D-4 - MDC 2) Q1-- = CdA(2gh)1/2 (Orifice Equation; Cd=0.60 & h=h/3; Pg 3-13 BMP Manual) 41 (Inches To 70% WQV) 0.438 Eqivalent Office Diameter (inches) 1.13 Driving Head (h/3) to Centroid of Orifice (ft) 0.01 Drawdown Rate (cfs) «' 75% Water Quality Volume (WQv) VWQ/(Drawdown Rate x 86,400) Drawdown Time (days) 1.2 Drawdown Time (days) 29 Drawdown Time (hours) *Minimum draw down time = 24 hours Date: 11 /01 /2019 Project: Circle K Rural Hall 114 Chamber Model - SC-740 StormTech® Units - Imperial pereww-Rer om - water Quality Click Here for Metric A fiivirian of �. Number of chambers - 6 Voids in the stone (porosity) - 40 % Q Include Perimeter Stone in Calculations Base of STONE Elevation - 956.67 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in Area of system - 289 sf Min. Area - 203 sf min. area Height of Incremental Single Incremental Incremental Incremental Ch Cumulative System Chamber Total Chamber Stone I & St Chamber I Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 42 0.00 0.00 9.63 9.63 570.02 960.17 41 0.00 0.00 9.63 9.63 560.39 960.09 40 0.00 0.00 9.63 9.63 550.76 960.00 39 0.00 0.00 9.63 9.63 541.12 959.92 38 0.00 0.00 9.63 9.63 531.49 959.84 37 0.00 0.00 9.63 9.63 521.86 959.75 36 0.05 0.33 9.50 9.83 512.22 959.67 35 0.16 0.98 9.24 10.22 502.39 959.59 34 0.28 1.69 8.96 10.65 492.17 959.50 33 0.60 3.62 8.18 11.81 481.52 959.42 32 0.80 4.81 7.71 12.52 469.72 959.34 31 0.95 5.70 7.35 13.06 457.20 959.25 30 1.07 6.45 7.05 13.50 444.14 959.17 29 1.18 7.08 6.80 13.88 430.64 959.09 28 1.27 7.59 6.60 14.19 416.76 959.00 27 1.36 8.13 6.38 14.51 402.57 958.92 26 1.45 8.72 6.14 14.87 388.05 958.84 25 1.52 9.15 5.97 15.12 373.19 958.75 24 1.58 9.49 5.84 15.33 358.06 958.67 23 1.64 9.85 5.69 15.55 342.73 958.59 22 1.70 10.20 5.55 15.75 327.19 958.50 21 1.75 10.52 5.43 15.94 311.44 958.42 20 1.80 10.82 5.31 16.12 295.49 958.34 19 1.85 11.13 5.18 16.31 279.37 958.25 18 1.89 11.36 5.09 16.45 263.06 958.17 17 1.93 11.60 4.99 16.60 246.61 958.09 16 1.97 11.85 4.89 16.74 230.01 958.00 15 2.01 12.06 4.81 16.87 213.27 957.92 14 2.04 12.27 4.73 17.00 196.40 957.84 13 2.07 12.45 4.65 17.10 179.41 957.75 12 2.10 12.63 4.58 17.21 162.30 957.67 11 2.13 12.79 4.52 17.31 145.09 957.59 10 2.15 12.92 4.46 17.39 127.79 957.50 9 2.18 13.06 4.41 17.47 110.40 957.42 8 2.20 13.19 4.36 17.55 92.93 957.34 7 2.21 13.24 4.34 17.58 75.38 957.25 6 0.00 0.00 9.63 9.63 57.80 957.17 5 0.00 0.00 9.63 9.63 48.17 957.09 4 0.00 0.00 9.63 9.63 38.53 957.00 3 0.00 0.00 9.63 9.63 28.90 956.92 2 0.00 0.00 9.63 9.63 19.27 956.84 1 0.00 0.00 9.63 9.63 9.63 956.75 Hydraflow Table of Contents 37630.025-u n de rg ro u n d. g pw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 02 / 21 / 2019 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 Year SummaryReport......................................................................................................................... 3 HydrographReports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, DA1.0-PRE-DEVELOPMENT............................................... 4 Hydrograph No. 3, SCS Runoff, DA2.0(a) TO SCM................................................................. 5 Hydrograph No. 4, SCS Runoff, DA2.0(b) BYPASS SCM....................................................... 6 Hydrograph No. 7, Diversion1, WQV....................................................................................... 7 Hydrograph No. 8, Diversion2, HIGH -FLOW BYPASS............................................................ 8 Hydrograph No. 9, Reservoir, UNDERGROUND..................................................................... 9 Pond Report - UNDERGROUND....................................................................................... 10 Hydrograph No. 13, Combine, DA2.0-POST-DEVELOPMENT............................................. 11 10 -Year SummaryReport ....................................................................................................................... 12 HydrographReports................................................................................................................. 13 Hydrograph No. 1, SCS Runoff, DA1.0-PRE-DEVELOPMENT............................................. 13 Hydrograph No. 3, SCS Runoff, DA2.0(a) TO SCM............................................................... 14 Hydrograph No. 4, SCS Runoff, DA2.0(b) BYPASS SCM..................................................... 15 Hydrograph No. 7, Diversion1, WQV..................................................................................... 16 Hydrograph No. 8, Diversion2, HIGH -FLOW BYPASS.......................................................... 17 Hydrograph No. 9, Reservoir, UNDERGROUND................................................................... 18 Hydrograph No. 13, Combine, DA2.0-POST-DEVELOPMENT............................................. 19 OFReport.................................................................................................................. 20 1 Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 1 3 ED 4 7 $ 13 Leaend Hvd. Origin Description 1 SCS Runoff DA1.0-PRE-DEVELOPMENT 3 SCS Runoff DA2.0(a) TO SCM 4 SCS Runoff DA2.0(b) BYPASS SCM 7 Diversion1 WQV 8 Diversion2 HIGH -FLOW BYPASS 9 Reservoir UNDERGROUND 13 Combine DA2.0-POST-DEVELOPMENT Project: 37630.025-underground.gpw Thursday, 02 / 21 / 2019 Hydrograph Return Period Regd �� Hydra w Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 2.729 ------- ------- ------- 6.596 1------- ------- 11.15 DA1.0-PRE-DEVELOPMENT 3 SCS Runoff ------ 0.661 ------- ------- ------- 1.431 ------- ------- 2.300 DA2.0(a) TO SCM 4 SCS Runoff ------ 2.807 ------- ------- ------- 6.082 ------- ------- 9.773 DA2.0(b) BYPASS SCM 7 Diversion1 3 0.661 ------- ------- ------- 0.456 ------- ------- 0.091 WQV 8 Diversion2 3 0.495 ------- ------- ------- 1.431 ------- ------- 2.300 HIGH -FLOW BYPASS 9 Reservoir 7 0.009 ------- ------- ------- 0.009 ------- ------- 0.008 UNDERGROUND 13 Combine 4, 8, 9, 2.815 ------- ------- ------- 7.521 ------- ------- 12.08 DA2.0-POST-DEVELOPMENT Proj. file: 37630.025-underground.gpw Thursday, 02 / 21 / 2019 Hydrograph Summary Repo rtHydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 2.729 1 718 5,480 ------ ------ ------ DA1.0-PRE-DEVELOPMENT 3 SCS Runoff 0.661 1 718 1,341 ------ ------ ------ DA2.0(a) TO SCM 4 SCS Runoff 2.807 1 718 5,699 ------ ------ ------ DA2.0(b) BYPASS SCM 7 Diversion1 0.661 1 718 568 3 ------ ------ WQV 8 Diversion2 0.495 1 721 773 3 ------ ------ HIGH -FLOW BYPASS 9 Reservoir 0.009 1 721 563 7 959.93 541 UNDERGROUND 13 Combine 2.815 1 718 7,035 4, 8, 9, ------ ------ DA2.0-POST-DEVELOPMENT 37630.025-uInd erg round.gpw Return Period: 1 Year Thursday, 02 / 21 / 2019 Hydrograph Report 4 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 02 / 21 / 2019 Hyd. No. 1 DA1.0-PRE-DEVELOPMENT Hydrograph type = SCS Runoff Peak discharge = 2.729 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 5,480 cuft Drainage area = 1.260 ac Curve number = 81 * Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.80 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.550 x 98) + (0.150 x 74) + (0.310 x 39) + (0.250 x 98)] / 1.260 DA1.0-PRE-DEVELOPM ENT Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) Hydrograph Report 5 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 3 DA2.0(a) TO SCM Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 0.240 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 2.80 in Distribution Storm duration = 24 hrs Shape factor Thursday, 02 / 21 / 2019 = 0.661 cfs = 718 min = 1,341 cuft = 92* = 0 ft = 5.00 min = Type II = 484 Composite (Area/CN) _ [(0.190 Q (cfs) x 98) + (0.050 x 39)] / 0.240 DA2.0(a) TO SCM Hyd. No. 3 -- 1 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0 120 Hyd No. 240 360 480 3 600 720 840 960 1080 0.00 1200 1320 1440 Time (min) Hydrograph Report A Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 4 DA2.0(b) BYPASS SCM Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 1.020 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 2.80 in Distribution Storm duration = 24 hrs Shape factor * Composite (Area/CN) = [(0.470 x 98) + (0.150 x 39) + (0.240 x 98) + (0.160 x 74)] / 1.020 Q (cfs) 3.00 rM 1.00 120 240 Hyd No. 4 DA2.0(b) BYPASS SCM Hyd. No. 4 -- 1 Year 360 480 600 720 840 960 Thursday, 02 / 21 / 2019 = 2.807 cfs = 718 min = 5,699 cuft = 86* = 0 ft = 5.00 min = Type II = 484 Q (cfs) 3.00 2.00 1.00 0.00 1080 1200 1320 1440 Time (min) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 02 / 21 / 2019 Hyd. No. 7 WQV Hydrograph type = Diversion1 Peak discharge = 0.661 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 568 cuft Inflow hydrograph = 3 - DA2.0(a) TO SCM 2nd diverted hyd. = 8 Diversion method = First Flush Volume Volume Up To = 557.00 cuft WQV Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 02 / 21 / 2019 Hyd. No. 8 HIGH -FLOW BYPASS Hydrograph type = Diversion2 Peak discharge = 0.495 cfs Storm frequency = 1 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 773 cuft Inflow hydrograph = 3 - DA2.0(a) TO SCM 2nd diverted hyd. = 7 Diversion method = First Flush Volume Volume Up To = 557.00 cuft HIGH -FLOW BYPASS 1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 02 / 21 / 2019 Hyd. No. 9 UNDERGROUND Hydrograph type = Reservoir Peak discharge = 0.009 cfs Storm frequency = 1 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 563 cuft Inflow hyd. No. = 7 - WQV Max. Elevation = 959.93 ft Reservoir name = UNDERGROUND Max. Storage = 541 cuft Storage Indication method used. UNDERGROUND Pond Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 02 / 21 / 2019 Pond No. 1 - UNDERGROUND Pond Data UG Chambers -Invert elev. = 957.17 ft, Rise x Span = 2.50 x 3.34 ft, Barrel Len = 42.00 ft, No. Barrels = 1, Slope = 0.00%, Headers = No Encasement -Invert elev. = 956.67 ft, Width = 6.85 ft, Height = 3.50 ft, Voids = 40.00% Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 956.67 n/a 0 0 0.35 957.02 n/a 40 40 0.70 957.37 n/a 57 97 1.05 957.72 n/a 69 167 1.40 958.07 n/a 68 235 1.75 958.42 n/a 67 302 2.10 958.77 n/a 64 367 2.45 959.12 n/a 61 428 2.80 959.47 n/a 56 483 3.15 959.82 n/a 45 528 3.50 960.17 n/a 40 568 Culvert / Orifice Structt [A] Rise (in) = 12.00 Span (in) = 12.00 No. Barrels = 1 Invert El. (ft) = 955.00 Length (ft) = 20.00 Slope (%) = 4.50 N-Value = .013 Orifice Coeff. = 0.60 Multi -Stage = n/a Stage (ft) 4.00 r M m 0.00 0.00 DISCHARGE PIPE i res [B] [C] [PrfRsr] 0.44 0.00 0.00 0.44 0.00 0.00 1 0 0 955.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 n/a .013 .013 n/a 0.60 0.60 0.60 Yes No No Weir Structures [A] Crest Len (ft) = 4.00 Crest El. (ft) = 963.00 Weir Coeff. = 3.33 Weir Type = 1 Multi -Stage = Yes Exfil.(in/hr) = 0.000 (by TW Elev. (ft) = 0.00 [B] [C] [D] 3.00 0.00 0.00 960.09 0.00 0.00 3.33 3.33 3.33 Rect --- --- Yes No No et area) Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir ri rs checked for orifice conditions (ic) and submergence (s). 7/16" WQV TOP OF HIGH -FLOW DRAWDOWN PAVEMENT BYPASS WEIR ORIFICE Stage / Discharge Elev (ft) 960.67 0.03 0.06 0.09 0.12 0.15 0.18 0.21 0.24 0.27 Total Q 11111101*:x:U 958.67 957.67 `- 956.67 0.30 Discharge (cfs) Hydrograph Report 11 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 02 / 21 / 2019 Hyd. No. 13 DA2.0-POST-DEVELOPMENT Hydrograph type = Combine Peak discharge = 2.815 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 1 min Hyd. volume = 7,035 cuft Inflow hyds. = 4, 8, 9 Contrib. drain. area = 1.020 ac DA2.0-POST-DEVELOPMENT Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 13 Hyd No. 4 Hyd No. 8 Hyd No. 9 12 Hydrograph Summary Repo rtHydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 6.596 1 718 13,541 ------ ------ ------ DA1.0-PRE-DEVELOPMENT 3 SCS Runoff 1.431 1 717 3,006 ------ ------ ------ DA2.0(a) TO SCM 4 SCS Runoff 6.082 1 717 12,776 ------ ------ ------ DA2.0(b) BYPASS SCM 7 Diversion1 0.456 1 705 558 3 ------ ------ WQV 8 Diversion2 1.431 1 717 2,448 3 ------ ------ HIGH -FLOW BYPASS 9 Reservoir 0.009 1 706 553 7 959.55 493 UNDERGROUND 13 Combine 7.521 1 717 15,777 4, 8, 9, ------ ------ DA2.0-POST-DEVELOPMENT 37630.025-uInd erg round.gpw Return Period: 10 Year Thursday, 02 / 21 / 2019 Hydrograph Report 13 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 1 DA1.0-PRE-DEVELOPMENT Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 1.260 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 4.87 in Distribution Storm duration = 24 hrs Shape factor Thursday, 02 / 21 / 2019 = 6.596 cfs = 718 min = 13,541 cuft = 81 * = 0 ft = 5.00 min = Type II = 484 Composite (Area/CN) _ [(0.550 x 98) + (0.150 x 74) + (0.310 x 39) + (0.250 x 98)] / 1.260 DA1.0-PRE-DEVELOPM ENT Q (cfs) Hyd. No. 1 -- 10 Year 7.00 Q (cfs) 7.00 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0 120 — Hyd No. 240 360 480 600 720 840 960 1080 1 0.00 1200 1320 1440 Time (min) Hydrograph Report 14 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 3 DA2.0(a) TO SCM Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 0.240 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 4.87 in Distribution Storm duration = 24 hrs Shape factor * Composite (Area/CN) = [(0.190 x 98) + (0.050 x 39)] / 0.240 Q (cfs) 2.00 1.00 M DA2.0(a) TO SCM Hyd. No. 3 -- 10 Year Thursday, 02 / 21 / 2019 = 1.431 cfs = 717 min = 3,006 cuft = 86* = 0 ft = 5.00 min = Type II = 484 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 3 Q (cfs) 2.00 1.00 0.00 1320 Time (min) 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 02 / 21 / 2019 Hyd. No. 4 DA2.0(b) BYPASS SCM Hydrograph type = SCS Runoff Peak discharge = 6.082 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 12,776 cuft Drainage area = 1.020 ac Curve number = 86* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.87 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.470 x 98) + (0.150 x 39) + (0.240 x 98) + (0.160 x 74)] / 1.020 Q (cfs) 7.00 5.00 3.00 1.00 DA2.0(b) BYPASS SCM Hyd. No. 4 -- 10 Year Q (cfs) 7.00 . We 5.00 4.00 3.00 2.00 1.00 0.00 ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 4 Time (min) Hydrograph Report 16 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 02 / 21 / 2019 Hyd. No. 7 WQV Hydrograph type = Diversion1 Peak discharge = 0.456 cfs Storm frequency = 10 yrs Time to peak = 705 min Time interval = 1 min Hyd. volume = 558 cuft Inflow hydrograph = 3 - DA2.0(a) TO SCM 2nd diverted hyd. = 8 Diversion method = First Flush Volume Volume Up To = 557.00 cuft Q (cfs) 2.00 1.00 M WQV Hyd. No. 7 -- 10 Year 120 240 360 480 600 720 840 Hyd No. 7 -- Up to 557.00 cuft — Hyd No. 3 -- Inflow Q (cfs) 2.00 1.00 0.00 960 1080 1200 1320 Time (min) Hyd No. 8 -- 3 minus 7 Hydrograph Report 17 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 02 / 21 / 2019 Hyd. No. 8 HIGH -FLOW BYPASS Hydrograph type = Diversion2 Peak discharge = 1.431 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 2,448 cuft Inflow hydrograph = 3 - DA2.0(a) TO SCM 2nd diverted hyd. = 7 Diversion method = First Flush Volume Volume Up To = 557.00 cuft Q (cfs) 2.00 1.00 e HIGH -FLOW BYPASS Hyd. No. 8 -- 10 Year 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 8 Hyd No. 3 -- Inflow Hyd No. 7 Q (cfs) 2.00 1.00 ___& 0.00 1320 Time (min) 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 02 / 21 / 2019 Hyd. No. 9 UNDERGROUND Hydrograph type = Reservoir Peak discharge = 0.009 cfs Storm frequency = 10 yrs Time to peak = 706 min Time interval = 1 min Hyd. volume = 553 cuft Inflow hyd. No. = 7 - WQV Max. Elevation = 959.55 ft Reservoir name = UNDERGROUND Max. Storage = 493 cuft Storage Indication method used. Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 UNDERGROUND Hyd. No. 9 -- 10 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 1200 1440 1680 1920 2160 2400 Time (min) Total storage used = 493 cult Hydrograph Report 19 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 02 / 21 / 2019 Hyd. No. 13 DA2.0-POST-DEVELOPMENT Hydrograph type = Combine Peak discharge = 7.521 cfs Storm frequency = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 15,777 cuft Inflow hyds. = 4, 8, 9 Contrib. drain. area = 1.020 ac DA2.0-POST-DEVELOPMENT Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs) 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) — Hyd No. 13 Hyd No. 4 Hyd No. 8 Hyd No. 9 Hydraflow Rainfall Report 20 Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020 Intensity-Duration-Frequency Equation Coefficients (FHA) N B D E (N/A) 1 0.0000 0.0000 -------- 2 \74.05 13.3000 0.8788 -------- 3 0.0000 0.0000 -------- 5 83.5112 14.8000 0.8514 -------- 10 105.7041 1 000 0.8710 -------- 25 118.9252 17.600 0.8582 -------- 50 137.0265 18.6000 0.8630 -------- 100 157.1769 19.6000 ��O692 -------- File name: raleigh.IDF Intensity = B / (Tc + D)^E Thursday, 02 / 21 / 2019 Return Period Intensity Values (in/h (Yrs) 6 min 10 16 20 26 30 36 40 46 60 66 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.76 4.65 3.92 3.40 3.01 2.70 2.45 2.25 8 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.64 4.07 3.63 3.28 3.00 2.76 2.57 0 2.25 2.12 10 7.22 6.03 5.19 4.57 4.09 3.71 3.40 3.13 2.91 2.72 2.56 2.41 25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 . 1 2.84 50 8.95 7.59 6.60 5.86 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17 100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3. Tc = time in minutes. Values may exceed 60. file name: S:\332\37630-025-2723188 Rural Hall\Calc\Stm\2 Hvdraflow\2 Hvdraflow SCM\RURALHALL SCS.DcD Storm Rainfall Precipitation Table (in) Distribution 1-yr 2-yr 3-yr 6-yr 10-yr 26-yr 60-yr 100-yr SCS 24-hour 2.80 3.38 0.00 0.00 4.87 5.75 6.46 7.18 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1 st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ENVIRONMENTAL a GEOTECHNICAL BUILDING SCIENCES • MATERIALS TESTING REPORT OF GEOTECHNICAL EXPLORATION 1065 Bethania-Rural Hall Road Rural Hall, North Carolina ATC Project No. CIRK3188GT Prepared For: Kangaroo Express/Circle K 305 Gregson Drive Cary, North Carolina 27511 Prepared By: ATC Associates of NC, PC 7606 Whitehall Executive Center Drive, Suite 800 Charlotte, North Carolina 28273 May 24, 2018 AIT Jff N Ak C ENVIRONMENTAL • GEOTECHNICAL BUILDING SCIENCES • MATERIALS TESTING ATC Associates of NC, PC 7606 Whitehall Executive Center Drive, Suite 800 Charlotte, North Carolina 28273 March 24, 2018 Mr. Brent Puzak Real Estate Manager Kangaroo Express/Circle K 305 Gregson Drive, Cary, North Carolina 28304 Subject: Report of Geotechnical Exploration Proposed Commercial Improvement Circle K Store 1065 Bethania-Rural Hall Road Rural Hall, North Carolina ATC Project No. CIRK3188GT Dear Mr. Puzak: ATC is pleased to submit this report providing engineering analysis for the proposed Commercial Development to be constructed at the above -referenced project location. This report, which details the results of our geotechnical exploration for the referenced project, summarizes the project information provided to us, describes the site and subsurface conditions encountered, and details our geotechnical recommendations for the project. The Appendix contains a Boring Location Plan, Soil Test Boring Logs, and Laboratory Test data. We appreciate the opportunity to be of service to you for this phase of the project. If you have any questions concerning this report, please call us. Respectfully Submitted, ATC Associates of NC, PC Brian Carpenter, P.E. Staff Geotechnical Engineer Joseph G. Schold, P.E. Reg. NC No. 21736 Principal Geotechnical Engineer Joe.schold@atcassociates.com CiAA��`°P$ fa� sm #,2173G = + P%QTEl%TLkL FWYANING WALL - PF§OPOSM FULL annec8 MV PROPDXDU6r LCCNI M ` .. PR .E 4ting UST RIGHT C{.. 0 CFUVEMY (sR 4ao-z) P;.. 91G FULL Flff]iBECElCCV PER H+=0? PRLS.IEGT R-2N?M = approximate boring location 7606 Whitehall Executive Center Dr. Figure 1 Field Work Location Plan :��C suite soo Charlotte, North Carolina 28217 Proposed Circle K www.atcaroupservices.com Yl ENVIRONMENTAL - CEOTECHHICK Phone: 704-529-3200 f" 90IMNG SCIENCES • MATERIALS TESTINE 1065 Bethania-Rural Hall Rd. Fax: 704-529-3272 Rural Hall, NC N.C. Engineering License No. C-1598 Date: May 9, 2018 PROJECT No: CIRK3188GT SOURCE: Partial Copy Google Earth Photo Scale: NTS 7606 Whitehall Executive Center Drive ,; .. Charlotte, NC 28273 �, 704-529-3200 Fax 704-529-3272 CLIENT urcle K PROJECT NAME Circle K PROJECT LOCATION Bethania-Rural Hall Road BORING # JOB # DRAWN BY TEST BORING LOG Rural Hall, North Carolina APPROVED BY JGS DRILLING and SAMPLING INFORMATION TEST DATA Date Started 5/9/18 Hammer Wt. 140 lbs. Date Completed 5/9/18 Hammer Drop 30 in. Drill Foreman RDL Spoon Sampler OD 2.25 in. Inspector MB Rock Core Dia. NA in. Boring Method HSA Shelby Tube OD NA in. N o . '- O m o O C _ C C E o C J E QW N a a) C 3: a) O C O O O> C O J v d v O` a) C SOIL CLASSIFICATION 2 z ° °�' J J a E `� a) a, a a EL > ° Ca -o m a o o o o m m SURFACE ELEVATION aa) cn 0 aa) 0 0 U) m o cn z m m a"i cn cn W C7 om cn � Ci U 0- iD a o a aEi 8" Graded Aggregate Base 0.7 Medium dense brown and tan silty SAND 1 SS 16 13.1 3.5 Very stiff reddish brown sandy CLAY with little mica 2 SS 19 5 6.0 Stiff reddish brown and brown clayey SILT with little 3 SS 13 21.1 mica and sand 8.5 Stiff tan and brown sandy SILT 4 SS X 9 17.0 10 13.5 Stiff tan, brown, and black sandy SILT 5 SS 15 15.0 15 BORING TERMINATED Sample Type SS - Driven Split Spoon ST - Pressed Shelby Tube CA - Continuous Flight Auger RC - Rock Core CU - Cuttings CT - Continuous Tube Depth to Groundwater ! Noted on Drilling Tools DRY ft. f At Completion (in augers) DRY ft. 9 At Completion (open hole) NA ft. - After NA hours NA ft. T After NA hours NA ft. 3a Cave Depth NA ft. Boring Method HSA - Hollow Stem Augers CFA - Continuous Flight Augers DC - Driving Casing MD -Mud Drilling Page 1 of 1 7606 Whitehall Executive Center Drive ,; .. Charlotte, NC 28273 �, 704-529-3200 Fax 704-529-3272 CLIENT urcle K PROJECT NAME Circle K PROJECT LOCATION Bethania-Rural Hall Road BORING # JOB # DRAWN BY TEST BORING LOG Rural Hall, North Carolina APPROVED BY JGS DRILLING and SAMPLING INFORMATION TEST DATA Date Started 5/9/18 Hammer Wt. 140 lbs. Date Completed 5/9/18 Hammer Drop 30 in. Drill Foreman RDL Spoon Sampler OD 2.25 in. Inspector MB Rock Core Dia. NA in. Boring Method HSA Shelby Tube OD NA in. N o . '- O m o O C _ C C E o C J E QW N a a) C 3: a) O C O O O> C O J v d v O` a) C SOIL CLASSIFICATION 2 z ° °�' J J a E = `� = a) a, a a ao ° -o a o o o o m m SURFACE ELEVATION aa) cn 0 aa) U 0 U) m o cn z m m a"i cn cn W C7 � cn Ci U 0- iD a o a aEi 2" Topsoil 0.2 Loose brown and tan silty SAND 1 SS 4 20.8 3.5 Very stiff to stiff reddish brown sandy CLAY with rock 2 SS 16 23.9 fragments 5 SS 12 23.4 3 SS 12 4 10.0 10 BORING TERMINATED Sample Type SS - Driven Split Spoon ST - Pressed Shelby Tube CA - Continuous Flight Auger RC - Rock Core CU - Cuttings CT - Continuous Tube Depth to Groundwater ! Noted on Drilling Tools DRY ft. f At Completion (in augers) DRY ft. 9 At Completion (open hole) NA ft. - After NA hours NA ft. T After NA hours NA ft. 3a Cave Depth NA ft. Boring Method HSA - Hollow Stem Augers CFA - Continuous Flight Augers DC - Driving Casing MD -Mud Drilling Page 1 of 1 MDC Documentation 15A NCAC 02H . 10 17 (Post -Construction Requirements) Selected pages from North Carolina Stormwater Control Measure Credit Document (11-07-2018) A-2 SCM Credit Table A-3 Other SCM Benefits D-1 StormFilter with Perlite media 15A NCAC 0211.1017 NPDES MS4 AND URBANIZING AREAS: POST -CONSTRUCTION REQUIREMENTS The purpose of this Rule is to minimize the impact of stormwater runoff from new development on the water quality of surface waters and to protect their best usages. (1) IMPLEMENTING AUTHORITY. The requirements of this Rule shall be implemented by permittees, delegated programs, and regulated entities in accordance with Rule .0151 of this Subchapter and Rule .1016 of this Section. (2) APPLICABILITY. This Rule shall apply to all development subject to Rule .1016 of this Section or that disturbs one acre or more of land, including a development that disturbs less than one acre of land that is part of a larger common plan of development or sale, and is subject to a local NPDES post -construction stormwater program pursuant to Rule .0153 of this Subchapter. Where this Rule is administered by the Division, it shall not apply to projects that are subject to any of the following rules: (a) Water Supply Watershed I (WS-I) — 15A NCAC 02B .0212; (b) Water Supply Watershed II (WS-II) — 15A NCAC 02B .0214; (c) Water Supply Watershed III (WS-III) — 15A NCAC 02B .0215; (d) Water Supply Watershed IV (WS-IV) — 15A NCAC 02B .0216; (e) High Quality Waters (HQW) in Non -Coastal Counties — 15A NCAC 02H .1021; (f) Outstanding Resource Waters (ORW) in Non -Coastal Counties — 15A NCAC 02H .1021; (g) Neuse River Basin Nutrient Sensitive Waters (NSW) Management Strategy — 15A NCAC 02B .0235; (h) Tar -Pamlico River Basin Nutrient Sensitive Waters (NSW) Management Strategy — 15A NCAC 02B .0258; (i) Randleman Lake Water Supply Watershed Nutrient Management Strategy — 15A NCAC 02B .0251; (j) Jordan Water Supply Nutrient Strategy: Stormwater Management for New Development — 15A NCAC 02B .0265; (k) Falls Reservoir Water Supply Nutrient Strategy: Stormwater Management for New Development — 15A NCAC 02B .0277; (1) Coastal Counties: Stormwater Management Requirements — 15A NCAC 02H .1019; (m) Goose Creek Watershed: Stormwater Control Requirements — 15A NCAC 02B .0602; or (n) Universal Stormwater Management Program — 15A NCAC 02H .1020. (3) GENERAL REQUIREMENTS FOR DEVELOPMENT. In addition to the requirements of this Rule, development shall comply with Rule .1003 of this Section. (4) PROJECT DENSITY. A project shall be considered a low density project if it meets the low density criteria set forth in Rule .1003(2) of this Section and contains no more than 24 percent built -upon area or no more than two dwelling units per acre; otherwise, a project shall be considered high density. Low density projects shall comply with the requirements set forth in Rule .1003(2) of this Section. High density projects shall comply with the requirements set forth in Rule .1003(3) of this Section. (5) REQUIRED STORM DEPTH. For high density projects designed to achieve runoff treatment, the required storm depth shall be one inch. Applicants shall have the option to design projects to achieve "runoff volume match" in lieu of "runoff treatment" as those terms are defined in Rule .1002 of this Section. (6) OPERATION AND MAINTENANCE PLANS. Permittees and regulated entities shall implement and delegated programs shall require an operation and maintenance plan for SCMs in accordance with Rule .1050 of this Section. In addition, the operation and maintenance plan shall require the owner of each SCM to annually submit a maintenance inspection report on each SCM to the local program or regulated entity. (7) FECAL COLIFORM REDUCTION. Regulated entities and delegated programs shall implement a fecal coliform reduction program that controls, to the maximum extent practicable, sources of fecal coliform. At a minimum, the program shall include a pet waste management component, which may be achieved by revising an existing litter ordinance, and an on -site domestic wastewater treatment system component to ensure proper operation and maintenance of such systems, which may be coordinated with local county health departments. (8) DEED RESTRICTIONS AND PROTECTIVE COVENANTS. Restrictions and protective covenants shall be recorded by permittees or regulated entities on the property in the Office of the Register of Deeds in the county where the property is located prior to the issuance of a certificate of occupancy and in accordance with Rule .1003(7) of this Section. (9) PROJECTS IN AREAS DRAINING TO SENSITIVE RECEIVING WATERS. Additional requirements shall apply to projects located in areas draining to certain sensitive receiving waters as follows: (a) projects subject to the Class SA waters requirements of Rule .1019 of this Section shall meet those requirements and shall use SCMs that result in the highest degree of fecal coliform die -off and control sources of fecal coliform to the maximum extent practicable; (b) projects located in areas draining to Trout waters shall use SCMs that avoid a sustained increase in the receiving water temperature; and (c) projects located in areas draining to Nutrient Sensitive Waters shall use SCMs that reduce nutrient loading, while still incorporating the stormwater controls required for the project's density level. Delegated programs and regulated entities may implement a nutrient application management program for inorganic fertilizer and organic nutrients to reduce nutrients entering waters of the State. In areas subject to a Nutrient Sensitive Water Stormwater Management Program, the provisions of that program fulfill the nutrient loading reduction requirement. Nutrient Sensitive Water Stormwater Management Program requirements are set forth in 15A NCAC 02B .0200. (10) VEGETATED SETBACKS. Vegetated setbacks from perennial waterbodies, perennial streams, and intermittent streams shall be required in accordance with Rule .1003 of this Section and shall be at least 30 feet in width. Vegetated setbacks from such waters shall be required if the water is shown on either the most recent version of the soil survey map prepared by the Natural Resources Conservation Service of the United States Department of Agriculture which is herein incorporated by reference, including subsequent amendments and editions, and may be accessed at no cost at http://www.nres.usda.gov/wps/portal/nres/main/soils/survey/ or the most recent version of the 1:24,000 scale (7.5 minute) quadrangle topographic maps prepared by the United States Geologic Survey (USGS) which is herein incorporated by reference, including subsequent amendments and editions, and may be accessed at no cost at http://www.usgs.gov/pubprod/. Relief from this requirement may be allowed when surface waters are not present in accordance with 15A NCAC 02B .0233(3)(a). In addition, an exception to this requirement may be pursued in accordance with Item (12) of this Rule. (11) EXCLUSIONS. Development shall not be subject to this Rule if it is conducted pursuant to one of the following authorizations, provided that the authorization was obtained prior to the effective date of the post -construction stormwater control requirements in the area in which the development is located, and the authorization is valid, unexpired, unrevoked, and not otherwise terminated: (a) a building permit pursuant to G.S. 153A-357 or G.S. 160A-417; (b) a "site specific development plan" as defined by G.S. 153A-344.1(b)(5) and G.S. 160A- 385.1(b)(5); (c) a "phased development plan" as defined by G.S. 153A-344.1 for a project located in the unincorporated area of a county that is subject to this Rule, if the Commission is responsible for implementation of the requirements of this Rule, that shows: (i) for the initial or first phase of development, the type and intensity of use for a specific parcel or parcels, including the boundaries of the project and a subdivision plan that has been approved pursuant to G.S. 153A-330 through G.S. 153A-335; and (ii) for any subsequent phase of development, sufficient detail that demonstrates to the permitting authority that implementation of the requirements of this Rule to that phase of development would require a material change in that phase of development as contemplated in the phased development plan. Sufficient detail may include documentation of financial expenditures and contractual obligations, a copy of an approved site -specific development plan, and a narrative of how the new rules will require a material change to the subsequent phase or phases of development; (d) a vested right to the development pursuant to G.S. 153A-344(b), G.S. 153A-344.1, G.S. 160A-385(b), or G.S. 160A-385.1 issued by a local government that implements this Rule; or (e) a vested right to the development pursuant to common law. (12) EXCEPTIONS. The Department or an appropriate local authority, pursuant to Article 18 of G.S. 153A or Article 19 of G.S. 160A, may grant exceptions from the 30-foot landward location of built -upon area requirement of Item (10) of this Rule as well as the deed restrictions and protective covenants requirement of Item (8) of this Rule as follows: (a) An exception shall be granted if the application meets all of the following criteria: (i) unnecessary hardships would result from strict application of the requirement, and these hardships result from conditions that are peculiar to the property, such as the location, size, or topography of the property, and not as a result from actions taken by the petitioner; and (ii) the requested exception is consistent with the spirit, purpose, and intent of this Rule; will protect water quality; will secure public safety and welfare; and will preserve substantial justice. Merely proving that the exception would permit a greater profit from the property shall not be considered adequate justification for an exception. (b) Notwithstanding Sub -Item (a) of this Item, exceptions shall be granted in any of the following instances: (i) when there is a lack of practical alternatives for a road crossing, railroad crossing, bridge, airport facility, or utility crossing as long as it is located, designed, constructed, and maintained to minimize disturbance; provide maximum nutrient removal; protect against erosion and sedimentation; have the least adverse effects on aquatic life and habitat; and protect water quality to the maximum extent practicable through the use of SCMs; or (ii) when there is a lack of practical alternatives for a stormwater management facility; a stormwater management pond; or a utility, including water, sewer, or gas construction and maintenance corridor; as long as it is located 15 feet landward of all perennial waterbodies, perennial streams, and intermittent streams and as long as it is located, designed, constructed, and maintained to minimize disturbance, provide maximum nutrient removal, protect against erosion and sedimentation, have the least adverse effects on aquatic life and habitat, and protect water quality to the maximum extent practicable through the use of SCMs. A lack of practical alternatives may be shown by demonstrating that, considering the potential for an alternative configuration, or a reduction in size or density of the proposed activity, the basic project purpose may not be practically accomplished in a manner that would avoid or result in less adverse impact to surface waters. (c) Conditions and safeguards may be imposed upon any exception granted in accordance with G.S. 143-215.1(b). (d) Delegated programs and regulated entities shall document the exception procedure and submit an annual report to the Department on all exception proceedings. (e) Appeals of the Department's exception decisions shall be filed with the Office of Administrative Hearings, under G.S. 15013-23. Appeals of a local authority's exception decisions shall be made to the appropriate Board of Adjustment or other appropriate local governing body, pursuant to G.S. 160A-388 or G.S. 153A-345.1. (13) In order to fulfill the post -construction minimum control measure program requirement, a permittee, delegated program, or regulated entity may use the Department's model ordinance, design its own post -construction practices based on the Department's guidance on scientific and engineering standards for SCMs, incorporate the post -construction model practices described in this Section, or develop its own comprehensive watershed plan that meets the post -construction stormwater management measure required by 40 CFR 122.34(b)(5) (1 July 2015 Edition), which is incorporated by reference, not including subsequent amendments and editions. A copy of the reference material may be accessed at no cost at http://www.gpo.gov/fdsys/. (14) Nothing in this Rule shall alter the requirement that a discharge fully comply with all applicable State or federal water quality standards. History Note: Authority G.S. 143-214.1; 143-214.7; 143-215.1; 143-215.3(a)(1); S.L. 2006-246; S.L. 2008-198; Eff. July 3, 2012; Readopted Eff. January 1, 2017. J iFla 9 Stormwater Control Measure Credit Document <<ronmenral Quality Table of Contents Acknowledgements..............................................................................................................A-1 Part A: Introductory Information..........................................................................................A-2 A-1. Purpose of this Document............................................................................................A-2 A-2. SCM Credit Table......................................................................................................... A-4 A-3. Other SCM Benefits..................................................................................................... A-6 A-4. Glossary.......................................................................................................................A-7 Part B: Technical Foundation for Credits............................................................................B-1 B.1. Primary vs. Secondary SCMs....................................................................................... B-2 B.2. Annual Runoff Treated Based on Percent Sizing.......................................................... B-4 B.3. Fates of Treated Runoff............................................................................................... B-6 B.4. EMC Methodology........................................................................................................ B-8 Part C: Credit for each SCM.................................................................................................C-1 C.1. Infiltration System.........................................................................................................C-1 C.2. Bioretention Cell........................................................................................................... C-3 C.3. Wet Pond and Floating Wetland Islands....................................................................... C-6 CA. Stormwater Wetland.....................................................................................................C-9 C.S. Permeable Pavement.................................................................................................C-12 C.6. Sand Filters................................................................................................................C-16 C.7. Rainwater Harvesting.................................................................................................C-18 C.B. Green Roof................................................................................................................ C-20 C.9. Disconnected Impervious Surface..............................................................................C-22 C.10. Level Spreader — Filter Strips................................................................................... C-24 C.11. Pollutant Removal Swale......................................................................................... C-28 C.12. Dry Pond.................................................................................................................. C-30 Part ❑: Credit for each New Stormwater Technology.........................................................a-1 D.1. StormFilter................................................................................................................... D-1 D.2. Silva Cell Suspended Pavement with Bioretention....................................................... D-3 D.3. Filterra°........................................................................................................................ D-5 DA. BayFilter.......................................................................................................................D-6 Part E: Overview of NCSU Modeling and Accounting Tools .............................................. E-8 Part F: Technical Justifications and References................................................................ F-1 Part G: Summary of TSS Data for SCMs.............................................................................G-1 Revised: 11-7-2018 .:, I viranmenral Stormwater Control Measure Credit Document Kcra Quality DA BayFilter Credit Table A 0 100 BayFilterrm per MDC Primary 90 C 0 100 TBD TBD D 0 100 Annual Runoff Treated Based on Percent Sizing Based on modeling done by NCSU using 20 years of rainfall data, a device designed for the design storm (1 inch or 1.5 inches on the Coast) and a 12-hour drawdown time will treat 90 percent of the total annual runoff volume. Per the MDC, the required water quality volume retained upstream of the BayFilter shall be 0.75 times the design storm because it has such a rapid draw down time that allows stormwater to be treated throughout the duration of the storm. If a rate based sizing is used, the device will be sized based on the flow rate of the 1 inch or 1.5 inches on the Coast rainfall event and no upstream storage will be required. Per the requirements of the New Stormwater Technology (NEST) Program, the approval is for the configuration in which the device is tested. All BayFilter testing sited were equipped with 100 percent sized devices; therefore, the approval of this BayFilter requires 100-percent sizing be provided. Design Variants There are no approved design variants for BayFilter. Any design variants would be required to be approved through the NEST program. EMCs have not yet been determined for BayFilter, but will be referencing the following studies. Data from two monitored sites in North Carolina and one monitored site in Washington are available to determine the EMCs for BayFilter. These studies were conducted in Huntersville, NC, Jacksonville, NC, and Woodinville, WA. Huntersville Town Center Huntersville , NC BaySaver Technologies, LLC et al (2016) Jacksonville Marketplace Jacksonville, NC BaySaver Technologies, LLC et al (2016) D-6 Revised: 11-7-2018 Stormwater Control Measure Credit Document CC viranmental Quality Woodinville Sammamish River Woodinville, WA BayFilter Technologies, LLC et al (2016) Outfall D-7 Revised: 11-7-2018 NCDEQ Stormwater Design Manual En v8roamenfal Quafiry D-4. BayFilter by ADS A BayFilter system shall be designed to capture the design storm in either a flow based or volume based application. Flow based treatment relies on filtering the water quality flow (cfs) as it comes into the unit, while the volume based approach has storage upstream of the BayFilter system and treats the stored water quality stormwater volume as it exits the storage cell. Stormwater shall have an adequate flow path with drop or driving head to bring about removal of sediment (TSS) and nutrients through media filtration. The BayFilter system shall be designed in a manner that the system is able to conservatively treat either the peak flow or total water quality volume and provide an adequate service life before being maintained. The BayFilter system should be inspected regularly and maintained when needed to ensure it is performing to protect and improve water quality. The sizing the BayFilter cartridge system for a flow based treatment application should handle one of three flow rates based on the size and surface area of a given cartridge. Each BayFilter 522 and 622 cartridge will handle 22.5 gallons per minute (gpm); the BayFilter 530 and 630 cartridges will handle 30 gpm each; and the BayFilter 545 and 645 cartridges will handle 45gpm each. The 500 series of cartridges contains the standard media for most commercial applications, while the 600 series targets metals removal as well. D-4. BayFilter by ADS 1 Revised: 2-9-2018 NCDEQ Stormwater Design Manual K� C, En vironmental Quality When the BayFilter cartridge system is used in a volume based application the system is sized to drain down the water quality volume within a 24 to 48 hour period. Each BayFilter 522 and 622 will conservatively handle 1,250 cubic feet (cft) of water quality volume; the Bayfilter 530, 630, 545 and 645 will conservatively handle 2,500 cft of water quality volume. As with the flow based designs, the total water quality volume required will be divided by the filtration volume rate per cartridge type to address the total number of BayFilter cartridges required to filter the entire water quality volume. When the BayFilter system is used in conjunction with an upstream detention system, it should be sized to provide capture and treatment of 75% of the first 1.0" rainfall or the first 1.5" rainfall in coastal counties. If retention (infiltration) is used on the site, it is recommended that it should occur after the BayFilter treatment has taken place. Figure 1: BayFilter Cartridge *BAYFILTER POLYMER' SEAL f INLET DRAI NAGE MATERIAL hlE:�I� SFI :r.L kH nil OLrTLET DRAT MACE MATERIAL OUTLET PIPE AIR RELEASE ','AL"'E OUTLET CHzMBER :r•Ti�: �L -A;IFl,'E I`, LET r LATE FILTER LEG OUTLET CCLLEU-noh MaMFOLD D-4. BayFilter by ADS 2 Revised: 2-9-2018 NCDEQ Stormwater Design Manual En viroRmental Quality Figure 2: Standard Configurations Examples (Vault and Manhole) INLET [FILLER INLET r_ Pam P-AN VIEd4 SECTION A -A INu aul Guidance on the MDG INLET-, . 7l1TLET 26" F3C- STEPS MDC 1. FLOW BASED SIZING. To size a flow based BayFilter system, calculate the flow rate created by the water quality storm over the total inflow area (i.e., typically the water quality event is one that is represented for 85-95% of the storms seen in a geographic area- many times this is considered the 1-yr storm event). For North Carolina it is the 1 inch and 1.5 inch (coastal counties) rainfall event. Determining the number of cartridges required for a flow application involves the following: • First, the water quality flow rate is computed. • Secondly, the WQ flow rate is divided by the individual BayFilter cartridge rate. All fractional values require rounding up to the next cartridge minimum. For example, if the flow rate is 0.53 cfs if using the BayFilter 545 cartridge at 0.1 cfs per cartridge would require 5.3 BayFilter Cartridges. This value is rounded up to the next whole number, 6. D-4. BayFilter by ADS 3 Revised: 2-9-2018 K�cEnvironmental NCDEQ Stormwater Design Manual Quality • Finally, a mass removal calculation is performed to determine an anticipated maintenance cycle for the cartridges that will be a minimum of 1 year. See Table 1 below for BayFilter's assumptions regarding influent concentrations of TSS. MDC 2. VOLUME BASED SIZING. When utilizing upstream retention/detention, size the storage system and filter to capture and treat 75% of the first 1.0" rainfall or the first 1.5" rainfall in coastal counties. Determining the number of cartridges required is a dual design process where: First, the water quality volume is computed by converting the 1.0" or 1.5" rainfall event into a water quality volume based on the inflow area (impervious area, C-value, etc.). Secondly, the WQ volume is multiplied by 0.75 to yield the modified volume required for filtration. This computed volume is divided by the BayFilter cartridge 24-hour filtration volume detailed above in this document (i.e., 1,250 cft, or 2,500 cft). All fractional values require rounding up to the next cartridge minimum. For example, if the adjusted water quality volume is 11,250 cft and if the designer is using the BayFilter 545 cartridge at 2,500 cft per cartridge it would require 4.5 BayFilter Cartridges. This value is rounded up to the next whole number, 5. Finally, a mass removal calculation is performed to determine an anticipated maintenance cycle for the cartridges that will be a minimum of 1 year. See Table 1 below for BayFilter's assumptions regarding influent concentrations of TSS. Table 1: Assumed Influent Concentrations of TSS Residential 60 mg/L Commercial 70 mg/L Industrial 100 mg/L MDC 3. MEDIA FLOW RATE The BayFilter Media Flow Rate shall be a maximum of 0.5 GPM/ft2 of Media Surface Area. After the number of cartridges has been determined, a single, equivalent orifice calculation can be provided by BaySaver/ADS to the designer in order to assist in modeling the BayFilter in routing calculations and sizing the flow disk for the BayFilter Vault. The equivalent orifice calculation is based on the flow rate as specified above, the number of cartridges, and the available driving Head (H). H is defined as the height of water in the system above the orifice (in inches). D-4. BayFilter by ADS 4 Revised: 2-9-2018 K�cEnvironmental NCDEQ Stormwater Design Manual Quality MDC 4. SEDIMENTATION The System Pretreatment Credit shall be 30% if system includes a minimum sediment sump with minimum dimensions of 4' diameter by 2' deep. The sediment sump is normally located at the inlet(s) of the upstream detention/retention systems. BayFilter cartridges can remove either 262 Ibs (BayFilter 530, 545, 630 or 645) or 131 Ibs (BayFilter 522 or 622) of sediment per cartridge depending on the size of cartridge used. MDC 5. MEDIA TYPE BaySaver uses the same media for both sediment (TSS) and Nutrient (TP) removal. For Metals removal, a granular activated carbon (GAC) component is used to facilitate "enhanced metals" (e.g., Zinc and Copper) removal. In Nutrient Sensitive Watersheds (NSW) and for Nutrient removal credit, it is up to NCDEQ and the local permitting authority to allow the use of the BayFilter device. The standard BayFilter media is a lightweight media comprised of Zeolite, Perlite and activated alumina. It removes total suspended solids (TSS) mainly by physical "inception" and the media removes total phosphorus (TP) by both absorbing/adsorbing dissolved phosphorus and physically filtering particulate phosphorus simultaneously. The type of media shall be designated in print label on the top of cartridge shell, EMC 545, 530, 522 for TSS and TP; and EMC 645, 630, 622 for metals (see example in Figure 3 showing the 545 cartridge). Figure 3: BayFilter Name Plate Media Type Photo D-4. BayFilter by ADS 5 Revised: 2-9-2018 NCDEQ Stormwater Design Manual K� C, En vironmental Quality MDC 6. MAINTENANCE Maintenance shall be performed per BaySaver Operation and Maintenance Instructions and performed by Certified Maintenance Providers. The BayFilter Inspection and Maintenance Guide can be found at the following link: http://www.baysaver.com/Working With Us/engineers/BayFilter/easy inspection.html or http://www.ads-pipe.com/sites/defauIt/files/BayFilter Design Manual%2C 08-17 LR.pdf A local listing of certified maintenance providers can be found by contacting the local ADS representative 1-800-229-7283. D-4. BayFilter by ADS 6 Revised: 2-9-2018 Culvert & Outlet Protection Sizing Calculations TIMMONS GROUP Project: Circle K R&R 2723188 Project No.: 37630.025 • - - • • • - .. DATE STRUCTURE 8-Feb-2019 NUMBER PROJECT NAME PROJECT NO Circle K R&R 2723188 37630.025 LOCATION BY Rural Hall, NC JR. Wingate/R. Baker, PE Red = Inputs Pipe Dia. = 18 in Drain. Area = 1.26 acres Q10 = 7.9 cfs 1 10 = 7.87 in/hr V10 = 7.4 fps CN = 87 unitless From Fig. 8.06.c: ZONE = 1 From Fig. 8.06.e: (N/A) Riprap Class = A y Apron Thickness = 12 in 3 Apron Length (1-2) = 6.0 ft Length Apron Width = 3xDia. = 4.5 ft • - - • • • - • • DATE STRUCTURE 9 8-Feb-2019 NUMBER PROJECT NAME PROJECT NO Circle K R&R 2723188 37630.025 0 LOCATION BY Rural Hall, NC R. Wingate/R. Baker, PE Red =Inputs Pipe Dia. = 0 in Drain. Area = acres Q10 = 0.0 cfs 1 10 = in/hr V10 = 0.0 fps C = unitless From Fig. 8.06.c: ZONE = 1 From Fig. 8.06.e: (N/A) Riprap Class = A y Apron Thickness = 12 in 3 Apron Length (1-2) = 0.0 ft Length Apron Width = 3xDia. = 0.0 ft LATEST REVISION: 2/8/2019 15:15 K-C 15 10 s ate ate �m� l -2003919momm muffam �Q d m, ELI Q� EM391"m� m m� sar ~+uawr 7 DIAMETER (Ft.) Figure 8.06c Operation & Maintenance Manual BAYFILTER'm INSPECTION AND MAINTENANCE MANUAL The BayFilter system requires periodic maintenance to continue operating at the design efficiency. The maintenance process is comprised of the removal and replacement of each BayFilter cartridge, vertical drain down module; and the cleaning of the vault or manhole with a vacuum truck. The maintenance cycle of the BayFilter system will be driven mostly by the actual solids load on the filter. The system should be periodically monitored to be certain it is operating correctly. Since stormwater solids loads can be variable, it is possible that the maintenance cycle could be more or less than the projected duration. BayFilter systems in volume -based applications are designed to treat the WQv in 24 to 48 hours initially. Late in the operational cycle of the BayFilter, the flow rate will diminish as a result of occlusion. When the drain down exceeds the regulated standard, maintenance should be performed. When a BayFilter system is first installed, it is recommended that it be inspected every six (6) months. When the filter system exhibits flows below design levels the system should be maintained. Filter cartridge replacement should also be considered when sediment levels are at or above the level of the manifold system. Please contact the BaySaver Technologies Engineering Department for maintenance cycle estimations or assistance at 1.800.229.7283. BayFilter System Cleanout Vactor Truck Maintenance Jet Vactoring Through Access Hatch Maintenance Procedures 1. Contact BaySaver Technologies for replacement filter cartridge pricing and availability at 1-800-229-7283. 2. Remove the manhole covers and open all access hatches. 3. Before entering the system make sure the air is safe per OSHA Standards or use a breathing apparatus. Use low 02, high CO, or other applicable warning devices per regulatory requirements. 4. Using a vacuum truck remove any liquid and sediments that can be removed prior to entry. 5. Remove the hold down bars. Using a small lift or the boom of the vacuum truck, remove used cartridges by lifting them out. 6. Any cartridges that cannot be readily lifted can be easily slid along the floor to a location they can be lifted via a boom lift. 7. When all the cartridges have been removed, it is now practical to remove the balance of the solids and water. Loosen the stainless clamps on the Fernco couplings for the manifold and remove the drain pipes as well. Carefully cap the manifold and the Ferncos and rinse the floor, washing away the balance of any remaining collected solids. 8. Clean the manifold pipes, inspect, and reinstall. 9. Install the exchange cartridges, reinstall the hold down bars and close all covers. 10. The used cartridges may be sent back to BaySaver Technologies for recycling. For more information please see the BaySaver website at www.baysaver.com or contact 1-800-229-7283. ,,,,,,,2 wtb% Manifold Tee View of a Cleaned System Cartridge Hoist Point �1 lir LLLLLLrAK7 THE ISOLATOR° ROW INTRODUCTION An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance. The StormTech Isolator Row is a technique to inexpensively enhance Total Suspended Solids (TSS) and Total Phosphorus (TP) removal with easy access for inspection and maintenance. THE ISOLATOR ROW The Isolator Row is a row of StormTech chambers, either SC-160, SC- 310, SC-310-3, SC-740, DC-780, MC-3500 or MC-4500 models, that is surrounded with filter fabric and connected to a closely located manhole for easy access. The fabric -wrapped chambers provide for settling and filtration of sediment as storm water rises in the Isolator Row and ultimately passes through the filter fabric. The open bottom chambers and perforated sidewalls (SC-310, SC- 310-3 and SC-740 models) allow storm water to flow both vertically and horizontally out of the chambers. Sediments are captured in the Isolator Row protecting the storage areas of the adjacent stone and chambers from sediment accumulation. A woven geotextile fabric is placed between the stone and the Isolator Row chambers. The woven geotextile provides a media for stormwater filtration, a durable surface for maintenance, prevents scour of the underlying stone and remains intact during high pressure jetting. A non- woven fabric is placed over the chambers to provide a filter media for flows passing through the perforations in the sidewall of the chamber. The non -woven fabric is not required over the SC-160, DC-780, MC-3500 or MC-4500 models as these chambers do not have perforated side walls. The Isolator Row is typically designed to capture the "first flush" and offers the versatility to be sized on a volume basis or flow rate basis. An upstream manhole provides access to the Isolator Row and typically includes a high flow weir. When flow rates or volumes exceed the Isolator Row weir capacity the water will flow over the weir and discharge through a manifold to the other chambers. Looking down the Isolator Row from the manhole opening, woven geotextile is shown between the chamber and stone base. StormTech Isolator Row with Overflow Spillway (not to scale) Another acceptable design uses one open grate inlet structure. Using a "high/low" design (low invert elevation on the Isolator Row and a higher invert elevation on the manifold) an open grate structure can provide the MANHOLE ITH advantages of the Isolator Row by creating a differential between the °VER wE R Isolator Row and manifold thus allowing for settlement in the Isolator Row. The Isolator Row may be part of a treatment train system. The design of the treatment train and selection of pretreatment devices by the ECCENTRIC design engineer is often driven by regulatory requirements. Whether HEADER pretreatment is used or not, the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. Note. See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row. °ACCESS f- ISOLATOR ROW TNSPECTION/MAINTENANCE 'NOW- INSPECTION The frequency of inspection and maintenance varies by location. A routine inspection schedule needs to be established for each individual location based upon site specific variables. The type of land use (i.e. industrial, commercial, residential), anticipated pollutant load, percent imperviousness, climate, etc. all play a critical role in determining the \ actual frequency of inspection and maintenance practices. At a minimum, StormTech recommends annual inspections. Initially, the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean -out should be performed. MAINTENANCE The Isolator Row was designed to reduce the cost of periodic maintenance. By "isolating" sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45" are best. Most JetVac reels have 400 feet of hose allowing maintenance of an Isolator Row up to 50 chambers long. The JetVac process shall only be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile (as specified by StormTech) over their angular base stone. StormTech Isolator Row (not to scale) Note: Non -woven fabric is only required over the inlet pipe connection into the end cap for SC-160LP, DC-780, MC-3500 and MC-4500 chamber models and is not required over the entire Isolator Row. SC-740. SC-310; COVER ENTIRE ISOLA' GEDSVNTHETICS 601T NON - SO M SC310 MC-050E.. MCa5E0, D11SE. SC CONNECTION TC GEOSYNTHETICS 6O1T NON-1 24' (60E mm1 HDPE ACCESS PIPE REQUIRED: MC450E, IACa5E0, SC-]4E.. UG 12. (300 m,, HDPE ACCESS PIPE REQUIRED: SC:10 S" �2 r, m) HDPE ACCESS PIPE REQUIRED: SC-16OLP OPTIONAL INSPECTION PORT STORMTECH CHAMBER STDP.MTECH END CAP 3VNTHETICS 315WT LVOVEN GEOTEXTILE BE-EEN MAIABERS. CONTINUOUS FABRIC WITHOUT SEAMS ". .��I ..,�..... �...,,500 31, (2 F mM) NMIN WIDE: MC3500 5bmJ MNIDEE: DC-780, SC ]0 4'(1.2mWDS6310, SC-16OLP ISOLATOR ROW STEP BY STEP MAINTENANCE PROCEDURES STEP 1 Inspect Isolator Row for sediment. A) Inspection ports (if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log. iv. If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed to Step 3. B) All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches), proceed to Step 2. If not, proceed to Step 3. STEP 2 Clean out Isolator Row using the JetVac process. A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required STEP 3 Replace all caps, lids and covers, record observations and actions. STEP 4 Inspect & clean catch basins and manholes upstream of the StormTech system. SAMPLE MAINTENANCE LOG Drainage Area Maps DA1.0 — Pre -Development Drainage Area Exhibit DA2.0 — Post -Development Drainage Area Exhibit - al 0 oN 007. 19 �T/F � �J• J. �. 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Baker, PE Date: 11/01/2019 SCS Weighted Curve Numbers - Pre -Development DA 1.0 Category *CNi Ai (Ac) CNi x Ai Open Space Fair (A Soils) 39 0.32 12 Open Space Fair (C Soils) 79 0.14 11 Pavement 98 0.80 78 0 1.26 102 Cc = (Ci x Ai) = 81 Z Ai lb QQ:J, Q� ' h�' ♦ Q \° ♦ ' 03 9"9, h 9� ` EXISTING CONDITIONS INSET - SCALE 1" = 20' 2 g5 �0. 1k� ♦ PRELIMINARY - NOT RELEASED FOR CONSTRUCTION -1-----951--� ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL CITY OF WINSTON-SALEM, FORSYTH COUNTY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS HATCHING LEGEND DRAINAGE BOUNDARY ------------------------------- ------------------------------- ------------------------------- EXISTING ------------------------------- IMPERVIOUS SOILS HYDROLOGIC SOIL GROUP: UDORTHENTS (Ud): C CLIFFORD SANDY LOAM (CLB): A M o 0 Q z SCALE 1 "=20' 0 20' 40' 0 U o � o � E N U Ez W Q .@ 3 w LU U o N Q LU< ILL — 00 LL fV 0 LU r' o? O ai Li. LU ! 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Baker, PE Date: 11/01/2019 SCS Weighted Curve Numbers - Pre -Development DA2.0-TOSCM Category *CNi Ai (Ac) CNi x Ai Open Space Fair (A Soils) 39 0.02 1 Building/Pavement 98 0.21 21 0 0.24 22 Cc = (Ci x Ai) = 92 Z Ai DA 2.1 Category *CNi Ai (Ac) CNi x Ai Open Space Fair (A Soils) 39 0.19 7 Open Space Fair (C Soils) 74 0.03 2 Building/Pavement 98 0.80 78 0 1.02 88 Cc = (Ci x Ai) = 86 Z Ai 951PRELIMINARY — NOT RELEASED FOR CONSTRUCTION ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL CITY OF WINSTON—SALEM, FORSYTH COUNTY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS HATCHING LEGEND 111111111111111111 LLLLLLLLLLLL SOILS HYDROLOGIC SOIL GROUP: UDORTHENTS (Ud): C CLIFFORD SANDY LOAM (CLB): A DRAINAGE BOUNDARY IMPERVIOUS TO SCM IMPERVIOUS BYPASSED 0 U O � 0 E N W U QJ 3 w U N 0 � a W N L O O M (D " .- M J If X <� aJ_ 0 0 T� ON L ko �C� Lnrn J w IL w Q z � O a O0 U) U w a o° U z z O w ,) M w z LUo U) w rn 0 Q p o DATE 0312812019 DRAWN BY A. MAY DESIGNED BY B. DOWNS CHECKED BY R. BAKER SCALE AS SHOWN CIO w 0O QC a z Q M°(D J W NUQ N o <z C6 Ov I..L W o O LL I WJ> J = w UJo U a JOB NO. 7630.02 SHEET NO. DA2.0 L