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HomeMy WebLinkAboutayoub-stormwater rpt-rev. 3-13-19Stormwater Report FOR COLBEA ENTERPRISES, LLC 473, 479 & 487 Station Ave, Yarmouth, NM Prepared By: AYOUB ENGINEERING EN4+NEERSi & ARCNk7ECTK 414 Benefit Street, Pawtucket, RI 02861 Phone: 401.728.5533 Fax: 401.724.1110 tDate: 01/30/ 19 Revised: 03/13/19 AEI Project No. 4842.118 Table of Contents Summary... ......................................................................................................................... 2 StormwaterManagement................................................................................................... 2 Massachusetts Stormwater Management Standards Analysis...........................................4 ExistingWatershed Plan.................................................................................................... 9 Proposed Watershed Plan................................................................................................ I I StormTech Isolator Row Sizing....................................................................................... 13 SoilEvaluation Report....................................................................................................136 Existing HydroCAD Calculations.................................................................................... 61 Proposed HydroCAD Calculations.................................................................................. 72 Operation and Maintenance Plan................................................................................... 103 SUMMARY The project site consists of Map 97, Lot 1 & Lot 2, both N/F Jeanne L. Luby & Karen J. Luby-Drew, and a portion of Map 97, Lot 3 N/F Station Ave. LLC, and is located on the southern side of Station Avenue in Yarmouth, MA. The total area of the combined lots is 51,262 SF (1.18 Acres), and is predominantly an undeveloped Pitch Pine forest, with 601 SF of pavement encroachment from the abutter to the west. The proposed project includes the construction of a new 3,600 s.f. Seasons Corner Market with basement, a new 3,648 s.f. overhead canopy with 6 new fuel dispensing islands with diesel product, 2 new 15k underground, double walled fiberglass storage tanks with associated utility, grading, storm water, landscaping and curbing improvements. Twenty-eight (28) parking stalls, including two handicap, are proposed to serve the retail fueling facility. There are no wetlands, floodplain areas, agricultural uses, or historical cemeteries on or immediately adjacent to, the subject property. The subject property is zoned B-1 Business District, and is also in the Aquifer Protection Overlay District. STORMWATER MANAGEMENT The existing project area has no stormwater management components, with the rear third of the site sloping toward the abutter to the east, which contains abandoned railroad tracks. The front two thirds of the site flows to two depressed areas on site which retain and infiltrate stormwater. The proposed stormwater management system design consists of two Bioretention Areas with 1,500 gallon oil/grit separators, and two subsurface infiltration chamber systems using ADS Stormtech MC-4500 chambers, with treatment provided by Isolator Rows. The proposed condition will collect and treat runoff prior to discharge. A concrete curb along the edge of the pavement separating the paved areas of the site from the landscape areas will help convey runoff to the proposed on -site drainage system. The soil onsite is a 252A Carver coarse sand soil map unit. The NRCS Custom Soil Resource Report is attached for reference. A total of eight (8) test pits were dug onsite on November 29, 2018 to evaluate the soil suitability for infiltration of stormwater runoff, as well as for septic system design. The soil evaluation was performed by Edward J. Avizinis of Natural Resource Services, Inc. The soil was very consistent in all holes. All test pits revealed soils with an HSG of A, coarse sand types of soils. The saturated hydraulic conductivity of the least transmissive layer should be 8.27 inlhr, and no indication of the SHWT was encountered, with a test pipe at the front of the site dry to a depth of 16' at least. The soil evaluation report is attached for reference. The proposed drainage system has been designed and sized to reduce total site peak runoff rates, for all storm events. The following chart provides a summary of the storm events, and comparison between the existing and proposed site conditions. Storm Event Existing Conditions Proposed Conditions To Street To Abutter Total To Street To Abutter Total 2 Year 0.00 0.00 0.00 0.00 0.00 0.00 10 Year 0.00 0, 09 0.09 0.00 0.00 0,00 25 Year 0.00 0.31 0.31 0.00 0.01 0.01 100 Year 0.00 0.92 0.92 0.00 0.06 0.06 Damage Calculations In support of the above analysis, calculations performed with HydroCAD 10.00 for the 2 year, 10 year, 25 year, and 100-year storm events are attached. The calculations clearly illustrate that there will be no net increase in runoff rates due to the proposed development, and in fact rates will be decreased for all storm events. MASS DOT STORMWATER STATEMENT There will be no increase in discharge of stormwater runoff to any MASS DOT state drainage system as a result of the proposed site improvements with this project. Massachusetts Stormwater Management Standards Analysis The Stormwater system for the proposed project was designed to meet the current standards of the Mass DEP Stormwater Management Policy, specifically Standard 5 for construction of retail motor fuel facility. LID: The site development has been minimized as much as possible, and two Bioretention Areas are proposed for natural stormwater treatment. Standard 1: There are no new untreated discharges. Standard 2: Calculations demonstrate that post development peak flows do not exceed pre -development peak flows. Off -site flooding for the 100 year event was not analyzed, however post development peak discharge rates do not exceed pre -development rates and it is assumed that no increased off -site flooding impacts are caused by the proposed development. Standard 3: Groundwater Recharge: Pavement infiltration is provided where no infiltration presently exists, increasing overall site recharge from existing conditions. Recharge = .60 inches of runoff x total impervious area (Hydrologic Group A) Recharge = (.60) x 3 4,23 6 SF/12 Recharge = 1,712 CF The volume of the infiltration systems is 11,769 C.F., which exceeds the 1,712 C.F. required. Draw DownTime: The infiltration systems have been designed to exfiltrate in less than 72 hours with a basin floor as flat as possible to provide a uniform ponding and exfiltration of runoff. Chamber system #1 Soil perc rate = 8.27 in/hr = 0.69 ft/hr Chamber field floor area = 764 S.F. Storage Volume (100 year storm) = 3,169 C.F. Exf ltration depth = Storage volume / Chamber field floor area Exfiltration depth = 3,169 C.F. / 764 S.F. = 4.15 ft. Time of exfiltration = exfiltration depth / soil perc rate = 4.15 ft / 0.69 ft/ hr = 6.01 hrs Chamber system #2 Soil perc rate = 8.27 in/hr = 0.69 ft/hr Chamber field floor area = 842 S.F. Basin Volume (100 year storm) = 3,508 C.F. Exfiltration depth = Storage volume / Chamber field floor area Exfiltration depth = 3,508 C.F. / 842 S.F. = 4.17 ft. Time of exfiltration = exfiltration depth / soil perc rate = 4.17 ft / 0.69 ft/ hr = 6.04 hrs Bioretention Area #1 Soil perc rate = 8.27 in/hr = 0.69 ft/hr Basin area = 2,642 S.F. Basin Volume (100 year storm) = 3,806 C.F. Exfiltration depth = Storage volume / Chamber field floor area Exfiltration depth = 3,806 C.F. /2,642 S.F.=1.44 ft. Time of exfiltration = exfiltration depth / soil perc rate = 1.44 ft / 0.69 ft/ hr = 2.09 hrs Bioretention Area #2 Soil perc rate = 8.27 in/hr = 0.69 ft/hr Basin area = 1,013 S.F. Basin Volume (100 year storm) = 1,286 C.F. Exfiltration depth = Storage volume / Chamber field floor area Exfiltration depth = 1,286 C.F. /1,013 S.F.=1.27 ft. Time of exfiltration = exfiltration depth / soil perc rate = 1.27 ft / 0.69 ft/ hr = 1.84 hrs Standard 4: Deep sump catch basins will provide 25% TSS removal prior a secondary treatment consisting of a 1,500 gallon oil/grit separator for all of the sites pavement runoff. Additionally, filter fabric wrapped isolator row as part of a subsurface infiltration system will also provide treatment prior to infiltration. Water Quality Volume: WQv = (1") (I)/12 WQv = 34,236/12 WQv = 2,853 CF The volume of the infiltration systems is 11,769 C.F., which exceeds the 2,853 C.F. required. 5 Oil / Grit Separator Sizing Provide pool storage in the first chamber to accommodate the required water quality volume or 400 cubic feet per acre of impervious surface. Oil / Grit separator 41 (1,500 gal.) I = 1,840 S.F. = 0.042 Acre Vreq= 400 C.F/acre x 0.042 acre = 16.8 C.F Volume of the first chamber = B x W x H = 3 x 5 x 3.5 = 52.5 C.F The Volume of the first chamber is 52.5 C.F., which exceeds the required 16.8 C.F. Oil / Grit separator #2 (1,500 gal.) I = 5,649 S.F. = 0.13 Acre Vreq= 400 C.F/acre x 0.13 acre = 52.0 C.F Volume of the first chamber = B x W x H = 3 x 5 x 3.5 = 52.5 C.F The Volume of the first chamber is 52.5 C.F., which exceeds the required 52.0 C. Isolator Row Sizing The isolator rows have been sized using an isolator row sizing chart which has been provided by ADS Stormtech. In order to size the isolator row adequately, it is necessary to determine the flow rate generated by the water quality volume. Attached is the isolator row sizing chart as a reference. The results of the calculations are as follows. Chamber System #1- (8) MC-4500 WQf = 0.05 CFS Treated flow rate per chamber = 0.17 CFS Total treatment flow rate = (No. chambers) X (treated flow rate per chamber) Total Treatment flow rate = 8 X 0.17 = 1.36 CFS The Total treatment flow rate is 1.36 CFS, which exceeds the required 0.05 CFS. Chamber System #2- (9) MC-4500 WQf= 0.28 CFS Treated flow rate per chamber = 0.24 CFS Total treatment flow rate = (No. chambers) X (treated flow rate per chamber) Total Treatment flow rate = 9 X 0.17 = 1.53 CFS The Total treatment flow rate is 1.53 CFS, which exceeds the required 0.28 CFS. Standard 5: The proposed site is a multi -use retail and motor fuel facility. The operator of the motor fuel facility is trained to respond to small spills and there are response F materials stored on site. Standard 6: The site does not contain any Critical Areas. Standard 7: The proposed work is not considered redevelopment due to the existing impervious area size. Standard S: The project duration is expected to be less than four months. An Erosion Control Plan is part of the storm water package and a SWPPP will be prepared and maintained on site by the General Contractor throughout the duration of the construction. Typical measures to be employed during construction include sedimentation control by compost filter sock/silt fencing and truck exit controls. Standard 9: An Operation and Maintenance Plan is submitted as part of this storm water plan. Standard 10: illicit Discharge Compliance Statement: This statement reflects the commitment of both the owner and operator of the subject facility to fully comply with the Massachusetts Stormwater Handbook Minimum Standard 10 - that there presently does not exist and that there will be NO ILLICIT DISCHARGES at this facility. An illicit discharge is defined as any discharge not entirely comprised of stormwater that are not specifically authorized by a National Pollutant Discharge Elimination System (NPDES) or permit. The property owner is ultimately responsible for the maintenance of all on -site drainage structures as defined in the Stormwater Operation and Maintenance Plan and as further detailed in the approved site plan and related stormwater drainage study. The future property owner Colbea Enterprises, LLC intends to manage maintenance and operations. The site is serviced by an OWTS that is not connected in any way with the stormwater system which will be verified during construction and documented on the as -built construction plan. Stormwater structures to be installed at the site include: piping between the roof areas and the associated underground infiltration system, oil/grit separators after a deep sump catch basin with hooded outlet to Bioretention Areas. There are no other discharges at the site. EXISTING WATERSHED PLAN W LL. Cn N N J, J Fa- C) O J Cog '�� / x ---_---- Ziki�lllN � x 31[yl Y \y, x MA m / ornrw- cos I atz I 4 it i IL I I rgi9 f I O Ld Z Q LJ ..LL_ ON W N CL n • I ti � Q U O (/� PROPOSED WATERSHED PLAN 1n uo p , 31 �m 1 a ��� YN ,CIO \� ~� \x Vk et t LIM L. CIO 58 �n %-Aux / C Zwl", st I �nzrrrx '�� /I ss r / o �4Pm---�—=f ---- z e as - Iagl U���' LLJ 8e 16 dV W } Ln00 OU y _ M ad Z p W � li R • �LLJ it w �Mm of n `\ R ZVi ti xAl o 0 0 "' Aet I" �' -I: a I 7• 1 w p C:� V I L oN V' w0^ & j • g I W<w max . 2" MO a 800705,. ^ g I x m`„ 1 22 p : ss rs i 1 I�\ _z Na" ni LLJ m on in ai Q Q LL C) O z = o o z �� U U [ri o O i V) ui o Li >-- (/i ui � U) � 0 U 0 � Vi o � �W � Cn o > o C/i a—o o z o z o ,� o ,�; ti W 5� n +Y - 5 0 ct rn j� ti jN `p O N joy N� o Q jo ti �m � m� CT L i coCLO L-Li � Q Ld U Li (Ic � U W Lo OLO ho CL 00 W LLB LO Oa LLil (o Q U CL u) U n d- �= W a- d' +b n 47 0- 0 g .� C.� CL N Q CL N Q G) STORMTECH ISOLATOR ROW SIZING . ji1Yr-Sir;kTt cxf STORMTECH ISOLATOR ROW SIZING CHART SC-310 SC-740 DC-780 MC-3500 MC-4500 Chamber Area (Sq.Ft.) 20 27.8 27.8 43.2 30A Treated Flow Rate per chamber (CFS) 0.11 0.15 0.15 0.24 0.17 NOTE: Testing of the Isolator Row completed by Tennesse Tech has been verified by NJCAT and it has shown to have a TSS removal efficiency of 84% for SIL-CO-SIL 250 NJCAT verified Treated Flow Rate (GPM I Sq.Ft.) 2.5 SOIL EVALUATION REPORT 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 Barnstable County, Massachusetts November 9, 2018 ,r 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/ portallnreslmainlsoilslhealthl) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https:/loffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (httpalwww.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 2 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. 17 Contents Preface................................................................................................... How Soil Surveys Are Made................................................................. SoilMap................................................................................................. Soil Map (487 Station Ave).................................................................. Legend................................................................................................. Map Unit Legend (487 Station Ave) ..................................................... Map Unit Descriptions (487 Station Ave) ............................................. Barnstable County, Massachusetts.................................................. 252A—Carver coarse sand, 0 to 3 percent slopes ....................... 252B—Carver coarse sand, 3 to 8 percent slopes ....................... 252C—Carver coarse sand, 8 to 15 percent slopes ..................... 484D—Plymouth-Barnstable complex, hilly, extremely bouldery. 602----Urban land............................................................. ............ References............................................................................................ 2 5 8 ..11 4 1A How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 0 1 r) Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 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. w Z b V Two as, TOW MGM MAW XKLGII Am Not M 6N AL 0 Mom XL 8 r Q) WQ VI z n 8 w m � x FL �$ O ks Q 0 0 a ^ v a m � o a 0 Z M.lS ZZ z a o0L C7 N 0 Q a+ Ql U 7 O N Ql O U) E O N U I N cu .0 i R N d R 3 dl R 6 — U] Ui N N QJ1 x+ C o° ttl U 7+ °-0 CLU O V p ' R O N p C C U N R N 7 N U R 2 . 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Al ° O C O D Ol 0 �(D O W ¢ Cl O R� L Si O p C � 10 R 67 7 47 ._ U U N � > 7 ?� R Q jp r •i -a D � Cn dL R = n m m U' L `° p-.d .R N N (n EO U1� Q CL°IcD C L N }}R C .N C p U _N 41 0 ai ° R O N U �r O 7 o ifi �tl 0 E m W E_ 0 N d E ilJ U CL -a Q R O U) co (D ❑(N H- U =N " v " a m i n G a U m a LL `�. C ¢ � in OL m E :° o' W jr CL T V1 N y 'u '° n O O u H N G 10 N In N U _N (n t,5 J O r,0 Ln of 0 A C W 3 w � � < � �' ■ c� m w J a " a Y ad) S o O C O " aE a a Y a H v m m " m N a o a R 0 m cl CL O C a O- a R d Q. O d }�, O p N m fC N N m R R 5 u 3 a h > > v R m u aci x c a w t y m E o 0 0 o o ro o m m m m E H `m o m m 'm C o ¢ tq (n to p m m U U (7 C7 J J a a v> co in N (n m a c � C" a a w O It N Custom Soil Resource Report Map Unit Legend (487 Station Ave) Map Unit Symbol Map Unit Name Acres in AOl Percent of AOI 252A Carver coarse sand, 0 to 3 38.3 39.9% percent slopes 252E Carver coarse sand, 3 to 8 35.4 36.9% percent slopes 252C Carver coarse sand, 8 to 15 3.9 4.0% percent slopes 484D Plymouth -Barnstable complex, 0.6 0.6% hilly, extremely bouldery 602 Urban land 17.8 18.5% Totals for Area of Interest 95.9 100.0% Map Unit Descriptions (487 Station Ave) 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. 11 '9F Custom Soil Resource Report 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 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. 12 Custom Soil Resource Report Barnstable County, Massachusetts 252A—Carver coarse sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol., 98gc Elevation: 0 to 1,000 feet Mean annual precipitation: 37 to 50 inches Mean annual air temperature: 45 to 55 degrees F Frost -free period: 120 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver Setting Landform: Outwash plains Landform position (two-dimensional): Summit Landform position (three-dimensional): Tread Down -slope shape: Convex Across -slope shape: Convex Parent material: Loose sandy glaciofluvial deposits Typical profile H1 - 0 to 7 inches: coarse sand H2 - 7 to 17 inches: coarse sand H3 - 17 to 64 inches: coarse sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class. Excessively drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat): Very high (20.00 to 99.90 inrhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Merrimac Percent of map unit.- 6 percent Hydric soil rating: No 13 Custom Soil Resource Report Hinckley Percent of map unit 6 percent Hydric soil rating. No Eastchop Percent of map unit: 4 percent Hydric soil rating: No Enfield Percent of map unit 4 percent Hydric soil rating: No 252B—Carver coarse sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 98gd Elevation: 0 to 1,000 feet Mean annual precipitation: 37 to 50 inches Mean annual air temperature: 45 to 55 degrees F Frost -free period: 120 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver Setting Landform: Outwash plains Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Riser Down -slope shape: Convex Across -slope shape: Convex Parent material: Sandy glaciofluvial deposits; loose sandy glaciofluvial deposits Typical profile H1 - 0 to 7 inches: coarse sand H2 - 7 to 17 inches: coarse sand H3 - 97 to 64 inches: coarse sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class. Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Very high (20.00 to 99.90 inlhr) Depth to water table: More than 80 inches Frequency of flooding.- None 14 7A Custom Soil Resource Report Frequency of ponding: None Available water storage in profile: Low (about 3.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: A Hydric soil rating. No Minor Components Hinckley Percent of map unit: 6 percent Hydric soil rating: No Merrimac Percent of map unit: 6 percent Hydric soil rating: No Enfield Percent of map unit: 4 percent Hydric soil rating: No Eastchop Percent of map unit: 4 percent Hydric soil rating: No 252C—Carver coarse sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 98gf Elevation: 0 to 1,000 feet Mean annual precipitation: 37 to 50 inches Mean annual air temperature: 45 to 55 degrees F Frost -free period: 120 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver and similar soils. 75 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver Setting Landform: Ice -contact slopes Landform position (two-dimensional): Backslope Landform position (three-dimensional): Riser Down -slope shape: Linear Across -slope shape: Convex Parent material: Sandy glaciofluvial deposits; loose sandy glaciofluvial deposits 15 Custom Soil Resource Report Typical profile H1 - 0 to 7 inches: coarse sand H2 - 7 to 17 inches: coarse sand H3 - 17 to 64 inches: coarse sand Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Very high (20.00 to 99.90 inlhr) Depth to watertable: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Merrimac Percent of map unit: 9 percent Hydric soil rating: No Hinckley Percent of map unit: 8 percent Hydric soil rating No Eastchop Percent of map unit: 4 percent Hydric soil rating: No Plymouth Percent of map unit: 4 percent Hydric soil rating: No 484D—Plymouth-Barnstable complex, hilly, extremely bouldery Map Unit Setting National map unit symbol: 98s2 Elevation. 0 to 1,000 feet Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 55 degrees F Frost -free period: 140 to 240 days Farmland classification: Not prime farmland 16 ,An Custom Soil Resource Report Map Unit Composition Plymouth and similar soils: 55 percent Barnstable and similar soils. 20 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Plymouth Setting Landform: Moraines Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down -slope shape: Linear Across -slope shape: Convex Parent material: Loose sandy glaciofluvial deposits and/or loose sandy ablation till; loose sandy glaciofluvial deposits and/or loose sandy ablation till Typical profile H1 - 0 to 3 inches: loamy coarse sand H2 - 3 to 29 inches: gravelly loamy coarse sand H3 - 29 to 64 inches: gravelly coarse sand Properties and qualities Slope: 15 to 25 percent Percent of area covered with surface fragments: 9.0 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): High to very high (6.00 to 20.00 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 3.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: A Hydric soil rating: No Description of Barnstable Setting Landform: Moraines Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down -slope shape: Linear Across -slope shape: Convex Parent material: Friable loamy ablation till over reworked sandy glaciofluvial deposits; loamy ablation till over reworked sandy outwash Typical profile H1 - 0 to 1 inches: sandy loam H2 - 1 to 23 inches: sandy loam H3 - 23 to 64 inches: coarse sand 17 Custom Soil Resource Report Properties and qualities Slope: 15 to 25 percent Percent of area covered with surface fragments: 9.0 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Nantucket Percent of map unit: 10 percent Hydric soil rating: No Carver Percent of map unit: 5 percent Hydric soil rating: No Hinckley Percent of map unit. 5 percent Hydric soil rating: No Merrimac Percent of map unit: 5 percent Hydric soil rating: No 602—Urban land Map Unit Setting National map unit symbol. 98s7 Frost -free period. 120 to 220 days Farmland classification: Not prime farmland Map Unit Composition Urban land: 85 percent Minor components.' 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. 18 ,A? Custom Soil Resource Report Description of Urban Land Setting Parent material: Excavated and filled land Minor Components Udipsamments Percent of map unit: 15 percent Hydric soil rating. Unranked 19 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRue, 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register, September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council, 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ n resldetail/nationallsoils/?cid=nresl 42p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. httpJ/ www.nres usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:l/ www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nresl 42p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuselrangepasture/?cid=stelprdb1043084 20 'Ad Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 43041. http://www.nres.usda.gov/wps/portal/ nres!detail/soils/scientistsl?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres usda.gov/wps/portal/nres/detail/national/soils/? cid=nres 142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:ll www.nres.usda gov/Internet/FSE_DOCUMENTS/nres142p2_052290 pdf 21 'Ar, Natural Resource Services, Inc. December 3, 2018 Array L. Vonhone Town of Yarmouth Health Office 1146 Route 28 South Yarmouth, MA 02664 Dear Ms. Vonhone: Enclosed please find information regarding soil evaluation test holes performed at a site on Station Avenue (Plat 97, Lots 1, 2 and Portion of 3). The information provided includes Percolation Test Form 12 as well as Form 1 l for Test Holes 1 through 6. A site sketch depicting the location of the test holes and approximate distances to bench marks has been included. Please do not hesitate to contact me regarding the work performed. Very truly yours, Edward J. Avizims, PWS, CPSS Soil Evaluator Enclosures Cc: Paul Sylvia, Ayoub Engineering P.O. Box 311 Harrisvi-lle, RI 02830 401-568-7390 FAX 401-568--7490 Commonwealth of Massachusetts - City/Town of Percolation Test J' Form 12 Percolation test results must be submitted with the Soil Suitability Assessment for On -site Sewage Disposal. DEP has provided this form for use by local Boards of Health. Other forms may be used, but the information must be substantially the same as that provided here. Before using this form, check with the local Board of Health to determine the form they use. Important: When filling out forms A. Site information on the computer, use only the tab - key to move your Owner Name 1S -I o P cursor - do not No& 7 Zol1,ana r `_�!'iJO�dT._ �-- fa 1.01J�C7L/C,�� use the return Street Address or Lot # key. 0266 rtl CityfTown State Zip Code _ .-_- - - - - ---- Contact Person (if different from Owner) Telephone Number B. Te_ st_Results Dat Time Date Time Observation Hole # -_-� Depth Perc- of Start Pre -Soak__ -.-- End Pre -Soak Time at 12" Time at 9" - -- - Time at 6" - Time (9"-6") Rate (Min./Inch) /. ... ._/_ ... __. _._ __ ----- .. Test Passed: Test Passed: ❑ Test Failed: ❑ Test Failed: ❑ Test Performed B > 1 By, sc1ckrr. C� --- S'S, Gt/ f _.... . ........ Board of Health Witness /- - k /x KwC -- - .--...... les G'�O Comments: +s Sah / % s�6sra.'/ �r�.• arr acI^a, l 4:;Aq a _�.'�. c�o�'Or twoyv�tr/tia % sys Aom le Gq, t5form 1 2.doc- 08115 Pere Test • Page 1 of 1 39 C a CD C. 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BR 6. o U LL v /ƒK ��\ �B ' ;. `\ ` t > 3 ■ «o\ �& E ■ & ao 2 U /§£ƒ �\ J �] z& T ) iTL 59 EXISTING HYDROCAD CALCULATIONS 60 Existing runoff to abutter Subcat Reach an Link 61 HydrocadEX Prepared by (enter your company name here) Printed 1/30/2019 H droCAD® 10.00-19 sln 01750 O 2016 H droCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (su bcatch me nt- nu m bers) 601 98 Paved parking, HSG A (Ex Abutter) 18,340 45 Woods, Poor, HSG A (Ex Abutter) a HydrocadEX Type 11124-hr 2-Year Rainfall=3.26" Prepared by {enter your company name here} Printed 1/30/2019 HydroCADO 10.00-19 sln 01750 © 2016 HydroCAD Software Solutions LLC Paae 3 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Star -Ind method SubcatchmentEx Abutter: Existing runoff Runoff Area=18,941 sf 3.17% Impervious Runoff Depth>0.08" Tc=5.0 min CN=47 Runoff=0.00 cfs 129 cf 63 HydrocadEX Type 11124-hr 2-Year Rainfall=3.26" Prepared by [enter your company name here} Printed 1/30/2019 HydroCADO 10.00-19 s/n 01750 © 2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment Ex Abutter: Existing runoff to abutter [49] Hint: Tc<2dt may require smaller dt Runoff = 0.00 cfs @ 14.66 hrs, Volume= 129 cf, Depths 0.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.26" Area (sf) CN Description 18,340 45 Woods, Poor, HSG A 601 98 Paved parking, HSG A 18,941 _ 47 Weighted Average 18,340 96.83% Pervious Area 601 3.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 64 HydrocadEX Type 11124-hr 10-Year Rainfall=4.74" Prepared by {enter your company name here} Printed 1/30/2019 HydroCAD® 10.00-19 s/n 01750 0 2016 Hy_droCAD Software Solutions LLC Page 5 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment Ex Abutter: Existing runoff Runoff Area-18,941 sf 3.17% Impervious Runoff Depth>0.45" Tc=5.0 min CN=47 Runoff=0.09 cfs 707 cf 65 HydrocadEX Type/1/ 24-hr 90-Year Rainfalf=4.74" Prepared by (enter your company name here} Printed 1/30/2019 H droCAD® 10.00-19 sln 01750 c0 2016 H droCAD Software Solutions LLC Page 6 Summary for Subcatchment Ex Abutter: Existing runoff to abutter [49) Hint: Tc<2dt may require smaller dt Runoff = 0.09 cfs @ 12.27 hrs, Volume= 707 cf, Depths 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.74" Area (sf) _ CN Description 18,340 45 -- Woods, Poor, HSG A 601 98 Paved parking,HSG A 18,941 47 Weighted Average 18,340 96.83% Pervious Area 601 3.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft (ft/sec) (cfs) 5.0 Direct Entry, 66 HydrocadEX Type 11124-hr 25-Year Rainfall=5.88" Prepared by {enter your company name here) Printed 1/30/2019 H droCADO 10.00-19 s/n 01750 © 2016 H droCAD Software Solutions LLC Page 7 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEx Abutter: Existing runoff Runoff Area=18,941 sf 3.17% Impervious Runoff Depth>0.88" Tc=5.0 min CN=47 Runoff=0.31 cfs 1,390 cf 67 HydrocadEX Type 11124-hr 25-Year Rainfall=5.8 8 " Prepared by {enter your company name here} Printed 1/30/2019 HydroCADO 10.00-19 s/n 01750 © 2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment Ex Abutter: Existing runoff to abutter [49] Hint: Tc<2dt may require smaller dt Runoff = 0.31 cfs @ 12.11 hrs, Volume= 1,390 cf, Depth> 0.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.88" Area {s�_ CN Description 18,340 45 - - --_ Woods, Poor, HSG A 601 98 Paved parking,HSG A 18,941 47 Weighted Average 18,340 96.83% Pervious Area 601 3.17% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 5.0 Direct Entry, fib HydrocadEX Type 11124-hr 100-Year Rainfall=8. 95" Prepared by {enter your company name here} Printed 1/30/2019 HydroCAD® 10.00-19 sln 01750 © 2016 HydroCAD Software Solutions LLC Page 9 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEx Abutter: Existing runoff Runoff Area=18,941 sf 3.17% Impervious Runoff Depth>2.02" Tc=5.0 min CN=47 Runoff=0.92 cfs 3,191 cf 69 HydrocadEX Type 11124-hr 100-Year Rainfafl=8.15° Prepared by (enter your company name here) Printed 1/30/2019 H droCAD® 10.00-19 s/n 01750 02016 H droCAD Software Solutions LLC Page 10 Summary for Subcatchment Ex Abutter: Existing runoff to abutter [49] Hint: Tc<2dt may require smaller dt Runoff - 0.92 cfs @ 12.09 hrs, Volume= 3,191 cf, Depths 2.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.15" Area (sf CN Description 18,340 45 Woods, Poor, HSG A 601 98 Paved parking, HSG A 18,941 47 Weighted Average 18,340 96.83% Pervious Area 601 3.17% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (fttsec) (cfs 5.0 Direct Entry, 70 PROPOSED HYDROCAD CALCULATIONS VA Area tB io#1 To DI#1 —� io1 Bfdg Area to DI#1 Bioretention Area #1 Building Roof Pro Abutter TO C61 Proposed runoff to Area tB#1 abutter 16 To CB2 To Ci33 Area t CB#2 Area to CB#3 Canopy 17 Canopy Roof io2 18 (16) MC-4500 Bioretention Area #2 (18) MC-4500 CHAMBERS#1 CHAMBERS#2 Subcat Reach on i_I�k HydrocadPRO Prepared by tenter your company name here) Printed 3/13/2019 H droCAD®10.00-19 s/n 01750 02016 H droCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (sub catch men t-numbers) 14,396 39 >75% Grass cover, Good, HSG A (Bio#1, Pro Abutter, To CB1, To CB2, To CB3, To DI#1) 26,988 98 Paved parking, HSG A (To CB1, To CB2, To CB3, To DI#1) 7,248 98 Unconnected roofs, HSG A (Bldg, Canopy) HydrocadPRO Type/1/ 24-hr 2-Year Rainfall=3.26" Prepared by tenter your company name here) Printed 3/13/2019 HydroCADO 10.00-19 s/n 01750 © 2016 HydroCAD Software Solutions LLC Paae 3 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment Bio#1: Area to Bio#1 Runoff Area=4,642 sf 0.00% Impervious Runoff Depth>0.00" Tc=5.0 min CN=39 Runoff=0.00 cfs 0 cf Subcatchment Bldg: Building Roof Runoff Area=3,600 sf 100.00% Impervious Runoff Depth>3.03" Tc=5.0 min CN=98 Runoff=026 cfs 908 cf Subcatchment Canopy: Canopy Roof Runoff Area=3,648 sf 100.00% Impervious Runoff Depth>3.03" Tc=5.0 min CN=98 Runoff=0.27 cfs 920 cf Subcatchment Pro Abutter: Proposed runoff Runoff Area=2,699 sf 0.00% Impervious Runoff Depth>0.00" Tc=5.0 min CN=39 Runoff=0.00 cfs 0 cf SubcatchmentTo CB1: Area to CB#1 Runoff Area=14,153 sf 73.47% Impervious Runoff Depth>1.59" Tc=5.0 min CN=82 Runoff=0.60 cfs 1,870 cf SubcatchmentTo C132: Area to CB#2 Runoff Area=3,399 sf 54.13% Impervious Runoff Depth>0.91" Tc=5.0 min CN=71 Runoff=0.08 cfs 259 cf SubcatchmentTo CB3: Area to CB#3 Runoff Area=9,641 sf 94.40% Impervious Runoff Depth>2.70" Tc=5.0 min CN=95 Runoff=0.67 cfs 2,171 cf SubcatchmentTo DI#1: Area to DI#1 Runoff Area=6,850 sf 82.47% Impervious Runoff Depth>2.05" Tc=5.0 min CN=88 Runoff=0.38 cfs 1,170 cf Pond 16: (16) MC-4600CHAMBERS#1 Peak Elev=48.98' Storage=418 cf Inflow=0.60 cfs 1,870 cf Outflow=0.15 cfs 1,869 cf Pond 18: (18) MC-4500 CHAMBERS#2 Peak Elev=49.50' Storage=822 cf Inflow=0.93 cfs 3,091 cf Outflow=0.16 cfs 3,090 cf Pond Biol : Bioretention Area #1 Peak Elev=5520' Storage=259 cf Inflow=0.64 cfs 2,078 cf Outflow=0.26 cfs 2,078 cf Pond Bio2: Bioretention Area #2 Peak Elev=54.20' Storage=32 cf Inflow=0.08 cfs 259 cf Outflow=0.03 cfs 259 cf HydrocadPRO Type 1I124-hr 2-Year Rainfall=3.26" Prepared by {enter your company name here} Printed 3/13/2019 HydroCAD® 10.00-19 s/n 01750 O 2016 HydroCAD Software Solutions LLC Paoe 4 Summary for Subcatchment Bio#1: Area to Bio#1 [49] Hint: Tc<2dt may require smaller dt [73] Warning: Peak may fall outside time spars Runoff - 0.00 cfs @ 24.00 hrs, Volume= 0 cf, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.26" Area (so CN Description 4.642 39 >75% Grass cover. Good. HSG A 4,642 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Summary for Subcatchment Bldg: Building Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 0.26 cfs @ 12.07 hrs, Volume= 908 cf, Depth> 3.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.26" Areas CN Description 3,600 98 Unconnected roofs, HSG A 3,600 100.00% Impervious Area 3,600 100.00% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Summary for Subcatchment Canopy: Canopy Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 0.27 cfs @ 12.07 hrs, Volume= 920 cf, Depth> 3.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.26" HydrocadPRO Type 11124-hr 2-Year Rainfall=3.26" Prepared by {enter your company name here} Printed 3/13/2019 HydroCAD® 10.00-19 s/n 01750 © 2016 HydroCAD Software Solutions LLC „ Page 5 Area (sfl _ CN Description 3,648 98 Unconnected roofs, HSG A - 3,648 100.00% Impervious Area 3,648 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment Pro Abutter: Proposed runoff to abutter [49] Hint: Tc<2dt may require smaller dt [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0 cf, Depth> 0,00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.26" Area (sf) CN Description 2,699 39 >75% Grass cover, Good, HSG A _ 2,699 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 5.0 Direct Entry, Summary for Subcatchment To CB1: Area to CB#1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.60 cfs @ 12.08 hrs, Volume= 1,870 cf, Depth> 1.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.26" Area (sf) CN Description 10,398 98 Paved parking, HSG A 3,755 39 >75% Grass cover, Good, HSG A 14,153 82 Weighted Average 3,755 26.53% Pervious Area 10,398 73.47% impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 5.0 Direct Entry, HydrocadPRQ Type /// 24-hr 2-Year Rainfall=3.26" Prepared by {enter your company name here) Printed 3/13/2019 M droCAD®10.00-19 s/n 01750 ©2016 H droCAD Software Solutions LLC Page 6 Summary for Subcatchment To CB2: Area to CB#2 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.08 cfs @ 12.09 hrs, Volume= 259 cf, Depth> 0.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.26" Area (sf) CN Description 1,840 98 Paved parking, HSG A 1,559 39 >75% Grass cover, Good HSG A 3,399 71 Weighted Average 1,559 45.87% Pervious Area 1,840 54.13% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 5.0 Direct Entry, Summary for Subcatchment To CB3: Area to CB#3 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.67 cfs @ 12.07 hrs, Volume= 2,171 cf, Depth> 2.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.26" Areas CN Description 9,101 98 Paved parking, HSG A 540 39 >75% Grass cover. Good, HSG A 9,641 95 Weighted Average 540 5.60% Pervious Area 9,101 94.40% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 5.0 Direct Entry, Summary for Subcatchment To D1#1: Area to DI#1 (491 Hint: Tc<2dt may require smaller dt Runoff = 0.38 cfs @ 12.08 hrs, Volume= 1,170 cf, Depth> 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.26" HydrocadPRO Type It/ 24-hr 2-Year Rainfall=3.26" Prepared by {enter your company name here} Printed 3/13/2019 HydroCADO 10.00-19 s/n 01750 © 2016 HydroCAD Software Solutions LLC Paae 7 Area (sf) CN Descriotion 5,649 98 Paved parking, HSG A 1,201 39 >75% Grass cover, Good,_ HSG A 6,850 88 Weighted Average 1,201 17.53% Pervious Area 5,649 82.47% Impervious Area Tc Length Slope Velocity Capacit, iin) (feet) (ft/ft) (ft/sec) (cfs 5.0 Description Direct Entry, Summary for Pond 16: (16) MC-4500 CHAMBERS#1 Inflow Area = 14,153 sf, 73.47% Impervious, Inflow Depth > 1.59" for 2-Year event Inflow = 0.60 cfs @ 12.08 hrs, Volume= 1,870 cf Outflow = 0.15 cfs @ 11.85 hrs, Volume= 1,869 cf, Atten= 76%, Lag= 0.0 min Discarded = 0.15 cfs @ 11.85 hrs, Volume= 1,869 cf Routing by Star -Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 48.98' @ 12.49 hrs Surf.Area= 763 sf Storage= 418 cf Plug -Flow detention time= 16.7 min calculated for 1,865 cf (100% of inflow) Center -of -Mass det. time= 16.3 min ( 850.3 - 834.0 ) Volume Invert Avail.Sto_rage Storage Description #1A 47.92' 1,323 cf 19.42'W x 39.321 x 6.75'H Field A 5,153 cf Overall - 1,847 cf Embedded = 3,306 cf x 40.0% Voids #2A 48.67' 1,847 cf ADS_StormTech MC-4500 +Cap x 16 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 2 Rows of 8 Chambers Cap Storage= +35.7 cf x 2 x 2 rows = 142.8 cf 3,169 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing _ Invert Outlet Devices _ #1 Discarded 47.92' 8.270 inlhr Exfiltration over Surface area J?iscarded OutFlow Max=0.15 cfs @ 11.85 hrs HW=47.99' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.15 cfs) Summary for Pond 18: (18) MC-4500 CHAMBERS#2 Inflow Area = 13,289 sf, 95.94% Impervious, Inflow Depth > 2.79" for 2-Year event Inflow = 0.93 cfs @ 12.07 hrs, Volume= 3,091 cf Outflow = 0.16 cfs @ 11.70 hrs, Volume= 3,090 cf, Atten= 83%, Lag= 0.0 min Discarded = 0.16 cfs @ 11.70 hrs, Volume= 3,090 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs HydrocadPRO Type 11124-hr 2-Year Rainfall=3.26" Prepared by (enter your company name here) Printed 3/13/2019 HydroCAD® 10.00-19 sln 01750 © 2016 HydroCAD Software Solutions LLC Page 8 Peak Elev= 49.50' @ 12.53 hrs Surf.Area= 842 sf Storage= 822 cf Plug -Flow detention time= 29.2 min calculated for 3,083 cf (100% of inflow) Center -of -Mass det. time= 28.9 min ( 800.8 - 771.9 ) Volume Invert Avail.Stora a Storage Description #1A 47.92' 1,448 cf 19.42'W x 43.341 x 6.75'H Field A 5,680 cf Overall - 2,060 cf Embedded = 3,621 cf x 40.0% Voids #2A 48.67' 2,060 cf ADS_StormTech MC-4500 +Cap x 18 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 2 Rows of 9 Chambers Cap Stora e= +35.7 cf x 2 x 2 rows = 142.8 cf 3,508 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 47.92' 8.270 inlhr Exfiltration over Surface area piscarded OutFlow Max=0.16 cfs @ 11.70 hrs HW=48.00' (Free Discharge) �1=Exfiltration (Exfiltration Controls 0.16 cfs) Summary for Pond Biio1: Bioretention Area #1 Inflow Area = 15,092 sf, 61.28% Impervious, Inflow Depth > 1.65" for 2-Year event Inflow = 0.64 cfs @ 12.07 hrs, Volume= 2,078 cf Outflow = 0.26 cfs @ 12.29 hrs, Volume= 2,078 cf, Atten= 60%, Lag= 13.1 min Discarded = 0.26 cfs @ 12.29 hrs, Volume= 2,078 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 55.20' @ 12.29 hrs Surf.Area= 1,350 sf Storage= 259 cf Plug -Flow detention time= 5.4 min calculated for 2,073 cf (100% of inflow) Center -of -Mass det. time= 5.1 min ( 792.8 - 787.6 ) Volume Invert Avail.Stora a Storage Description #1 55.00' 3,806 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf -Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 55.00 1,216 0 0 56.00 1,877 1,547 1,547 57.00 2,642 2,260 3,806 Device Routing Invert Outlet Devices #1 Discarded 55.00' 8.270 inlhr Exfiltration over Surface area Qiscarded OutFlow Max=0.26 cfs @ 12.29 hrs HW=55.20' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.26 cfs) HydrocadPRO Type /// 24-hr 2- Year Ralnfall=3.26" Prepared by {enter your company name here} Printed 3/13/2019 HydroCAD® 10.00-19 sln 01750 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Pond Bio2: Bioretention Area #2 Inflow Area = 3,399 sf, 54,13% Impervious, Inflow Depth > 0.91" for 2-Year event Inflow = 0.08 cfs @ 12.09 hrs, Volume= 259 cf Outflow = 0.03 cfs @ 12.35 hrs, Volume= 259 cf, Atten= 55%, Lag= 15.5 min Discarded = 0.03 cfs @ 12.35 hrs, Volume= 259 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 54.20' @ 12.35 hrs Surf.Area= 182 sf Storage= 32 cf Plug -Flow detention time= 5.7 min calculated for 259 cf (100% of inflow) Center -of -Mass det. time= 5.3 min ( 874.7 - 869.4 ) Volume Invert_ Avail.Storage Storage Description #1 54.00' 1,286 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc -Store Cum.Store feet s -ftcubic-feet cubic -feet 54.00 132 0 0 55.00 381 257 257 56.00 781 581 838 56.50 1,013 449 1,286 Device Routing Invert Outlet Devices #1 Discarded 54.00' 8.270 in/hr Exfiltration over Surface area 4iscarded OutFlow Max=0.03 cfs @ 12.35 hrs HW=54.20' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) HydrocadPRO Type 11l 24-hr 10-Year Rainfall=4.74" Prepared by {enter your company name here) Printed 3/13/2019 HydroCAD® 10.00-19 s/n 01750 02016 HydroCAD Software Solutions._LLC Paae 10 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentBio#1: Area to Bio#1 Runoff Area=4,642 sf 0.00% Impervious Runoff Depth>0.15" Tc=5.0 min CN=39 Runoff=0.00 cfs 58 cf Subcatchment Bldg: Building Roof Runoff Area=3,600 sf 100.00% Impervious Runoff Depth>4.50" Tc=5.0 min CN=98 Runoff=0.39 cfs 1,350 cf SuhcatchmentCanopy: Canopy Roof Runoff Area=3,648 sf 100.00% Impervious Runoff Depth>4.50" Tc=5.0 min CN=98 Runoff=0.39 cfs 1,368 cf Subcatchment Pro Abutter: Proposed runoff Runoff Area=2,699 sf 0.00% Impervious Runoff Depth>0.15" Tc=5.0 min CN=39 Runoff=0.00 cfs 34 cf SubcatchmentTo C81: Area to CB#1 Runoff Area=14,153 sf 73.47% Impervious Runoff Depth>2.85" Tc=5.0 min CN=82 Runoff=1.08 cfs 3,356 cf SubcatchmentTo CB2: Area to CB#2 Runoff Area=3,399 sf 54.13% Impervious Runoff Depth>1.92" Tc=5.0 min CN=71 Runoff=0.17 cfs 544 cf SubcatchmentTo CB3: Area to CB#3 Runoff Area=9,641 sf 94.40% Impervious Runoff Depth>4.16" Tc=5.0 min CN=95 Runoff=1.00 cfs 3,342 cf SubcatchmentTo Di#1: Area to DI#1 Runoff Area=6,850 sf 82.47% Impervious Runoff Depth>3.42" Tc=5.0 min CN=88 Runoff=0.62 cfs 1,953 cf Pond 16: (16) MC-4500 CHAMBERS#1 Peak EIev=50.06' Storage=1,079 cf Inflow=1.08 cfs 3,356 cf Outflow=0.15 cfs 3,355 cf Pond 18: (18) MC-4500 CHAMBERS#2 Peak EIev=50.53' Storage=1,496 cf Inflow=1.39 cfs 4,711 cf Outflow=0.16 cfs 4,709 cf Pond Biol: Bioretention Area #1 Peak EIev=55.46' Storage=632 cf Inflow=1.01 cfs 3,361 cf Outflow=0.29 cfs 3,360 cf Pond Bio2: Bioretention Area #2 Peak EIev=54.58' Storage=118 cf Inflow=0.17 cfs 544 cf Outflow=0.05 cfs 544 cf HydrocadPRO Type 11124-hr 10-Year Rainfall=4.74" Prepared by {enter your company name here} Printed 3/13/2019 i1 droCAD®10.00-19 s/n 01750 02016 H droCAD Software Solutions LLC Page 11 Summary for Subcatchment Bio#1: Area to Bio#1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.00 cfs @ 13.71 hrs, Volume= 58 cf, Depth> 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs. Type III 24-hr 10-Year Rainfall=4.74" Area (sfl CN Description 4,642 39 >75% Grass cover, Good HSG A - 4,642 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (##/sec) (cfs 5.0 Direct Entry, Summary for Subcatchment Bldg: Building Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 0.39 cfs @ 12.07 hrs, Volume= 1,350 cf, Depth> 4.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.74" Area (sfl CN Description 3,600 98 Unconnected roofs, HSG A 3,600 100.00% Impervious Area 3,600 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ft/sec (cfs) 5.0 Direct Entry, Summary for Subcatchment Canopy: Canopy Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 0.39 cfs @ 12.07 hrs, Volume= 1,368 cf, Depth> 4.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.74" Areas CN Description 3,648 98 Unconnected roofs,, HSG A 3,648 100.00% Impervious Area 3,648 100.00% Unconnected HydrocadPRO Type 11124-hr 10-Year Rainfall=4.74° Prepared by {enter your company name here) Printed 3/13/2019 H droCAD® 10.00-19 s/n 01750 © 2016 H droCAD Software Solutions LLC Pacie 12 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec)(cfs) 5.0 Direct Entry, Summary for Subcatchment Pro Abutter: Proposed runoff to abutter [49] Hint: Tc<2dt may require smaller dt Runoff = 0.00 cfs @ 13.71 hrs, Volume= 34 cf, Depth> 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.74" Area s CN Descri tion 2,699 39 >75% Grass cover, Good, HSG A 2,699 100.00% Pervious Area Tc Length Slope Velocity Capacity Description __(min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment To CB1: Area to CB#1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.08 cfs @ 12.08 hrs, Volume= 3,356 cf, Depth> 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.74" Area (sf) CN Description 10,398 98 Paved parking, HSG A 3,755 39 >75% Grass cover, Good, HSG A 14,153 82 Weighted Average 3,755 26.53% Pervious Area 10,398 73.47% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Summary for Subcatchment To CB2: Area to CB#2 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.17 cfs @ 12,08 hrs, Volume= 544 cf, Depth> 1.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.74" HydrocadPRO Type 11124-hr 10-Year Rainfall=4.74" Prepared by tenter your company name here) Printed 3/13/2019 HydroCADO 10.00-19 s/n 01750 © 2016 HydroCAD Software Solutions LLC Page 13 Area (sf) CN Description 1,840 98 Paved parking, HSG A 1,559 39 >75% Grass cover, Good, HSG A 3,399 71 Weighted Average 1,559 45.87% Pervious Area 1,840 54.13% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment To CB3: Area to CB#3 (49] Hint: Tc<2dt may require smaller dt Runoff = 1.00 cfs @ 12.07 hrs, Volume= 3,342 cf, Depth> 4.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.74" Area (sf) CN Description 9,101 98 Paved parking, HSG A 540 39 >75% Grass cover, Good, HSG A 9,641 95 Weighted Average 540 5.60% Pervious Area 9,101 94,40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft)Aft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment To DWI: Area to DI#1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.62 cfs @ 12.07 hrs, Volume= 1,953 cf, Depth> 3.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.74" Area (sf) CN Description 5,649 98 Paved parking, HSG A 1,201 _ 39 >75% Grass cover, Good, HSG A 6,850 88 Weighted Average 1,201 17.53% Pervious Area 5,649 82.47% Impervious Area HydrocadPRO Type Ill 24-hr 10-Year Rainfall=4.74" Prepared by {enter your company name here} Printed 3/13/2019 H droCADO 10.00-19 s/n 01750 O 2016 H droCAD Software Solutions LLC Page 14 Tc Length Slope Velocity Capacity Description min feet) (ft/ft ft/sec cfs 5.0 Direct Entry, Summary for Pond 16: (16) MC-4500 CHAMBERS#1 Inflow Area = 14,153 sf, 73.47% Impervious, inflow Depth > 2.85" for 10-Year event Inflow - 1.08 cfs @ 12.08 hrs, Volume= 3,356 cf Outflow = 0.15 cfs @ 11.70 hrs, Volume= 3,355 cf, Atten= 87%, Lag= 0.0 min Discarded = 0.15 cfs @ 11.70 hrs, Volume= 3,355 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 50.06' @ 12.64 hrs Surf.Area= 763 sf Storage= 1,079 cf Plug -Flow detention time= 52.8 min calculated for 3,355 cf (100% of inflow) Center -of -Mass det. time= 52.5 min ( 869.7 - 817.2 ) Volume Invert Avail.Storage Storage Description #1A 47.92' 1,323 cf 19.42'W x 39.32'L x 6.75'H Field A 5,153 cf Overall - 1,847 cf Embedded = 3,306 cf x 40.0% Voids #2A 48.67' 1,847 cf ADS StormTech MC-4500 +Cap x 16 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 2 Rows of 8 Chambers Cap Storage= +35.7 cf x 2 x 2 rows = 142.8 cf 3,169 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 47.92' 8.270 inlhr Exfiltration over Surface area Iiscarded OutFlow Max=0.15 cfs @ 11.70 hrs HW=48.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.15 cfs) Summary for Pond 18: (18) MC-4500 CHAMBERS#2 Inflow Area = 13,289 sf, 95.94% Impervious, Inflow Depth > 4.25" for 10-Year event Inflow = 1.39 cfs @ 12.07 hrs, Volume= 4,711 cf Outflow = 0.16 cfs. @ 11.60 hrs, Volume= 4,709 cf, Atten= 88%, Lag= 0.0 min Discarded = 0.16 cfs @ 11.60 hrs, Volume= 4,709 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 50.53' @ 12.67 hrs Surf.Area= 842 sf Storage= 1,496 cf Plug -Flow detention time= 60.3 min calculated for 4,709 cf (100% of inflow) Center -of -Mass det. time= 60.1 min ( 822.4 - 762.4 ) HydrocadPRO Type 11124-hr 10-Year Rainfall=4.74" Prepared by {enter your company name here} Printed 3/13/2019 HydroCAD®10.00-19 s/n 01750 © 2016 HydroCAD Software Solutions LLC Page 15 Volume Invert Avail.Storage Storage Description #1A 47.92' 1,448 cf 19.42'W x 43.34'L x 6.75'H Field A 5,680 cf Overall - 2,060 cf Embedded = 3,621 cf x 40.0% Voids #2A 48.67' 2,060 cf ADS_StormTech MC-4500 +Cap x 18 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 2 Rows of 9 Chambers _ Cap Storage_ +35.7 cf x 2 x 2 rows = 142.8 cf 3,508 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 47.92' 8.270 inlhr Exfiltration over Surface area Drded OutFlow Max=0.16 cfs @ 11.60 hrs HW=48.00' (Free Discharge) tExfiltration (Exfiltration Controls 0.16 cfs) Summary for Pond Bio1: Bioretention Area #1 Inflow Area = 15,092 sf, 61.28% Impervious, Inflow Depth > 2.67" for 10-Year event Inflow = 1.01 cfs @ 12.07 hrs, Volume= 3,361 cf Outflow = 0.29 cfs @ 12.40 hrs, Volume= 3,360 cf, Atten= 71 %, Lag= 19.9 min Discarded = 0.29 cfs @ 12.40 hrs, Volume= 3,360 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 55.46' @ 12.40 hrs Surf,Area= 1,521 sf Storage= 632 cf Plug -Flow detention time= 11.7 min calculated for 3,360 cf (100% of inflow) Center -of -Mass det. time= 11.5 min (793.5 - 782.1 ) Volume _ Invert Avail.Storage Storage Description #1 55.00, 3,806 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 55.00 1,216 0 0 56.00 1,877 1,547 1,547 57.00 2,642 2,260 3,806 Device Routing Invert Outlet Devices #1 Discarded 55.00' 8.270 inlhr Exfiltration over Surface area scarded OutFlow Max=0.29 cfs @ 12.40 hrs HW=55.46' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.29 cfs) HydrocadPRO Type /// 24-hr 10-Year Rainfall=4.74" Prepared by (enter your company name here) Printed 3/13/2019 HydroCAD® 10.00-19 s/n 01750 © 2016 HydroCAD Software Solutions LLC Page 16 Summary for Pond Bio2: Bioretention Area #2 Inflow Area = 3,399 sf, 54.13% Impervious, Inflow Depth > 1.92" for 10-Year event Inflow = 0.17 cfs @ 12.08 hrs, Volume= 544 cf Outflow = 0.05 cfs @ 12.44 hrs, Volume= 544 cf, Atten= 69%, Lag= 21.7 min Discarded = 0.05 cfs @ 12.44 hrs, Volume= 544 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, tit= 0.05 hrs Peak Elev= 54.58' @ 12.44 hrs Surf.Area= 276 sf Storage= 118 cf Plug -Flow detention time= 15.5 min calculated for 544 cf (100% of inflow) Center -of -Mass det. time= 15.2 min ( 861.7 - 846.5 ) Volume Invert Avail.Stora a Storage Description #1 54.00' 1,286 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum. Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 54.00 132 0 0 55.00 381 257 257 56.00 781 581 838 56.50 1,013 449 1,286 Device Routing Invert Outlet Devices #1 Discarded 54.00' 8.270 inlhr Exfiltration over Surface area scarded OutFlow Max=0.05 cfs @ 12.44 hrs HW=54.58' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.05 cfs) HydrocadPRO Type III 24-hr 25-Year Rainfall=5.88" Prepared by (enter your company name here) Printed 3/13/2019 HydroCAD® 10.00-19 s/n 01750 © 2016 HydroCAD Software Solutions LLC Pape 17 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Star -Ind method SubcatchmentBio#1: Area to Bio#1 Runoff Area=4,642 sf 0.00% Impervious Runoff Depth>0.41" Tc=5.0 min CN=39 Runoff=0.02 cfs 159 cf SubcatchmentBldg: Building Roof Runoff Area=3,600 sf 100.00% Impervious Runoff Depth>5.64" Tc=5.0 min CN=98 Runoff=0.48 cfs 1,692 cf SubcatchmentCanopy: Canopy Roof Runoff Area=3,648 sf 100.00% Impervious Runoff Depth>5.64" Tc=5.O min CN=98 Runoff=0.49 cfs 1,714 cf Subcatchment Pro Abutter: Proposed runoff Runoff Area=2,699 sf 0.00% Impervious Runoff Depth>0.41" Tc=5.0 min CN=39 Runoff=0.01 cfs 92 cf SubcatchmentTo CB1: Area to CB#1 Runoff Area=14,153 sf 73,47% Impervious Runoff Depth>3.87" Tc=5.0 min CN=82 Runoff=1.47 cfs 4,570 cf SubcatchmentTo CB2: Area to CB#2 Runoff Area=3,399 sf 54.13% Impervious Runoff Depth>2.80" Tc=5.0 min CN=71 Runoff=0.26 cfs 793 cf SubcatchmentTo CB3: Area to CB#3 Runoff Area=9,641 sf 94.40% Impervious Runoff Depth>5.29" Tc=5.0 min CN=95 Runoff=1.26 cfs 4,250 cf SubcatchmentTo DI#1: Area to D1#1 Runoff Area=6,850 sf 82.47% Impervious Runoff Depth>4.51" Tc=5.0 min CN=88 Runoff=0.81 cfs 2,573 cf Pond 16: (16) MC-4500 CHAMBERS#1 Peak EIev=51.09' Storage=1,671 cf Inflow=1.47 cfs 4,570 cf Outflow=0.15 cfs 4,567 cf Pond 18; (18) MC-4500 CHAMBERS#2 Peak EIev=51.44' Storage=2,066 cf Inflow=1.74 cfs 5,964 cf Outflow=0.16 cfs 5,962 cf Pond Bio1: Bioretention Area #1 Peak EIev=55.68' Storage=977 cf Inflow=1.29 cfs 4,424 cf Outflow=0.32 cfs 4,423 cf Pond Bio2: Bioretention Area #2 Peak EIev=54.86' Storage=206 cf Inflow=0.26 cfs 793 cf Outflow=0.07 cfs 793 cf HydrocadPRO Type Ill 24-hr 25-Year Rainfall=5.88" Prepared by {enter your company name here} Printed 3/13/2019 HydroCAD®10.00-19 sln 01750 _02016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment Bio#1: Area to Bio#1 (49] Hint: Tc<2dt may require smaller dt Runoff = 0.02 cfs @ 12.34 hrs, Volume= 159 cf, Depth> 0.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.88" Areas CN Description 4.642 39 >75% Grass cover. Good. HSG A 4,642 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 5.0 Direct Entry, Summary for Subcatchment Bldg: Building Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 0.48 cfs @ 12.07 hrs, Volume= 1,692 cf, Depth> 5.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.88" Areas CN Description 3,600 98 Unconnected roofs. HSG A 3,600 100.00% Impervious Area 3,600 100.00% Unconnected Tc Length Slope Velocity Capacity Description min feet ftlftftlsec cfs 5.0 Direct Entry, Summary for Subcatchment Canopy: Canopy Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 0.49 cfs @ 12.07 hrs, Volume= 1,714 cf, Depth> 5.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 25-Year Rainfall=5.88" Area (sfl CN Description 3,648 98 Unconnected roofs, HSG A 3,648 100.00% Impervious Area 3,648 100.00% Unconnected HydrocadPRO Type 11l 24-hr 25-Year Rainfall=5.88" Prepared by tenter your company name here} Printed 3/13/2019 HydroCAD®10.00-19 sln 01750 O 2016 HydroCAD Software Solutions LLC Page 19 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment Pro Abutter: Proposed runoff to abutter (49] Hint: Tc<2dt may require smaller dt Runoff = 0.01 cfs @ 12.34 hrs, Volume= 92 cf, Depth> 0.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.88" Areas CN Description 2,699 39 >75% Grass cover, Good, HSG A __ ^ 2,699 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) _ (filft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment To CB1: Area to CB#1 [49) Hint: Tc<2dt may require smaller dt Runoff = 1.47 cfs @ 12.07 hrs, Volume= 4,570 cf, Depth> 3.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.88" Area (sf) CN Description 10,398 98 Paved parking, HSG A 3,755 39 >75% Grass cover, Good, HSG A 14,153 82 Weighted Average 3,755 26.53% Pervious Area 10,398 73.47% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Summary for Subcatchment To CB2: Area to CB#2 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.26 cfs @ 12.08 hrs, Volume= 793 cf, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.88" HydrocadPRO Type III 24-hr 25-Year Rainfall=5.88" Prepared by (enter your company name here) Printed 3/13/2019 HydroCADO 10.00-19 s/n 01750 ©2016 HydroCAD Software Solutions LLC Page 20 Area (sf) CN Description 1,840 98 Paved parking, HSG A 1,559 39 >75% Grass cover, Good, HSG A 3,399 71 Weighted Average 1,559 45.87% Pervious Area 1,840 54.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5,0 Direct Entry, Summary for Subcatchment To CB3: Area to CB#3 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.26 cfs @ 12.07 hrs, Volume= 4,250 cf, Depth> 5.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.88" Area (sf) CN _ Description 9,101 98 Paved parking, HSG A _ 540 39 >75% Grass cover, Good, HSG A 9,641 95 Weighted Average 540 5.60% Pervious Area 9,101 94.40% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 5.0 Direct Entry, Summary for Subcatchment To DI#1: Area to DI#1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.81 cfs @ 12.07 hrs, Volume= 2,573 cf, Depth> 4.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.88" Area (sfl CN Description 5,649 98 Paved parking, HSG A 1,201 39 >75% Grass cover, Good. HSG A 6,850 88 Weighted Average 1,201 17.53% Pervious Area 5,649 82.47% Impervious Area HydrocadPRO Type Ill 24-hr 25-Year Rainfall=5.88" Prepared by {enter your company name here} Printed 3/13/2019 H droCADO 10,00-19 s/n 01750 © 2016 H droCAD Software Solutions LLC Page 21 Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Summary for Pond 16: (16) MC-4500 CHAMBERS#1 Inflow Area = 14,153 sf, 73.47% Impervious, Inflow Depth > 3.87" for 25-Year event Inflow = 1.47 cfs @ 12.07 hrs, Volume= 4,570 cf Outflow = 0.15 cfs @ 11.60 hrs, Volume= 4,567 cf, Atten= 90%, Lag= 0.0 min Discarded = 0.15 cfs @ 11.60 hrs, Volume= 4,567 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 51,09' @ 12.92 hrs Surf.Area= 763 sf Storage= 1,671 cf Plug -Flow detention time= 90.1 min calculated for 4,558 cf (100% of inflow) Center -of -Mass det. time= 89.6 min ( 898.0 - 808.4 ) Volume Invert Avail -Storage Storage Description #1A 47.92' 1,323 cf 19.42'W x 39.32'L x 6.75'H Field A 5,153 cf Overall - 1,847 cf Embedded = 3,306 cf x 40.0% Voids #2A 48.67' 1,847 cf ADS _StormTech MC-4500 +Cap x 16 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 2 Rows of 8 Chambers Cap Storage= +35.7 cf x 2 x 2 rows = 142.8 cf 3,169 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 47.92' 8.270 inlhr Exfiltration over Surface area Lscarded OutFlow Max=0.15 cfs @ 11.60 hrs HW=47.99' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.15 cfs) Summary for Pond 18: (18) MC-4500 CHAMBERS#2 Inflow Area = 13,289 sf, 95.94% Impervious, Inflow Depth > 5.39" for 25-Year event inflow = 1.74 cfs @ 12.07 hrs, Volume= 5,964 cf Outflow = 0.16 cfs @ 11.35 hrs, Volume= 5,962 cf, Atten= 91%, Lag= 0.0 min Discarded = 0.16 cfs @ 11.35 hrs, Volume= 5,962 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 51.44' @ 12.89 hrs Surf.Area= 842 sf Storage= 2,066 cf Plug -Flow detention time= 89.1 min calculated for 5,962 cf (100% of inflow) Center -of -Mass det. time= 88,8 min ( 846.3 - 757.5 ) HydrocadPRO Type III 24-hr 25-Year Rainfall=5.88" Prepared by {enter your company name here) Printed 3/13/2019 HydroCAD010.00-19 s/n 01750 @ 2016 HydroCAD Software Solutions LLC Pace 22 Volume Invert Avail.Storage Storage Description #1A 47.92' 1,448 cf 19.42'W x 43.34'L x 6.75'H Field A 5,680 cf Overall - 2,060 cf Embedded = 3,621 cf x 40.0% Voids #2A 48.67' 2,060 cf ADS_StormTech MC-4500 +Capx 18 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 2 Rows of 9 Chambers Cap Storage= +35.7 cf x 2 x 2 rows = 142.8 cf 3,508 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4T92' 8.270 inlhr Exfiltration over Surface area Lscarded OutFlow Max=0.16 cfs @ 11.35 hrs HW=47.99' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Summary for Pond Bio1: Bioretention Area #1 Inflow Area = 15,092 sf, 61.28% Impervious, Inflow Depth > 3.52" for 25-Year event Inflow = 1.29 cfs @ 12.07 hrs, Volume= 4,424 cf Outflow - 0.32 cfs @ 12.46 hrs, Volume= 4,423 cf, Atten= 75%, Lag= 23.1 min Discarded = 0.32 cfs @ 12.46 hrs, Volume= 4,423 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 55.68' @ 12.46 hrs Surf.Area= 1,664 sf Storage= 977 cf Plug -Flow detention time= 17.6 min calculated for 4,413 cf (100% of inflow) Center -of -Mass det. time= 17.3 min ( 796.5 - 779.2 ) Volume Invert Avail.Stora a Storage Description #1 55.00' 3,806 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic -feet cubic -feet 55.00 1,216 0 0 56.00 1,877 1,547 1,547 57.00 2,642 2,260 3,806 Device Routing Invert Outlet Devices #1 Discarded 55.00' 8.270 inlhr Exfiltration over Surface area Qiscarded OutFlow Max= 0.32 cfs @ 12.46 hrs HW=55.68' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.32 cfs) HydrocadPRO Type 11124-hr 25-Year Rainfall=5.88" Prepared by {enter your company name here) Printed 3/13/2019 HydroCAD® 10.00-19 sln 01750 02016 HydroCAD Software Solutions LLC Page 23 Summary for Pond Bio2: Bioretention Area #2 Inflow Area = 3,399 sf, 54.13% Impervious, Inflow Depth > 2.80" for 25-Year event Inflow = 0.26 cfs @ 12.08 hrs, Volume= 793 cf Outflow = 0.07 cfs @ 12.47 hrs, Volume= 793 cf, Atten= 74%, Lag= 23.7 min Discarded = 0.07 cfs @ 12.47 hrs, Volume= 793 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Eiev= 54.86' @ 12.47 hrs Surf.Area= 346 sf Storage= 206 cf Plug -Flow detention time= 23.6 min calculated for 791 cf (100% of inflow) Center -of -Mass det. time= 23.3 min ( 858.8 - 835.5 ) Volume Invert Avaii.Stora a Storage Description #1 54.00' 1,286 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) _ (sq-ft) (cubic -feet) (cubic -feet) 54.00 132 0 0 55.00 381 257 257 56.00 781 581 838 56.50 1,013 449 1,286 Device Routing Invert Outlet Devices #1 Discarded 54.00' 8.270 in/hr Exfiltration over Surface area Qrded OutFlow Max=0.07 cfs @ 12.47 hrs HW=54.86' (Free Discharge) tExfiltration (Exfiltration Controls 0.07 cfs) HydrocadPRO Type III 24-hr 100-Year Rainfall=8. 95" Prepared by {enter your company name here} Printed 3/13/2019 H droCAD®10.00-19 sln 01750 ©2016 H droCAD Software Solutions LLC Page 24 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentBio#1: Area to Bio#1 Runoff Area=4,642 sf 0.00% Impervious Runoff Depth>1.22" Tc=5.0 min CN=39 Runoff=0.11 cfs 472 cf SubcatchmentBldg: Building Roof Runoff Area=3,600 sf 100.00% Impervious Runoff Depth>7.91" Tc=5.0 min CN=98 Runoff=0.67 cfs 2,372 cf SubcatchmentCanopy: Canopy Roof Runoff Area=3,648 sf 100.00% Impervious Runoff Depth>7.91" Tc=5.0 min CN=98 Runoff=0.67 cfs 2,404 cf Subcatchment Pro Abutter: Proposed runoff Runoff Area=2,699 sf 0.00% Impervious Runoff Depth>1.22" Tc=5.0 min CN=39 Runoff=0.06 cfs 274 cf SubcatchmentTo CB1: Area to CB#1 Runoff Area=14,153 sf 73.47% Impervious Runoff Depth>6.00" Tc=5.0 min CN=82 Runoff=2.24 cfs 7,075 cf SubcatchmentTo CB2: Area to CB#2 Runoff Area=3,399 sf 54.13% Impervious Runoff Depth>4.71" Tc=5.0 min CN=71 Runoff=0.43 cfs 1,333 cf SubcatchmentTo CB3: Area to CB#3 Runoff Area=9,641 sf 94.40% Impervious Runoff Depth>7.55" Tc=5.0 min CN=95 Runoff=1.76 cfs 6,063 cf SubcatchmentTo DI#1: Area to DI#1 Runoff Area=6,850 sf 82.47% Impervious Runoff Depth>6.71" Tc=5.0 min CN=88 Runoff=1.18 cfs 3,831 cf Pond 16: (16) MC-4500 CHAMBERS#1 Peak Elev=54.23' Storage=3,035 cf Inflow=224 cfs 7,075 cf Outflow=0.15 cfs 7,072 cf Pond 18: (18) MC-4500 CHAMBERS#2 Peak Elev=54.16' Storage=3,335 cf Inflow=2.44 cfs 8,467 cf Outflow=0.16 cfs 8,464 cf Pond Bio1: Bioretention Area #1 Peak Elev=56.12' Storage=1,775 cf Inflow=1.94 cfs 6,674 cf Outflow=0.38 cfs 6,672 cf Pond Bio2: Bioretention Area #2 Peak Elev=55.33' Storage=402 cf Inflow=0.43 cfs 1,333 cf Outflow=0.10 cfs 1,333 cf HydrocadPRO Type III 24-hr 100-Year Rainfall=8.15" Prepared by {enter your company name here) Printed 3/13/2019 HydroCADO 10.00-19 sln 01750 © 2016 HydroCAD Software Solutions LLC - Pape 25 Summary for Subcatchment Bio#1: Area to Bio#1 (49] Hint: Tc<2dt may require smaller dt Runoff = 0.11 cfs @ 12.11 hrs, Volume= 472 cf, Depth> 1.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.15" Area (sf) CN Description _ 4,642 39 >75% Grass cover, Good, HSG A 4,642 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/s_ec) (cfs) 5.0 Direct Entry, Summary for Subcatchment Bldg: Building Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 0.67 cfs @ 12.07 hrs, Volume= 2,372 cf, Depth> 7.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.15" Area (sf) CN Description 3,600 98 Unconnected roofs, HSG A 3,600 100.00% Impervious Area 3,600 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment Canopy: Canopy Roof [49] Hint: Tc<2dt may require smaller dt Runoff = 0.67 cfs @ 12.07 hrs, Volume= 2,404 cf, Depth> 7.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.15" Areas CN Description 3,648 98 Unconnected roofs, HSG A 3,648 100.00% Impervious Area 3,648 100.00% Unconnected HydrocadPRO Type III 24-hr 100-Year Rainfall=8.15" Prepared by tenter your company name here} Printed 3/13/2019 HydroCAD®10.00-19 s/n 01750 02016 HydroCAD„Software Solutions LLC Page 26 Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Summary for Subcatchment Pro Abutter: Proposed runoff to abutter [49] Hint: Tc<2dt may require smaller dt Runoff - 0.06 cfs @ 12.11 hrs, Volume= 274 cf, Depth> 1.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.15" Area (sf) CN Description 2,699 39 >75% Grass cover, Good, HSG A 2,699 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment To CB1: Area to CB#1 [49) Hint: Tc<2dt may require smaller dt Runoff = 2.24 cfs @ 12.07 hrs, Volume= 7,075 cf, Depth> 6.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.15" Area (sf) CN Description 10,398 98 Paved parking, HSG A 3,755 39 >75% Grass cover. Good. HSG A 14,153 82 Weighted Average 3,755 26.53% Pervious Area 10,398 73.47% impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment To CB2: Area to CB#2 (49] Hint: Tc<2dt may require smaller dt Runoff = 0.43 cfs @ 12.08 hrs, Volume= 1,333 cf, Depth> 4.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.15" HydrocadPRO Type III 24-hr 100-Year Rainfall=8.15" Prepared by {enter your company name here} Printed 3/13/2019 H droCAD®10.00-19 s/n 01750 c0 2016 H droCAD Software Solutions LLC Page 27 Area (sf) CN Description 1,840 98 Paved parking, HSG A 1,559 39 >75% Grass cover, Good, HSG A 3,399 71 Weighted Average 1,559 45.87% Pervious Area 1,840 54.13% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Summary for Subcatchment To CB3: Area to CB#3 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.76 cfs @ 12.07 hrs, Volume= 6,063 cf, Depth> 7.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.15" Areas CN Description 9,101 98 Paved parking, HSG A 540 39 >75% Grass cover, Good, HSG A 9,641 95 Weighted Average 540 5.60% Pervious Area 9,101 94.40% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft (ft(sec) (cfs 5.0 Direct Entry, Summary for Subcatchment To DI#1: Area to DI#1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.18 cfs @ 12.07 hrs, Volume= 3,831 cf, Depth> 6.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.15" Area (sf) CN Descriotion 5,649 98 Paved parking, HSG A 1,201 39 >75% Grass cover, Good, HSG A 6,850 88 Weighted Average 1,201 17.53% Pervious Area 5,649 82.47% Impervious Area HydrocadPRO Type 11124-hr 100-Year Rainfall=8.15" Prepared by {enter your company name here} Printed 3/13/2019 H droCAD® 10.00-19 sln 01750 02016 M droCAD Software Solutions LLC Pacie 28 Tc Length Slope Velocity Capacity Description min _(feet) (ftfft) (ftlsec) (cfs) 5.0 Direct Entry, Summary for Pond 16: (16) MC-4500 CHAMBERS#1 Inflow Area = 14,153 sf, 73.47% Impervious, Inflow Depth > 6.00" for 100-Year event Inflow = 2.24 cfs @ 12.07 hrs, Volume= 7,075 cf Outflow = 0.15 cfs @ 11.25 hrs, Volume= 7,072 cf, Atten= 93%, Lag= 0.0 min Discarded = 0.15 cfs @ 11.25 hrs, Volume= 7,072 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Bev= 54.23' @ 13.66 hrs Surf.Area= 763 sf Storage= 3,035 cf Plug -Flow detention time= 179.5 min calculated for 7,072 cf (100% of inflow) Center -of -Mass det. time= 179.2 min ( 975.3 - 796.1 ) Volume Invert Avaii.Stora a Storage Description #1A 47.92' 1,323 cf 19.42Mx 39.321 x 6.75'H Field A 5,153 cf Overall - 1,847 cf Embedded = 3,306 cf x 40.0% Voids #2A 48.67' 1,847 cf ADS StormTech MC-4500 +Cap x 16 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.3l' Overlap 2 Rows of 8 Chambers Cap Storage= +35.7 cf x 2 x 2 rows = 142.8 cf 3,169 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing _ Invert Outlet Devices #1 Discarded 47.92' 8.270 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.15 cfs @ 11.25 hrs HW=47.99' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.15 cfs) Summary for Pond 18: (18) MC-4500 CHAMBERS#2 Inflow Area = 13,289 sf, 95.94% Impervious, Inflow Depth > 7.65" for 100-Year event Inflow = 2.44 cfs @ 12.07 hrs, Volume= 8,467 cf Outflow = 0.16 cfs @ 10.90 hrs, Volume= 8,464 cf, Atten= 93%, Lag= 0.0 min Discarded = 0.16 cfs @ 10.90 hrs, Volume= 8,464 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 54.16' @ 13.43 hrs Surf.Area= 842 sf Storage= 3,335 cf Plug -Flow detention time= 158.0 min calculated for 8,446 cf (100% of inflow) Center -of -Mass det. time= 157.5 min ( 908A - 751.0 ) HydrocadPRO Type 11124-hr 100-Year Rainfall=8.15" Prepared by {enter your company name here} Printed 3/13/2019 HydroCADO 10.00-19 s/n 01750 © 2016 HydroCAD Software Solutions LLC Page 29 Volume Invert Avail -Storage Storage Description #1A 47.92' 1,448 cf 19.42'W x 43.341 x 6.75'H Field A 5,680 cf Overall - 2,060 cf Embedded = 3,621 cf x 40.0% Voids #2A 48.67' 2,060 cf ADS_StormTech MC-4500 +Cap x 18 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 2 Rows of 9 Chambers Cap Stora e= +35.7 cf x 2 x 2 rows = 142.8 cf 3,508 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 47.92' 8.270 inlhr Exfiltration over Surface area 4iscarded OutFlow Max=0.16 cfs @ 10.90 hrs HW=47.99' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Summary for Pond Bio1: Bioretention Area #1 Inflow Area = 15,092 sf, 61,28% Impervious, Inflow Depth > 5.31" for 100-Year event Inflow - 1.94 cfs @ 12.07 hrs, Volume= 6,674 cf Outflow - 0.38 cfs @ 12.51 hrs, Volume= 6,672 cf, Atten= 81 %, Lag= 26.4 min Discarded = 0.38 cfs @ 12.51 hrs, Volume= 6,672 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 56.12' @ 12.51 hrs Surf,Area= 1,968 sf Storage= 1,775 cf Plug -Flow detention time= 30.6 min calculated for 6,672 cf (100% of inflow) Center -of -Mass det. time= 30.4 min ( 805.2 - 774.9 ) Volume Invert Avail.Storage Storage Description #1 55.00' 3,806 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic -feet cubic -feet 55.00 1,216 0 0 56.00 1,877 1,547 1,547 57.00 2,642 2,260 3,806 Device Routing Invert Outlet Devices #1 Discarded 55.00' 8.270 inlhr Exfiltration over Surface area 4iscarded OutFlow Max=0.38 cfs @ 12.51 hrs HW=56.12' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.38 cfs) HydrocadPRO Type 11124-hr 100-Year Rainfall=8.15" Prepared by tenter your company name here} Printed 3/13/2019 H droCAD0 10.00-19 s/n 01750 0 2016 H droCAD Software Solutions LLC Page 30 Summary for Pond Bio2: Bioretention Area #2 Inflow Area = 3,399 sf, 54.13% Impervious, Inflow Depth > 4.71" for 100-Year event Inflow = 0.43 cfs @ 12.08 hrs, Volume= 1,333 cf Outflow = 0.10 cfs. @ 12.49 hrs, Volume= 1,333 cf, Atten= 77%, Lag= 25.0 min Discarded = 0.10 cfs @ 12.49 hrs, Volume= 1,333 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 55.33' @ 12.49 hrs Surf.Area= 511 sf Storage= 402 cf Plug -Flow detention time= 36A min calculated for 1,330 cf (100% of inflow) Center -of -Mass det. time= 36.0 min ( 856.6 - 820.5 ) Volume Invert Avail.Storage Storage Description #1 54.00' 1,286 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 54.00 132 0 0 55.00 381 257 257 56.00 781 581 838 56.50 1,013 449 1,286 Device Routing Invert Outlet Devices #1 Discarded 54.00' 8.270 in/hr Exfiltration over Surface area Lscarded OutFlow Max=0.10 cfs @ 12.49 hrs HW=55.33' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.10 cfs) OPERATION AND MAINTENANCE PLAN 102 STORMWATER OPERATION & MAINTENANCE PLAN Seasons Corner Market 473, 479 & 487 Station Ave., Yarmouth, Massachusetts January 30, 2019 j, Parcel and Stormwater Management System Owner Owner: Colbea Enterprises LLC 7 Starline Way --------------------------------------------- Cranston, RI 02921 signature date Contact: Dennis Darveau, 401-241-5008 Tenant/Operator: Colbea Enterprises LLC 7 Starline Way --------------------------------------------- Cranston, RI 02921 signature date Contact: Dennis Darveau, 401-241-5008 See Owner and Operator information above. The property owner is ultimately responsible for the maintenance and operation of all on -site drainage structures as defined in this plan and as further detailed in the approved site plan and related stormwater drainage study. As part of the approval of this plan, the owner and operator agree to allow municipal officials to periodically access the facility and inspect the storm water components and condition of the property as it relates to determining compliance with this plan. The purpose of this document is to outline the operation and maintenance of the stormwater management system proposed as part of the site plan for the Retail Fueling Facility at 473, 479 & 487 Station Avenue, Yarmouth, Massachusetts. The stormwater management system consists of three new deep sump catch basins; one drain inlet, and two Oil/Grit Separators to collect runoff from the pavement of LUHPLL area and the drive-thru area behind the building and discharge to two Bioretention Areas. The building roof discharges to Bioretention Area #1, and the canopy roof discharges to a subsurface infiltration system. See attached plans for layout and details of the site stormwater systems. In order to preserve the integrity of the infiltration systems, no materials will be stored on the roof of the building or the canopy. The only equipment to be installed on the roof will be that related to the HVAC system for the building and communication equipment. Any spills at the site (gas station) will be cleaned up as immediately and as possible, action will be taken to prevent spills from reaching any inlets. All maintenance shall be done by qualified persons and any materials removed must be disposed of in accordance with the laws, regulations and rules of the Commonwealth of Massachusetts and the Town of Yarmouth. 103 4. Schedule for Implementation of Maintenance Task The roofs, building, canopy and carwash gutters, decking and downspouts will be inspected at least once per year for any debris, particularly such as leaves, and cleaned as necessary but at a minimum of once each late autumn after all the leaves of nearby trees have fallen. All scuppers, downspouts and drainage structures will be maintained in good condition so that no runoff is diverted to overflow elsewhere. The subsurface infiltration system inlets will be inspected at least twice a year. Removed any debris that might clog the system, and per the StormTech design manual cleaning is required when sediment is at a depth of about 25% pipe volume or 25% pipe diameter. The catch basins will be inspected at least four times a year and at the end of the foliage and snow removal seasons. Cleaning is required four times a year or when the depth of deposits is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the sump. The bioretention area should be inspected at least twice during the first six months after construction. Thereafter on an annual basis and after storm events greater than, or equal to the 9- year, 24-hour Type III precipitation event, to ensure the system is functioning properly. Minor soil erosion gullies should be repaired when they occur. The mulch layer should be replenished (to the original design depth) every other year, as directed by inspection reports. The previous mulch layer should be removed, and properly disposed of, or roto-tilled into the soil surface. If the surface becomes clogged to the point that standing water is observed on the surface 48 hours after precipitation events, the surface should be roto-tilled of cultivated to breakup any hard -packed sediment and then re -vegetated. The infiltration system's Isolator Rows will be inspected at least twice the first year per manufacturer recommendations and subsequent years based on the oil and sediment accumulation rate determined during the first -year observations. Cleaning is required when sediment depth reaches 3" in the Isolator row. This structure should also be inspected after any fuel spill (gas station) or major storm. Polluted water or sediments removed from the chambers should be disposed of in accordance with all applicable local, state and federal laws and regulations. Cleaning includes jetting the chamber row and removal of accumulated oil and grease and sediment using a vacuum truck or other ordinary catch basin cleaning device. The Oil/grit separators will be inspected at least every month and after every major storm. Cleaning is required twice a year and includes removal of accumulated oil and grease and sediment using a vacuum truck or other ordinary catch basin cleaning device. The trash enclosure areas will be maintained so that no unsecured containers are stored there that may leak onto the pavement. Any spills will be cleaned up immediately. The enclosures will be swept occasionally to keep them in a clean and orderly condition. At least once each week, the lot including access ways, parking areas, fences, walls and landscape will be inspected and any trash will be collected and properly disposed. At least twice each year, the pavement areas will be swept and all sediment will be collected and properly disposed. No vehicle maintenance will be conducted on the site. No vehicle washing will be conducted on site. Any spills, particularly at the dispensing and tank area of the gas station will be cleaned up immediately. All station employees will be trained on company spill response procedures notification procedures. At least once each week all dispensing equipment including hoses and 104 nozzles will be inspected for any signs of leaks or excessive wear and replaced or repaired as appropriate. During winter conditions the catch basin inlets and discharge outlets are to be kept clear of snow and ice at all times. Snow plowed from the pavement areas is to be stored on the grass areas designated on the plans, and at no time is it to be deposited inside or in front of the Bioretention Areas. Any snow in excess of the volume able to be stored on site is to be removed from the site and disposed of appropriately. Deicing is to be kept to the minimum amount possible to maintain customer safety. See attached Maintenance Log Form that includes schedule for each above item. There are no public safety features associated with this stormwater management system. This is a small stormwater system, and the annual O&M Budget reflects approximately forty hours of operator/manager labor plus sweeping costs and is estimated to cost approximately $5,OOOlyear. The operator as delegated by the owner will complete and submit any reports relevant to operation and maintenance of the stormwater system, and any fees as required by the Town of Yarmouth. Any changes to this plan or the responsible parties will be reported to the Town of Yarmouth DPW within thirty days of the change. E 0 U- C m C CD c � � � $ � � E � co U \ k / E § U) % § § \CL A U) E2 Cc \ � L)CL .c ƒ �7 E E / C \� \ § U £ « /7 k\ 0I \� Ck (D » E 2 k \ q / k / j (D0 L) � / f 0\ a)k 2 �e 0 / E k /\ 0 § § ) 3 & � /2 > o 0 / $ _ r2 E m » % 2 cl m o ) � f cm o / 2 f E / $ i / 7�CD 2r o ,s 0 E a) £ \ )/ �ƒ 0 0 a)(n / A .§ 0o §2 0 .g - o 2 E / � /CL / �6 § 5 .� K Rq �/ Ek // 2 0)t m @ �U(5 19 c Q k/ S m 2 � k E E 0 � k � k O k E E 0 U \ � % 0 k � k k k � �1 StormTech- Deteswa-Retmoon . Wafer Gl a dy An�`� ronipmn Isolator® Row O&M Manual cr.q I SCZ MC-4500 3- ,�. THE MOST NAME IN WATER MANAGEMENT S0LUT10NS`' 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) removal and provide easy access for inspection and maintenance. THE ISOLATOR ROW The Isolator Row is a row of StormTech chambers, either SC-160LP, 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. Two different fabrics are used for the Isolator Row. A woven geotextile fabric is placed between the stone and the Isolator Row chambers. The tough geotextile provides a media for storm water filtration and provides a durable surface for maintenance operations. It is also designed to prevent scour of the underlying stone and remain 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 sidowall of the chamber. The non -woven fabric is not required over the SC-160LP, 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 not only provides access to the Isolator Row but typically includes a high flow weir such that storm water flowrates or volumes that exceed the capacity of the Isolator Row overtop the over flow weir and discharge through a manifold to the other chambers. The Isolator Row may also be part of a treatment train. By treating storm water prior to entry into the chamber system, the service life can be extended and pollutants such as hydrocarbons can be captured. Pre-treatment best management practices can be as simple as deep sump catch basins, oil -water separators or can be innovative storm water treatment devices. The design of the treatment train and selection of pretreatment devices by the design engineer is often driven by regulatory requirements. Whether pretreatment is used or not, the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. 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) MANt LOLL WIM mt-RH-OW WEIR F �_ NTHIC NEADER ()FITKM PRF..-TRF-ATMF N T .-. SI(XIM I FCFI ISO LATOn ROW Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row. OPTIONAL -- ACCLSS S rORM lLCN GHAMBERS ISOLAT OR O �E33jOMA }¢ C jay 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-16OLP, DC-780, MC-3500 and MC-4500 chamber models and is not required over the entire Isolator Row. X 74q SC310',COYER ENTIRE ISp. ATORROW WRNAOS CEOSYWT CS WIT NON -WOVEN GE SG7X V(14 ml NW WEE 5G31a. S (1.5 mj MIN ME CONNECTION ION TO 160!>CAP McR RPE CONNECTIONTOENON G WIT1TILE GEOSYNMETIOS FAIT NO+FN'DYEN GEOII:XRLE GTCN WIN OR M 0EE SLIMP pEP7N TSO aY SNI 1GTE OEEIGN ENGINEER (24. Iw ,­1 MIN RECGMMENOEOI T_ 24'000_ HBPE ACCESS PIPE REOVWEO: MCi5 M03300. SGT40 TEO IT (300-1 HOPE ACCESS PIPE REW E2EU', SC310 r 12M mml NUPE ACCESS PIPE REOVIREO: S 16 OPiIONM INSPECTION PORT 1 STORAFTECNCRAMRER STOWTECN ENO CAP TWO(AYERS OF AOSGECSYNTNEriCS 31 SWT WOVEN GEOTEXTAE BETWEEN FW NOATION STONE AND CHAMBERS, CONTFNNW S FI IC W RHWT SEAMS V Y(3. 1 m) MIN WOE_ MC i00 E25(2.5mIMW WIpE:W XSW St m) MIN N3PE- OG]$3, SG)40 V 2m1 MIN VAOE: SG310, SC-100EP ►ohe 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 3/16/11 6.3 fE 9/24/11 6/20/13 7/7/13 6.a fE 1) A) New Llnsb LLatLON. FLxed FOLKE is C1 frame at s yxade 0.3. ft Some cgrU f eLE 0.6 fE muck?, feet, debris vtabLe iK maKkoLe a�ci Lin 1 1sotaEor Row, mo,LlnEeKckKce due 0_� :S sEem eRed aKd vocuu.meci DW SM NV