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Consultant Review - 575 OSGOOD STREET 10/30/2016
Edgewood Retirement Commun'ity SmaH Home Project North Andover,, Massachusetts Stormwater Management Report August 17, 2016 — Rev 0 September 30, 2016 — Rev 1 October 17, 2016 — Rev 2 October 25, 2016 — Rev 3 October 31, 2016 — Rev 4 _4 Project # 15078-03 d Submitted by: IPS 16 S"NA "r A1 c I it: ct s a ii d E l,g i ii 877.700.7678 Smrtinc.com ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY F, Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ������� Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) TABLE OF CONTENTS 1 PROJECT DESCRIPTION...................................................................................................2 1.1 Regulatory Requiremoents-------------------------------. 3 2 8TO0MVVATER NARRATIVE -----------------'''--'--'----------------'''4 2.1 Introduction --------------------------------------. 4 2.2 Site Topography............................................................................................................. 4 2.3 Site 3urOda| Soils -----------------------------------' 4 2.4 Receiving Waters -----------------------------------' S 2.5 Methodology and Modeling Assumptions..................................................................... 6 3 GTORMWATER MODELING RESULTS...............................................................................7 3.1 Pre-Development [onditiuny-----------------------------' 7 32 Post-Development Conditions----------------------------- 7 33 5tunnvvater Modeling Summary---------------------------- 9 4 ST0RM8VVATER MANAGEMENT COMPLIANCE '''''''.---''-----------------'1O 4.1 MassDEP Standard 1—Untreated Stonnvvater ........................................................... 10 4.2 MassDEP Standard Z—Post-Development Peak Discharge Rates----------. 11 4.3 MassDEP Standard 3—Recharge to Groundvvater------------------ 11 4'4 MasaDEPStandard 4—Water Quality Treatment........................................................ 13 4.5 Mas*DEPStandand 5— Higher Potential Pollutant Loads--------------.. 16 4.6 Mas*DEP Standard 6—Protection of Critical Area------------------. 16 4.7 MassDEP Standard 7—Redeve|opment-----------------------.. 17 4.8 MassDEP Standard 8—Erosun/Sedirnent[bntro| ------------------ 17 4.9 MassDEP Standard 9—Operation/Maintenance P|an----------------. 18 4.10 MassDEPStandard 1O—Prohibition ofIllicit Discharges............................................. 18 5 CONCLUSIONS .—.—.—.----------------------------------------------'19 6 REFERENCES ................................................................................................................20 List ofFigures Figure 1— Site Locus Plan List mfAppendices AppendixA— Soils Information (July, September, and October 2016 Geotechnical Investigation) Appendix 8— FEMA Flood Insurance Rate Map Appendix C— Pre-Development Watershed Map and Hydro[AD Report Appendix D— Post'Deve|opnnentVVatershed Map, HydroCAD Report (revised 10/25/16), and Porous Paver CNCalculation Appendix E— Water Quality Calculations (Page Zof4revised 10/Z5/16) & Mounding Analysis (added 10/25/16) Appendix F— MasaDEPTSS Worksheets (revised 10/75/16) AppendixG— Stormxvater Facilities Operation, Inspection and Maintenance Plan Appendix H— Long Term Pollution Prevention Plan & BMP Location Plan (revised 10/31/16) Appendix |— Scour Calculations (revised 10/25/16) AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ����rr � Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) 1 PROJECT DESCRIPTION About Edge*mood &the"Small Home"Concept Located in Merrimack Valley, Edgevvuod is a continuing care retirement community offering full service retirement living,from independent living to in-home lifestyle assistance (assisted living) to health care and support services. Edgewood's campus is over 100 acres and includes access tnwalking trails and amenities for active living. The ^3ma|| Home" concept ofelder care facilities creates a home-like environment where residents are encouraged to participate in many of the daily activities as they are able with the support services ofstaff toassist where needed. Each small home's scale eliminates the need for elevators or long corridors. Private bedrooms are located directly off the common living room, creating easy access to all of the home's amenities.The homes strive tu support the specific needs of aging residents with memory loss by using color and contrast, abundant natural light, and careful attention tustraightforward vvav'findin8. Residents will find common spaces to be warm and inviting to maximize engagement and independence, and private rooms are designed to instill a sense of comfort and security. Enclosed gardens allow residents to safely enjoy good weather and fresh air attheir leisure. Site Context The proposed site is a twenty (20) acne parcel of land that borders Town owned Conservation Restricted land to the north, Lake Cochichevvick to the east, EdQevvood owned Conservation Restricted land to the south, the existing Ed0evvood campus, the Family Cooperative Preschool and Town owned Conservation Restricted land to west and northwest. (This is the main parcel for the project and will be referenced as the "Pond Pasture" parcel throughout this report). There is an existing easement that straddles the property line between the Ed0evvuud property and the Preschool property that provides access tothe site. Access tothe site is from a gravel drive and trai|head that allows parking for approximately three (3) vehicles. The topography slopes significantly from west to east, dropping almost seventy (70) feet in elevation down to the lake. On-site vegetation consists of old growth mixed deciduous hardwood trees and shrubs' with some trees over eighty (OO) feet in height. Numerous pockets ofisolated wetlands are located throughout the site and public walking trails transect the property providing access down to the lake.There are no existing utilities onthe property. Site Design The Small Home building will be approximately 38,000 square feet, comprised of four small homes, each housing ten residents with 24-hour staff. Within each of the four homey, residents have their nvvn private bathrooms in addition to a common living room, dining room, kitchen, den, bathing spa, laundry room, and an outdoor garden. The four homes are connected by shared gathering spaces, common amenities, staff offices and support facilities. AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ������� Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) The proposed site development consists ofparking and circulation improvements to support the new Small Home building. The existing easement and gravel drive will continue to serve as the access point tnthe site along with a new paved drive from the Edgevvood campus. The new drive will provide access to a drop off area, fire apparatus turning area, and athirty two (32) space parking lot. There will also be fourteen (14) additional parking spaces built on the Ed0evxood campus to serve as overflow parking. The paved drive will also provide access to a dedicated service area leading to a one'car0araGe. Walkways will connect all parking and drop offs tuthe main entrance, providing safe access for all residents and visitors. The drives and parking lot will be constructed out of asphalt pavement, and vertical granite curbing is proposed to be used tocontain vehicles and directstornnvvater. Porous paver walkways will provide access around the bui|din0to/fnom all egress doors and a Grass paver walkway will extend around the back of the building allowing for a safe path of travel for emergency/fire access. Approximately 3.8 acres (166,500 sf) of the site will be disturbed due to the proposed project: * 157,100sfon the Pond Pasture parcel * S,4O0xfnnthe Ed0evvoodparcel 1'1 Regulatory Requirements The project will comply with the following regulatory agency requirements. * Town ofNorth Andover: o Town of North Andover Bylaws: Chapter 160 — Stormvvater Management & Erosion Control Bylaw o North Anduver3tormxxater Management and Erosion Control Regulations- Land Disturbance Permit (adopted Z/15/11) ~ Massachusetts Department ofEnvironmental Protection (K4assDEP) o Massachusetts 3tormxvaterHandbook w National Pollution Discharge Elimination System (NPDES) o Construction General Permit /StormvvaterPollution Prevention Plan (SVVPPP) AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ������� Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) 2 STORMWATER NARRATIVE 2'1 Introduction The stormvvater design for the proposed project will be in accordance with the 3tormxvuter Management Standards of the Massachusetts Department of Environmental Protection (MassDEP) and the Town of North Andover Stormxvater Management and Erosion Control Regulations. Due to the sensitive ecosystem and proximity to Lake Cochichevvick, the stormwater design will minimize the impact of the proposed project on the surrounding area. The design intent is to utilize subsurface infiltration galleries and bioretention areas to treat the stormvvater runoff and infiltrate asmuch ofthe runoff aspossible. 2'2 Site Topography Stnrmvvater on the site generally flows from the northwest corner of the site to the eastern border of the site into Lake Cochichevxick. The change in elevation across the site to the lake is approximately seventy(70)feet. 2'3 Site Surficia|Soils Based on review of USDA Soil Survey of North Andover, Massachusetts, soils at the site consist of Hydrologic Soil Groups (HSG) [, D, and [/D soils: w Woodbridge (fine sandy loam), 0to8 percent slopes,very stony(HSG C/D) w Rid0ebury& Leicester fine sandy |uams, 3tu8 percent slopes, extremely stony (HSG O) w Paxton fine sandy loam, OtoA percent slopes,very stony(HSG [) The Natural Resource Conservation Sen/ice (NKCS formerly known as the SCS)' as part of their soil classification system, assigns each soil series to a Hydrologic Soil Group (HSG). The HSG is a four-letter index intended to indicate the minimum rate ofinfiltration obtained after prolonged wetting, and to indicate the relative potential fora soil type togenerate runoff. * Group C. Soils having dovv infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. * Group D. Soils having a very doxv infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly ufclays that have a high shrink-swell potential, soils that have a high water table, soils that have a daypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have very slow rate ofwater transmission. AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^r&,r"r't,,&rit �~��������~�� �~ S���KK ����rr � Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) * If soil is assigned to a dual hydrologic group (A/C\ B/D, or [/O), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group Dare assigned todual classes. The NRCSsoi| classification map is included inAppendix A. A soils investigation and geotechnical report completed by John Turner Consulting in July and September 2016 and is included in Appendix A for review. The geotechnical analysis has indicated that the primary soil strata consists of Forest Mat (0feet — I feet below the ground surface (b8s)), two layers of Glacial Till (between 1foot and 18 feet bgs), and bedrock was encountered at1Ofeet b0s. Four (4) borings were completed for the purpose of infiltration testing. The results of the testing showed an average infiltration rate of 1.2 inches/hour. To facilitate soil classification, and Rawls infiltration rote determination, grain size analyses were conducted on bulk soil samples collected at the approximate locations and depths of the proposed infiltration structures. The additional geotechnical investigation completed in September 2016 confirmed the soils within the areas of the subsurface infiltration structures would be conducive to infiltration. The Rawls Infiltration Rate of Sandy Loam (HSG B) of 1.02 in/hrvvas utilized for the HydroCAD model. The subcutchment areas in Hydro[AD model were also updated to reflect HSG B soils for the pre'and post-development analysis. Additional geotechnical investigation was completed on October 19, 2016 at the location of the SIG-2 (west of the building). Based on the soil observations of iron oxide staining at 6 feet below grade and the likelihood of u high estimated seasonal high groundwater (ESHGVV) at this location, the previously proposed subsurface infiltration structure (QG'I) has been removed, and stormxvater has been directed to 3|G'3, which has been upsized to handle the additional flow. The particle size distribution report, soil texture triangle, and updated Table 1 "Summary of Geotechnical Laboratory Testing" has been included in Appendix A for reference. 2'4 Receiving Waters Stormxvater runoff from the site drains directly into Lake Cuchichevvick. Lake Cochiohevvick is the primary drinking water supply for the Town of North Andover and is located within Zone B ofthe Surface Water Protection Zone. Flood zone info: The flood map for the selected area is FIRM Flood Insurance Rate Map for Essex County, Massachusetts, Community-Panel Number 25000[O338F, effective on 07/03/2012. The proposed project area isout ofthe flood zones. AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ����rr � Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) 2'5 Methodology and Modeling Assumptions Runoff and routing calculations have been performed for the pre-development and post- development scenarios using the HydroCAD software system. Time of concentration and runoff curve number calculations have been developed using the method described in NR[S Technical Release 55—Urban Hydrology for Small Watersheds (TR-55). Time of concentration calculations have been amended where the value given by the TR'55 method is less than five minutes. In these cases, astandard minimum value uffive minutes. Design rainfall events have been modeled using the SCS Type ||| hydru0raph for 24-hour duration storms. The design storms are based onthe Northeast Regional Climate Center(NRCC) "Atlas of Precipitation Extremes for the Northeastern United States and Southeastern Canada." The rainfall depth values for North Andover, standard design storm frequencies are given in the table below. 24-Hour Rainfall Depths for the North Andover, MA at Design Storm Frequencies North Andover Stormwater Management and Erosion Control Regulations Frequency 2-Year 10-Year 25-Year 100-Year Rainfall Depth 3.2 4.8 6.0 8.6 AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ������� Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) 3 STORMWATER MODELING RESULTS The stnrmvvuter quantity analysis compares existing and proposed conditions where the improvements will alter existing cover conditions and hence the hydrological behavior of the area. For purposes of this report and the proposed project, the stnrmwater modeling analysis is limited tothe disturbance caused by the proposed project. The entire watershed draining to Lake Cochichexvickxvas not analyzed. 3'1 Pre'0ava|opnmentCmnditimns Three design points have been selected to analyze the impact on the existing watershed. � Design Point l is Lake Cochichevvick. The majority of the site sheet flows directly into the lake. * Design Point 2 is the existing closed storm system on the adjacent Ed0evvoud parcel. * Design Point 3 is an existing cleared field which a portion of the existing gravel drive drains into. The pre-development analysis of the site is broken down into the following subcatchment areas: * SC101A includes the majority of the project site. Stormvvater sheet flows from the northwest corner of the site and is directed to an isolated wetland. 3tormvvater exits the wetland and eventually flows tnLake Cochichexvick. w SC1018 includes the southwest portion of the project site that drains outside the limits of the property lines. Stormxvuter from this area eventually sheet flows into Lake Cochichexvick. ~ SC102A includes a portion of the parking lot for the adjacent Ed0evvuod building. Sturmvvaterfrum this area is collected by a series of catch basins and directed to the existing stormwatersystem on Ed0ewuud'scampus. w S[103A includes the portion of the existing gravel drive/railhead which sheet flows into the adjacent open field. There does not appear to be an outlet from this area, so it is assumed that stormvvaterdirected to this area infiltrates into the soil. A Pre-Development Drainage Plan and HydruCAD report are included in Appendix C. 3'2 Post-Development Conditions The same design points are being utilized in the post-development model as the pre- development model. The primary best management practice (BIVIP) used to treat the utormvvater runoff are subsurface infiltration galleries (3|G). All of the impervious areas within the Pond Pasture parcel are directed to the subsurface infiltration galleries. The outlets from the galleries are flared AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ������� Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) ends with a hp rap level spreader. The stonnvvater exits the level spreader and then flows overland for approximate 7ZOfeet before entering Lake Cochichevvick. The post-development project area has been divided into subcatchnnentsasfollows: * SC201A'1 includes the area to the rear of the project and the majority of the site that is to remain undisturbed. Stormxvater sheets flows from northwest to southeast and eventually flows to Lake Cochichexvick. ~ 3C201A'2 includes a small portion of the lawn area to the north of the building that is collected by field inlet F|'7. The stormvvateroutlets tothe sediment forebay, then dry pond prior to entering subsurface infiltration gallery (SIG)-l. w SC201B includes the new building. The building has been divided into subareas based unthe roof drainage areas: o Areas 8'1, 8'2a, B'2b, B'3a, and 8'3bdrain to8G'3. o Areas 8-4, 8'5, B'6, and B'7drain toS|G'1. * S[20lC'1 and SC20lC'2 include the garden areas to the south and east of the building. These areas are collected byafield inlet/catch basin and directed tuS|G'3. * 5C201D includes the lawn area to the northeast that overland flows to the sediment forebay, which outlets to0G'l. * 3C201E includes the wooded area to the north of the proposed project that is to remain undisturbed and the northern portion of the parking lot/driveway. This area is collected by a catch basin within the parking lot and outlets to the sediment forebay prior to enterin0S|G'1. * SC301F includes a portion of the driveway and drop-off area. This area is collected by series of field inlets and catch basins which are directed to 8G'1. A portion of this area sheet flows directly into bionetention area (BRAr1),xvhich connects to 8G'1. o F'1 includes the largest portion of the parking lot that sheet flows into bioretentiun area (BRA)-1 and enters field inlet F|'3. The sturmvvater flows through the closed drainage system to the sediment forebay, dry pond, and then intoS|G'1. o F'Z includes the drop-off lane and a portion of the concrete pavement at the main entrance. The stormwater is collected by deep sump and hooded catch basin CB'3, and f|uvvs through the closed drainage system to the sediment forebay, dry pond, and then into SIG-1. o F'3 includes the lawn area and a portion of the concrete pavement at the main entrance. The stmrmwaterix collected by field inlet F|'l, and flows through the closed drainage system tnthe sediment forebay, dry pond, and then intoS|G'1. o F'4 includes a small portion of lawn area. The stnrmvvater is collected by field inlet F|'Z' and flows through the closed drainage system to the sediment forebay, dry pond, and then into 8G'1. * SC201G includes the lawn area to the southwest and the concrete pads for the utility equipment and dunnpster enclosure. This area sheets flows to F|'5, then is routed around the south side of the building and enters SIG-3. ~ 3C201H includes the entrance drive and the access drive tothe garage and dumpster area. Stormvvater in this area is collected by a field inlet F|-4 (within lawn area) and AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrtInccom ������D�N Edgewood Ret^rerir er',ft Co00����~�� �~ S���KK ������� Project ^ StO[DOVV@ter Management Report (Rev 4— 10/31/16) deep sump and hooded catch basin CB-3 (adjacent to the dumpster pad) that is collected and directed toanoil/grit separator before entering S|G'3. o H'1includes the area collected byCB'3. o H'Zincludes the area collected byF|'4. * SC203A includes the portion of the entrance drive and additional parking spaces on the adjacent Ed8evvoodproperty. This area sheet flows toanexisting catch basin within the driveway which connects into the closed drainage system on Ed8exxond's campus. The additional (14) parking spaces are to be constructed with porous pavers. Refer to Appendix Dfor the curve number([N) calculations for the porous pavers. A Post-Development Drainage Plan, Enlargement Plan, and HydruCAD report are included in Appendix D. 3'3 StmrnmxvaterModeling Summary 5tormvvater modeling evaluated the peak rate and volume of runoff for the Z'year, 10'year, 25' year and 100'year storms at the three design points. Refer to Section 4.2 for discussion regarding pre-and post'deve|opmentrates. A summary of the pre-development and post-development peak f|uvv rate and runoff volume are provided inthe tables below: Runoff Summary- Peak Flow(cfs)—REV 3 Analysis Design Storm Event Return Period Point 2-Year 10-Year 25-Year 100-Year Pre Post a Pre Post a Pre Post a Pre Post a Runoff Summary-Volume(af)—REV 3 Analysis Design Storm Event Return Period Point 2-Year 10-Year 25-Year 100-Year Pre Post A Pre Post a Pre Post a Pre Post A AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrtinccom Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ����rr � Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) 4 STORMWATER MANAGEMENT COMPLIANCE Design Criteria The project has been designed in accordance with the Massachusetts StormvvaterStandards and the North Andover StormvvaterManagement and Erosion Control Regulations. The majority of the project is classified as a new development and will meet all of the required state and local regulations. The existing site does not have any impervious area except for the gravel access drive tuthe public walking trails. The proposed project will include approximately 1.5 acres (66,843 dl ufimpervious area. Approximately 0.9 acres of impervious area is due to the new building roof and approximately 0.6 acres of impervious area is due to asphalt or concrete pavement. Approximately 9,400 sf(0.2 acres) of the proposed project occurs within the existing Edgevvood parcel. This area includes the new driveway aswell as (14) additional parking spaces. This small area will be treated as a redevelopment area and will meet the state standards to the maximum extent practicable. To meet the stormvvater quality and quantity requirements, three subsurface infiltration galleries and two bioretention areas are proposed totreat the new impervious area. 4'1 MassOEP8tandand 1—Untreated Stornmmater No new stonnw/oter conveyances (e.g. outfalls) may discharge untreated stonnm/uter directly tnurcause erosion/nwetlands orwaters ofthe Commonwealth. Nonew untreated discharges are proposed aspart ofthe redevelopment. Three new flared end/rip rap level spreaders will outlet the stormvvater runoff from the project site. All the sturmvvaterthat exits the flared ends will have been treated by the subsurface infiltration galleries. The required pre-treatment is provided before the stormvvater runoff enters the infiltration structures. These rip rap outlets are outside the 75-foot Town of North Andover Conservation Zone and outside the 100-foot MassDEP wetland buffer zone. The storrnvvater will run overland a minimum of1J0feet prior toentering the wetland area. These rip rap outlets are over 720feet from Lake Cochichevvick. The rip rap outlets have been designed to withstand the 100-year storm velocities. The calculations are based on the New York Standards and Specifications for Erosion and Sediment Control Section "Rock Outlet Protection". Aminimum length of1U' and minimum width of 11.5' will be provided at all flared end outlets. The dso stone size shall be 3^ Refer to Refer to Appendix |. AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ������� Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) 4'2 MmssOEPStandard 2—Post-Development Peak Discharge Rates North Andover Section 7.2(B)—Hydrologic and Hydraulic Criteria Jtonnwxzter Management Systems shall be designed so that peak post-development discharge rotes db not exceedpre'devekun/nent discharge rates. This Standard may be waived for discharges to land subject to coastal storm flowage as defined /n 310 {]NR 10.04. As indicated in the table in Section 3.3' the proposed development reduces the peak rate of runoff from the overall site for the 2'year, 10'year, 25-year and 100-year storms; therefore' Standard Z is met. It should be noted that the redevelopment of a portion of the site will result in avery slight increase in peak discharge to the existing stormvvatermanagement system (DP' 2). Where possible, ie. outside of heavy traffic areas, porous pavers have been utilized to mitigate stnrmvvater flow to the existing system. However, existing infrastructure and space constraints make it infeasible to install additional stormvvater quantity BK4Ps. It is anticipated that the very slight increase in flow will have a negligible impact on the existin0stnrmvvater management system, and as noted above, the overall peak discharge from the site has been decrease for all storm events. The peak flow at LakeCochichevvick (DP-1) has been reduced in all the design storms. 4'3 Mass0EPStandand 3—Recharge to Groundwater North Andover Section 7.2(C)—Recharge Loss of annual recharge to groundwater shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design, /ow/ impact development techniques, stonnvvuterbest management practices, and good operation and maintenance. At o minimum, the annual recharge from the post-development site shall approximate the annual recharge from pns'devekxpnnentconoVtions based on su// type. This Standard is nnct when the stonnw/otcr nnonogenncnt system /s designed to infiltrate the required recharge volume as determined /n accordance with the Massachusetts Stunnm/uterHandbook. Recharge volume (RV) equals the target depth factor (F) multiplied by the impervious area within that HSG. Infiltration volumes must be accomplished using appropriate BMPs. According to the Massachusetts Stormvvater Handbook Table 2.3.2, the target depth factor for the HSG C present at the site is 0.25 inches and the target depth factor for the HSG D present at the site is 0.1 inches. The project proposes 1.5 acres (66,843 sf) nfimpervious area on the Pond Pasture parcel and 0.05 acres (2,250 sf) of impervious area on the Edgew/ood parcel. The 2,I50 sf of impervious created on the Ed0evvood parcel will be directed to the existing stormvvater management system, which provides groundwater recharge and water quality treatment. The additional f|uvv to the existing system associated with the new impervious has been offset through the AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^r&,r"r't,,&rit �~��������~�� �~ S���KK ����rr � Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) conversion of existing asphalt to porous pavers. As such, this area (2,I50 dl has been excluded from the proposed stormvvater management system water quality and groundwater recharge calculations. Based onthe geotechnical investigations done inthe field, the soil groups shown on site is inconsistent with the NRC5 mapping of HSG C and HSGD soils; therefore, HSG B have been used tocalculate the required recharge volume. Rv=F*Impervious Area Total Recharge Volume IF=Target Depth Value (HSG B) 03S inches Impervious Area = pavement and rooftop area on site 1.53 acres Total Recharge Volume 1,944 cf One BIVIP may be sized to provide both water quality treatment and groundwater recharge (Massachusetts Stnrnnvvater Handbook Volume 3 Chapter 1). The water quality volume exceeds the required groundwater recharge volume; therefore, the infiltration galleries were sized to treat the water quality volume. Refer toSection 4.4. MassDEP Standard 3 requires that infiltration BMPo have a minimum 2.0' separation between the bottom ofthe infiltration structure and the estimated seasonal high groundwater (ESHGVV). The field investigation completed in June and October 2016 by ]TC Consulting provided the following information for the groundwater levels at the proposed locations ofS|G1 and 3|G'3: ~ SIG-1: There was no evidence of seasonal high groundwater inthis location. In June, Boring BB-7 was to a depth of 17 feet (elevation 153) and no groundwater was observed. In October, 8orin8'B and BorinB'Cxvere completed to a depth of1Ufeet (elevation 162) and no groundwater was observed. The bottom of the base stone of SIG-1 isatelevation 166.22. * SIG-3: There is evidence of the seasonal high groundwater at this BIVIP location. Boring 88'5 in June indicated a groundwater level 9.3 feet below grade and iron oxide staining was observed at 4.25 feet below grade during Borin8'D in October. Iron oxide staining can be indicator for the ESHGVV. However, ]TC indicated that "an oxidized zone is generally present in the upper part of the "Lower Till". This zone commonly shows closely-spaced joints that are stained with iron and manganese oxides that formed during a period of interglacial vveatherin0^ Therefore, the staining could be due to an ESHGVV level ordue to interglacial weathering. Aconyervative approach has been taken that assumes the staining is indicative of an ESHGVV at 4.25 feet below grade, or elevation 165.75. The bottom of the stone below the SIG-3 infiltration structures is at elevation 168.35, providing u separation of 2.6 feet, which exceeds the 2.0' minimum requirement. The subsurface infiltration structures are also being utilized to attenuate the peak flow; AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ������� Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) therefore, a mounding analysis is required when the vertical separation is less than 4.0 feet. A mounding analysis was completed, the results of which indicate a maximum groundwater mounding to be 2.382 feet which is less than the separation between the ESHGVV and the bottom of the stone nfS|G'1. * The recharge rate (R) utilized was the 2.41 in/hr (4.82 ft/day) Rawls Rate to be consistent with field data collected. w The specific yield (Sy=0.160) utilized isthe typical value for a sandy till. w The horizontal hydraulic conductivity (Kh = 40) is the USGS NRCS typical value for a loamy sand. This value is consistent with the USGS's SIR 3010'510I report which states the horizontal hydraulic conductivity should be 1Otimes the vertical soil permeability. w The dimensions of 8G'1 are 30' x AO' This provides the x and y values of 15' and 40' respectively. * The thickness of the saturated zone was assumed to be 18 feet. Practical refusal was only encountered at one boring location (1313'10) at 18 feet below grade, sothis value was used for the thickness of the saturated zone. Refer toAppendix Efor this report for the mounding analysis spreadsheet. 4'4 MassOEPStandard 4—Water Quality Treatment North Andover Section 7.2(D)—Water Quality Stunnvvoter management systems shall be designed to remove 80% of the average annual post-construction load o/ Total Suspended Solids (TSS). This Standard is met when: o. Suitob/eproxtixesƒbrsourcecunt/o/ ondpo0utionprevenbbnoreidentif/ed/no long-term pollution prevention plan, and thereafter are implemented and maintained; b. Structural stonnu/oter best management practices are sized to capture the required water quality volume determined /n accordance with the Massachusetts Stonnw/otorHandbook;and c. Pretreatment is provided /n accordance with the Massachusetts Jtonnw/oter Handbook. Requirement(a): Along term pollution prevention plan is included in Appendix H. Additionally, a stormvvater BIVIP maintenance plan is included in Appendix G. The maintenance plan identifies housekeeping and regular maintenance activities that will insure the continued functionality of the proposed BIVlPu. AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ����rr � Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) Requirement(b): Since the project is located within a critical area, the required water quality volume (WOV) is equal to one-inch ofrunoff times the total impervious area in the post-development site. VKDV=10'inch *Impervious Area Total Water Quality Volume Drainage Area Impervious Area (sf) Required WQV (cf) Pond Pasture Parcel 66,843 sf 5,570 cf As described in Section 2.2 of this report, a soils investigation was completed by John Turner Consulting in July 2016 and additional testing was completed in September 2016. Based on the findings of the investigative borings and the additional testing, the soils appear to be sandy |uams and loamy sands with varied amounts of gravel and cobbles. These soils typically exhibit greater infiltration rates than the Type Cand Type D soils identified in the NRCSSni| Maps. . Infiltration galleries were sized using the "Simple Dynamic" method identified in the Massachusetts Stormvvater Management Handbook Volume 3 Chapter 1. As part of the Geotechnical investigation bulk soil samples were collected at the approximate location and depths of the proposed infiltration BMPs. The results of the grain size analyses were input into the NR[S Soil Texture Calculator (Appendix E) to determine the soil texture classification and associated Rawls infiltration rates. In accordance with the USDA Textual Soil Classification system, the cobble and gravel portions ufbulk soil samples were not considered. Asummary uf the soil classifications and Rawls infiltration rates (per the Massachusetts Stormxvater Handbook Table 2.3.3) is presented inthe Table below. Rawls Infiltration Rates Infiltration Gallery Associated Boring/s Soil Classification Rawls Infiltration Rate (in/hr) SIG-3 B-D Loamy Sand 2.41 AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ������� Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) Infiltration gallery sizing calculations are included in Appendix E. The number of chambers provided in each of the infiltration galleries was increased to also facilitate the reduction of the post-development peak flows. A summary of the infiltration gallery sizing results are presented inthe table below. Infiltration Gallery Sizing Results Summary Gallery Calculated Required Storage Storage Identification Impervious Area (sf) WQV (cf) (cf) Provided (cf) (per Simple Dynamic Method) SIG-1 30,809 2,S67 2,210 2,313* SIG-3 36,034 3,003 2,584 3,181 Total 66,843 sf 5,570 4,794 =5,494=� *An additional 12" of stone is to be provided below the 5tornntech chambers of SIG-1 to help with the peak flow attenuation. This stone will provide additional storage which is not reflected in this table. Requirement(c): Prior to entering the subsurface infiltration structures, the required pre-treatment will be provided: * SIG-1- Pre-treatment will include deep sump catch basins and a sedimentfonebav w S|G']' Pre-treatment for the paved driveway and parking areas will include deep sump catch basins and an oil/grit separator. Pre-treatment is not provided for the uncontaminated roof runoff. The pretreatment volume calculations are provided in Appendix E and summarized in the table below: Pretreatment Water Quality Volume Required Volume Provided Volume Oil/Grit Separator 317 cf 341 cf Since the project is within a critical area, the proposed pre-treatment trains will remove 44% or greater of the average annual total suspended solids removal. Once the stormxvater runoff has travelled through the complete treatment train (through the infiltration structures), 80% or greater ofthe average annual total suspended solids will be removed. Refer tnthe MassDEPTSS worksheets included in Appendix F. AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Retirer"'nt,,&rilt SaL ,tafll Hmrr e Project Stormwater Management Report (Rev 4— 10/31/16) 4.5 MassDEP Standard 5—Higher Potential Pollutant Loads For land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. If through source control and/or pollution prevention a// land uses with higher potential pollutant loads cannot be completely protected from exposure to rain, snow, snow melt, and stormwater runoff, the proponent shall use the specific structural stormwater BMPs determined by the Department to be suitable for such uses as provided in the Massachusetts Stormwater Handbook. Stormwater discharges from land uses with higher potential pollutant loads shall also comply with the requirements of the Massachusetts Clean Waters Act, M.G.L. c. 21, §§ 26-53 and the regulations promulgated thereunder at 314 CMR 3.00, 314 CMR 4.00 and 314 CMR 5.00. This standard is not applicable to this project. 4.6 MassDEP Standard 6—Protection of Critical Area Stormwater discharges within the Zone//or Interim Wellhead Protection Area of a public water supply, and stormwater discharges near or to any other critical area, require the use of the specific source control and pollution prevention measures and the specific structural stormwater best management practices determined by the Department to be suitable for managing discharges to such areas, as provided in the Massachusetts Stormwater Handbook.A discharge is near a critical area if there is a strong likelihood of a significant impact occurring to said area, taking into account site-specific factors. Stormwater discharges to Outstanding Resource Waters and Special Resource Waters shall be removed and set back from the receiving water or wetland and receive the highest and best practical method of treatment. A "stormwater discharge"as defined in 314 CMR 3.04(2)(o)l or(b) to an Outstanding Resource Water or Special Resource Water shall comply with 314 CMR 3.00 and 314 CMR 4.00. Stormwater discharges to a Zone I or Zone A are prohibited unless essential to the operation of a public water supply. Per the amended Town Zoning Bylaw (approved May 10, 2016) Section 8.3.6(a)(v) (Site Plan Review- Review Criteria/Design Guidelines- Stormwater Management), the project area shall be considered a "Critical Area" in terms of applicability of the standards. As described in Section 4.4 Requirement (c), with the exception of the uncontaminated roof runoff, all stormwater directed to the infiltration systems are pretreated via a combination of deep sump hooded catch basins, oil/grit separator, and/or sediment forebays. As indicated by the TSS removal worksheets (Appendix F), stormwater from non-roof areas receives pretreatment capable of removing at least 44% of the TSS prior to infiltration. ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY I"t l I'I C,C 0 Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ������� Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) 4'7 MassOEP8tandamd 7—Redevelopment North Andover Section 7.2(E)—Redevelopment A redevelopment project is required to meet the following StormwxzterMunogennent Standards only to the nnox/munn extent practicable: Standard 2, Standard 3, and the pretreatment and structural best management practice requirements of Standards 4, 5, and 6. Existing stonnm/uter discharges shall comply with Standard 1 only to the onoxinunn extent practicable. A redevelopment project shall also comply with all other requirements of the Stunnvvuter Management Standards and improve existing conditions. The major construction of the proposed project is not a redevelopment; however, the access easement for the entrance drive is located on the adjacent Ed8evvood'owned parcel. The project also proposes (14) additional overflow parking spaces onthe adjacent lot. This area is considered a redevelopment per the Massachusetts Standards. As noted in Section 4.2, the redevelopment of the adjacent Ed0evvuod'ovvned parcel will result in a very slight increase in peak stormwater discharge to the existing stormwater management system. Approximately 2,250 sfof impervious area is being added as a result of the new driveway. However, on a different area of campus, Ed8evvood has recently removed a section of asphalt driveway to improve traffic flow and circulation. An asphalt section of 30' long by 24' wide (720 sf) was removed and restored to lawn. This conversion to lawn helps lower the added imperious area toapproximately l,S3Osf. 4'8 MassOEP8tandard 8—Erosion/Sediment Control North Andover Section 8.D—Erosion &Sediment Control Plan A plan to control construction-related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance activities (construction period eros/un, sedimentation, and pollution prevention plan) shall be developed and implemented. A5tormvvater Pollution Prevention Plan (SVVPPP) has been developed for this project and will be implemented. This project involves disturbance of greater than 1 acre and as such sturmvvaterdischarges from construction activities are regulated under the National Pollutant Discharge Elimination System (NPOES) General Permit. Refer to the Erosion and Sediment Control sheets of the Permitting Drawings. The SVVPPP is included in the Town of North Andover Planning Board Site Plan Review Special Permit and will also be included in the NPDE3 Notice of Intent (NO|). AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ������� Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) 4'9 MassOEP8tandamd 9—Operation/Maintenance Plan North Andover Section 9.0—Operation& Maintenance Plan A long-term operation and maintenance plan shall he developed and implemented to ensure that stonnm/otermanagement systennsfunctionusdesigned. A Long-Term Operations, Inspection and Maintenance Plan has been developed for the site and is included in Appendix G. 4'10 Mmss0EPStandard 10—Prohibition ofIllicit Discharges All illicit discharges tothe stonnw/otcrmanagement system are prohibited. |||idt discharges to the stormvvater management system will be mitigated through the implementation of the Long-Term Pollution Prevention Plan, included in Appendix H, which includes measures for the following: * Good housekeeping, * No materials, fertilizers, herbicides, pesticides, orother waste products will be stored onsite, * Routine maintenance and inspection ofBMPs, and * Spill prevention and response. AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^rer"'nt,,&rilt �~��������~�� �~ S���KK ������� Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) 5 CONCLUSIONS The proposed project at Edgevvood Retirement Community will not have an adverse effect (short-term or long-term) on the adjacent natural resources orLake Cochichevvick. The project disturbance is outside the 100-fuut MassDEP wetland buffer and enhanced erosion control measures will betaken to protect the natural resources during construction. The project meets the Massachusetts 3tormvvaterStandards and the Town of North Andover SturmvvaterManagement& Erosion Control Regulations: w The proposed stormwater system will reduce the peak flow at Lake Cochichewick for the Z'year, 18'year, JS'year, and 100'yeor storm events from the pre-development to the post'deve|opmentconditiun. Asmall increase inpeak flow tothe existing closed system (Design Point 2) ioexpected, but the impact will not besignificant. * The pre-treatment 8MPs (sediment forebay, deep sump hooded catch basins, and oil/grit separator) will remove at least 44%ofthe TSS prior to infiltration. * The treatment BK4Ps (subsurface infiltration galleries) have been designed toeffectively capture and treat the new impervious area. The required recharge volume and water quality volume has been provided by the subsurface infiltration galleries. * The project will control any construction-related impacts on the site through the development of the NPDES SVVPPP. * A long-term operation, inspection and maintenance plan will be implemented to ensure the local and state standards are upheld after construction is complete. AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret^r&,,""r't,,&rit �~��������~�� �~ S���KK ����rr � Project ^ StO[OOVV@ter Management Report (Rev 4— 10/31/16) 6 REFERENCES * Massachusetts StonnvvaterManual * NRCSTechnica| Release 378 w NRCSWeb Soil Survey ~ Town of North Andover Bylaws: Chapter 160 — Stormwater Management & Erosion Control Bylaw w North Andover Sturnnvvater Management and Erosion Control Regulations- Land Disturbance Permit (adopted 7/15/11) * North Andover Wetlands Protection Bylaw (effective 10'20'98) * North Andover Wetland Protection Regulations (amended 3/I3/16) AxcH|TecTuxe � ewG|meex|mG pLAmm|mG � |mTex|oxs � emexGY � smrt�nccom Edgewood Ret,r&,,""("t,,&rit Sa,fofll Hmr,"r e Project Stormwater Management Report Figures ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY ""n I"t l I'I c,c 0""n I ,p r /f i bCk r ro j el/i r fir/ /� �i� 'ifljjIr { r rJr.f w I .,:.sf HNHkSGNAdPoGba �"Of",k r rU �� ,,,,t wli iiu P , a� w' II ��,t ✓ r ,.;. °r r r 11t Jllf� f1 i f L aMwT if r � �i /� rir�� � �r�;t,� a4 4"@ 0..1 s"Yt 4"G f.. '010" �" W.,.�� r� rGp�l,"I �'W' Fy f � �' � �✓,,,,� r PA r �r i t 11 �i I r �d %"W ,00I NQ ji�rir ° u „„ r lig r l ll� r� Af +�' / "'� 16 �, �� 1 f 'f it '1 ]]"If), PROJECT SITE 1 r vdw 4'30 1 �f r, rr r f.4'N F re, Ur111)j�r�. ✓ r r �,; w ,�, , F �. ^h ✓ f r ,r ., % ,t v, 1,I .,w alb ,, c .a r ✓ r ✓ r r yti u r l r 5 '"�w,'�Cy''p�"1 „ ... ti 1 i r c 3 ,I :M aPX/ /d �q 1 0. ., �r✓i�Jr rel` r !. /r _. r nH r r ✓,,,� r c�, �;'/a t 4r2 q,,// i, rI1?f r r r ✓,� /�' r I l If r[ II aM / 14,v �f�nr /i rl I r 1 /i rr r " �` rir w �,li, r t If y (I r a r .,i r y �✓ °' v r`� / MN1` "" ''lf ] %k Jr ' f1 '' !1 r �� ' rrr��/ l I � mfr r l,�r.. 9 r j i ✓P �i�� i r p oS,�/ �/l o / r / u Y P J Jr[ rr[ r r U l r/I ".. / r f,rrr r , ! f� �„ � < �y „q� ice%„ � � j, r i it r�� r r�,.��/ �� '�nT '� o ��{ ���<r N �a q 41241 r� ,, ar ° ' l r r ✓ ro q$ i R2A96 if r it y4 / 1 'h "'* � r // A// f ✓� J �`f r n+� ., r�, oT"� �, .,., r r ,� 3 r r .,fr/ P n y :1 dEAN %1r, � � Hr✓ r16 �� i . m* pit I Ridgewood � �(� J/ r "/✓� A F I r rr ARCHITECTURE 1 Dundee Park, Suite 4 SUBJECT: ENGINEERING Andover, MA 01810 USGS TOPOGRAPHIC MAP PLANNING tel. (978) 474-1721 INTERIOR DESIGN fax. (978) 474-1742 SOUTH GROVELAND 2015 m,. COMMISSIONING www.smrtinc.com REF. SHEET: -- SCALE: 1" = 2000' PROJECT MANAGER: CDP EDGEWOOD RETIREMENT COMMUNITY A/E OF RECORD: MAF SMALL HOME PROJECT CAD FILE: 15078—TOPO MAP SKETCH No. NORTH ANDOVER, MASSACHUSETTS PROJECT NO: 15078 FIG. 1 DATE: 07-06-161 0 COPYRIGHT 2015 SMRT INC. Edgewood SaL ,tafl, Hmrr e Project Stormwater Management Report Soils Information Appendix A • NRCS Soil Classification Map • Geotechnical Investigations Report by John Turner Consulting dated July 8, 2016 • Geotechnical Soil Classification dated 9/29/16 by John Turner Consulting • NRCS Soil Texture Calculator (For soils at Borings B-A, B-B, B-C, B-D, BB-1, and BB-2) • Geotechnical Investigations at Test Pit-1 (west of building) on 10/19/16 • Particle Size Distribution Report • Soil Texture Triangle • Table 1 "Summary of Geotechnical Laboratory Testing" (updated 10/25/16) ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY ""n-t I C,C 0""n Hydrologic Soil Group—Essex County, Massachusetts, Northern Part N (Edgewood Small Home) N O 327460 327520 327580 327640 327700 327760 327820 327880 327940 328000 rn 42°42-14"N o 42°42'14"N M v 0 M 8 M O h M 7 O O M n O n N O I� I� V G1 U N n O O O N O h 7 N n O N O I� vt 7 W N n a 0 rn rn N O I� N n a 0 M O N O I� M n 42°42'2..N 42°42'2"N v 327460 327520 327580 327640 327700 327760 327820 327880 327940 328000 3 3 v a, Map Scale:1:2,580 if printed on A landscape(11"x 8.5")sheet. Meters N ° 0 35 70 140 210 Feet 0 100 200 400 600 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 USDA Natural Resources Web Soil Survey 6/21/2016 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Essex County, Massachusetts, Northern Part (Edgewood Small Home) MAP LEGEND MAP INFORMATION Area of Interest(AOI) E3 C The soil surveys that comprise your AOI were mapped at 1:15,800. Area of Interest(AOI) C/D Warning:Soil Map may not be valid at this scale. Soils D Soil Rating Polygons Enlargement of maps beyond the scale of mapping can cause 0 A ® Not rated or not available misunderstanding of the detail of mapping and accuracy of soil line placement.The maps do not show the small areas of contrasting 0 A/D Water Features soils that could have been shown at a more detailed scale. Streams and Canals B Transportation Please rely on the bar scale on each map sheet for map ® B/D Rails measurements. 0 C Interstate Highways Source of Map: Natural Resources Conservation Service 0 C/D Web Soil Survey URL: http://websoilsurvey.nres.usda.gov �F US Routes Coordinate System: Web Mercator(EPSG:3857) 0 D Major Roads Maps from the Web Soil Survey are based on the Web Mercator 0 Not rated or not available Local Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Soil Rating Lines Background Albers equal-area conic projection,should be used if more accurate AIMAerial Photography calculations of distance or area are required. A/D This product is generated from the USDA-NRCS certified data as of B the version date(s)listed below. B/D Soil Survey Area: Essex County, Massachusetts, Northern Part Survey Area Data: Version 11,Sep 28,2015 C Soil map units are labeled(as space allows)for map scales 1:50,000 C/D or larger. D Date(s)aerial images were photographed: Aug 29,2014—Sep 01 Not rated or not available 19,2014 Soil Rating Points The orthophoto or other base map on which the soil lines were A compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting A/D of map unit boundaries may be evident. ® B ® B/D USDA Natural Resources Web Soil Survey 6121/2016 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Essex County, Massachusetts, Northern Part Edgewood Small Home Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—Essex County,Massachusetts,Northern Part(MA605) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 70A Ridgebury fine sandy D 0.5 2.2% loam,0 to 3 percent slopes 305B Paxton fine sandy loam, C 1.7 7.1% 3 to 8 percent slopes 306B Paxton fine sandy loam, C 6.3 26.5% 0 to 8 percent slopes, very stony 307E Paxton fine sandy loam, C 0.2 0.6% 25 to 35 percent slopes,extremely stony 311 B Woodbridge fine sandy C/D 9.2 38.7% loam,0 to 8 percent slopes,very stony 7158 Ridgebury and Leicester D 6.0 25.0% fine sandy loams,3 to 8 percent slopes, extremely stony Totals for Area of Interest 23.9 100.0% tJJSI)A Natural Resources Web Soil Survey 6/21/2016 Iiiiii Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Essex County, Massachusetts, Northern Part Edgewood Small Home Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D)and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher tJJSl)A Natural Resources Web Soil Survey 6/21/2016 Conservation Service National Cooperative Soil Survey Page 4 of 4 �� I� �„auuVlll k G11111111 0 I C Ilh°i IIIN III CAL t' T I'� SITINI G GEOTECHNICAL INVESTIGATION REPORT PROPOSED EDGEWOOD SMALL HOUSE PROJECT 575 OSGOOD STREET NORTH ANDOVER, MASSACHUSETTS Prepared For: Pond Pasture LLC 575 Osgood Street North Andover, Massachusetts 01845 Prepared By: John Turner Consulting, Inc. 19 Dover Street Dover, New Hampshire 03820 JTC Project No.: 16-15-034 July 8, 2016 ii.)Oii.1111R:, iii T'w ii ciiRii...�S iiMA ii ii...�S�ii ii ii...�ii...ii..�„ iiqA ii ii ciiR iiii.), iiii...� ii ii...� Xi „ Ju wi�qsii ii „ TABLE OF CONTENTS Report Text, Limitations, & Tables Existing Conditions Site Plan, Proposed Boring Plan (Site Plan), & Test Boring Location Plan Test Boring Logs & Key to Symbols and Descriptions Geotechnical Laboratory Testing Reports Site Photographs Report Text, Limitations, & Tables , .,.. Proposed Edgewood Small House Project-North Andover,Massachusetts Geotechnical Investigation Report-July 8,2016 GEOTECHNICAL INVESTIGATION REPORT Prepared by.- JIf1 1°°llfN1'1UP.1'"1ER CONSl..11fl: 'II15G, INC 19 Dover Street Dover,New Hampshire 03820 IkA OF WSSV www.ConsultITC.com y 7ZACHA TO: Bob Coppola o o Pond Pasture, LLC N V7 575 Osgood Street � �orsr� ° North Andover, Massachusetts 01845 ssaONN- FROM: Alicia Patrie, E.I. Jinn Zacliar P.E.'- Staff .v_Staff Geotechnical Engineer Senior Geotechnical Engineer DATE: July 8, 2016 RE: GEOTECHNICAL INVESTIGATION REPORT PROPOSED SMALL HOUSE PROJECT EDGEWOOD RETIREMENT COMMUNITY NORTH ANDOVER, MASSACHUSETTS JTC Project No. 16-15-034 John Turner Consulting, Inc. (JTC) is pleased to present this Geotechnical Investigation Report for the proposed Small House Project to be located in the Edgewood Retirement Community at 575 Osgood Street in North Andover, Massachusetts. JTC conducted geotechnical explorations, laboratory testing, and engineering evaluations in general accordance with our proposed scope of services submitted to Pond Pasture, LLC (c/o Trident Building, LLC) on June 8, 2016. The purpose of the geotechnical investigation was to obtain information on the subsurface conditions at the site and to provide geotechnical engineering recommendations to support the planning, design, and construction of the proposed development. This investigation did not include an environmental assessment relative to oil, gasoline, solid waste, and/or other hazardous materials. Similarly, this investigation/evaluation did not include review of site design or construction issues such as infiltration systems, dry wells, underground utilities, protection of existing structures, retaining walls, temporary excavation support, and/or other site/temporary design issues unless specifically addressed herein. Geotechnical explorations and laboratory testing services were performed in June of 2016. This report summarizes available project information, presents the geotechnical exploration and laboratory testing programs, describes the subsurface conditions encountered, and provides geotechnical engineering recommendations to support the planning, design, and construction of the proposed Small House Project. The contents of this report are subject to the attached Limitations. iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillilliillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillI Page 1 of 13 , .,.. Proposed Edgewood Small House Project—North Andover,Massachusetts Geotechnical Investigation Report—July 8,2016 1.0 PROJECT INFORMATION The following subsections provide general descriptions of the site, the regional geologic setting, and the proposed development. 1.1 Site Description The proposed Small House Project will be constructed just to the east of the existing Edgewood Retirement Community located at 575 Osgood Street in North Andover, Massachusetts. Presently, the site consists of undeveloped wooded land along the western side of Lake Cochichewick. The site is not presently occupied but includes walking trails that are accessed via Caroline Way and/or the northeast corner of the existing Edgewood Retirement Community parking lot. The Existing Conditions Site Plan (attached) indicates moderately sloping and somewhat variable ground surface contours with existing grades ranging from about +35 feet to +135 feet across the site. 1.2 Regional Geologic Setting JTC's review of the "Surficial Geologic Map of the Salem Depot-Newburyport East- Wilmington-Rockport; 16 Quadrangle Area in Northeast Massachusetts" (Stone, Stone, and DiGiacomo-Cohn et. all, 2006; Open File No. 2006-1260B) indicates that the site soils are characterized primarily by Glacial Till generally described as a"non-sorted, non-stratified matrix of sand, silt and clay, with gravel clasts and few large boulders" deposited by former glaciers. The deposit typically presents two facies: a looser and coarser-grained "Upper Till" which overlies a more compact and finer-grained "Lower Till". 1.3 Proposed Development JTC understands that the proposed development involves the construction of four (4) new residential buildings and accompanying garages (buildings and garages will be interconnected) and associated asphalt-concrete paved parking and driveway areas (see attached Proposed Boring Plan). We understand that design details are still being developed, but that the intent is to support each structure on a conventional shallow spread footing foundation with a concrete floor slab-on-grade (and no basement). Preliminary grading information indicates that the proposed buildings/garages will have a finish-floor elevation (FFE) of about +98 feet which will result in minor cuts and fills of up to 8 feet and 6 feet, respectively, based on existing ground surface elevations of+90 feet to +104 feet within the proposed development footprint. Site-specific structural loading was not available at the time of this report. As such, JTC has assumed the following structural loading conditions based on our experience with similar developments: • Strip/wall footing loads will be on the order of 3 kips per linear foot or less; • Column loads will be on the order of 75 kips or less; and • Live loads applied to the floor slab-on-grade will be on the order of 125 pounds per square foot(psf) or less. iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliilliillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillI Page 2 of 13 , .,.. Proposed Edgewood Small House Project—North Andover,Massachusetts Geotechnical Investigation Report—July 8,2016 2.0 GEOTECHNICAL EXPLORATIONS & LABORATORY TESTING The primary components of the geotechnical exploration and laboratory testing programs are described in the following subsections. 2.1 Geotechnical Explorations JTC subcontracted Soil Exploration Corp (SoilEx) to perform thirteen (13) geotechnical test borings (designated as SB-3 and SB-4, and BB-1 through BB-11, inclusive) via a track-mounted Acker ADII drill rig. JTC directed the drilling, testing, and sampling activities and logged the subsurface conditions encountered at each boring location. The boring locations were established and pre-marked by a surveyor/civil engineer (contracted by owner/others). JTC drilled as close as possible to the pre-marked locations, under the constraints of drill rig access and stipulation of no tree cutting. The attached Test Boring Location Plan depicts the approximate as drilled boring locations. The test borings (SB and BB) were advanced to depths ranging from 12 to 22 feet below the ground surface (bgs) utilizing 21/4-inch inside-diameter continuous-flight hollow-stem-augers (HSAs). As the borings were advanced, standard penetration tests (SPTs) were conducted at regular intervals and soil samples were obtained via 2-inch outside-diameter split-spoon samplers driven by a 140-pound automatic hammer. SPTs were performed in general accordance with ASTM D1586, Standard Test Method for Penetration Test and Split-Barrel Sampling of Soils. Soil samples were sealed in moisture-tight containers and returned to JTC's office for further review, classification, and/or geotechnical laboratory testing. The test borings were backfilled with soil cuttings upon completion of drilling. Detailed records of the drilling, testing, and sampling performed and the soil, bedrock, and groundwater conditions observed at each test boring location are provided on the attached Test Boring Logs. 2.2 Infiltration Testing JTC also subcontracted SoilEx to install four (4) borings (IT-1 through IT-4, inclusive) via a track-mounted Acker ADII drill rig for the purpose of infiltration testing. JTC directed the drilling, testing, and sampling activities and logged the subsurface conditions encountered at each location. The boring locations were established and pre-marked the suiveyor/civil engineer (contracted by owner/others). JTC drilled as close as possible to the pre-marked locations, under the constraints of drill rig access and stipulation of no tree cutting. The attached Test Boring Location Plan depicts the approximate as drilled boring locations. The borings were advanced to a depth of 4.5 feet bgs and a 4-inch diameter Schedule 40 polyvinyl chloride (PVC) casing was installed/set from the bottom of the boring to the ground surface. Subsequently, JTC performed a borehole infiltration test at each location in general accordance with the New Hampshire Stormwater Manual (Volume 2), as follows: iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillilillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillI Page 3 of 13 , .,.. Proposed Edgewood Small House Project-North Andover,Massachusetts Geotechnical Investigation Report-July 8,2016 • Each PVC casing was set to 4.5 feet bgs, with the bottom of the casing in Glacial Till, based on visual-manual observation of soil cuttings generated during drilling; • An approximately 2-inch thick layer of coarse sand/fine gravel was placed at the bottom of the casing to protect the bottom of the boring from scouring and sedimentation; • Each casing was filled with water to 2 feet above the bottom of the boring to "pre-soak" for approximately 24 hours; and • The next day, each casing was re-filled with water to 2 feet above the bottom of the boring and the subsequent water level drop was monitored/measured for 1 hour. This final procedure was repeated 3 times at each location. The test results are summarized in the following table. Summary of Infiltration Testing Baring, o. Measured Infiltration Date Average of 3 Measurements, (inches/ hour) IT-1 0.8 IT-2 1.5 IT-3* 2.2 IT-4* 2.4* Average 1.7* (1.2) * JTC had difficulty seating the PVC casing in boreholes IT-3 and IT-4 due to the presence of cobbles/gravel throughout the boring and at bottom of borehole. JTC believes that the cobbles and coarse gravel prevented adequate seating of the casing and resulted in lateral dispersion of the water during the test. As such, the measured rates of infiltration at these two locations are believed to be artificially high and should be excluded. The average rate of infiltration measured at IT-1 and IT-2 was 1.2 inches per hour. JTC recommends applying a minimum safety factor of 2 to the average of these measurements, which results in a recommended design infiltration rate of 0.6 inches per hour. 2.3 Geotechnical Laboratory Testing JTC selected representative soil samples for geotechnical laboratory testing at our in-house laboratory. The following tests were performed: • 8 Moisture contents; and • 8 Particle-size analyses. Geotechnical laboratory testing was performed in general accordance with ASTM procedures. Test results are provided on the attached Geotechnical Laboratory Testing Reports. iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillilillillillillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillI Page 4 of 13 , .,.. Proposed Edgewood Small House Project-North Andover,Massachusetts Geotechnical Investigation Report-July 8,2016 3.0 SUBSURFACE CONDITIONS The following subsections describe the site soil, bedrock, and groundwater conditions encountered, based on results of the geotechnical explorations and laboratory testing. Detailed descriptions of the conditions observed at each test boring are provided on the attached Test Boring Logs. 3.1 Soils The overburden soils encountered at the test boring locations appear to be consistent with those described by the published geologic data. The primary soil strata are briefly described in the paragraphs below. 3.1.1 Forest Mat/Subsoil Forest Mat materials were encountered at the ground surface at each test boring location. The Forest Mat consisted of dark brown fine sandy silt (ML) to silty fine to medium sand (SM) and contained frequent roots, rootlets, and organics. A Subsoil layer was encountered directly beneath the Forest Mat, and consisted of tan to orange brown silty fine to medium sand (SM) with occasional rootlets. The Forest Mat/Subsoil was about 1.0 feet thick in most boring locations. The Forest Mat/Subsoil was typically very loose/very soft to loose/soft. 3.1.2 Glacial Till Tan to olive brown, silty fine to medium sand with gravel (SM) to silty fine to medium sand (SM) with few gravel was encountered beneath the Forest Mat/Subsoil at each boring location. This stratum contains occasional cobbles and weathered rock fragments and is interpreted to be Glacial Till. Borings were typically terminated within the Glacial Till at depths ranging from 12 to 22 feet bgs. This investigation indicates that the Glacial Till consists of two relatively distinct layers, a medium dense to dense "upper till" and a dense to very dense "lower till", which is consistent with the published geologic data (Subsection 1.2). The upper till typically transitioned to lower till at about 10 feet bgs. The upper till is described as tan silty fine to medium sand with few to little gravel (SM). Cobbles and/or boulders were occasionally encountered. N-values ranged from about 20 to over 50, with an average of about 35. Two (2) particle-size analyses performed on representative samples indicated 13 and 21% gravel, 37 to 42% sand, and 38 to 40% silt/clay. Two (2) moisture content tests indicated about 9% and 12% moisture. The lower till is described as tan to olive brown silty fine to medium sand with few gravel (SM). Cobbles and/or boulders were less prevalent than in the upper till. N-values ranged from 19 to 47, with an average of about 35. Three (3) particle-size analysis performed on a representative sample indicated 12 to 18% gravel, 31 to 49% sand, and 39 to 41% silt/clay. Three (3) moisture content tests indicated about 6 to 9% moisture. iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillI Page 5 of 13 , .,.. Proposed Edgewood Small House Project-North Andover,Massachusetts Geotechnical Investigation Report-July 8,2016 It should be noted that particle-size analyses performed on granular soil samples recovered from split-spoons tend to slightly overestimate the "fines" content and slightly underestimate the gravel content, compared to in-situ conditions, due to the limitations (i.e., the inside-diameter) of the split-spoon sampler. 3.2 Bedrock Practical refusal to further penetration of the augers and/or split-spoon sampler was encountered at test boring location BB-10 at 18 feet bgs. The refusal is interpreted to be refusal on the probable top of bedrock. Bedrock was not encountered in any other boring location and is not expected to impact the project, based on the results of this investigation and the provided/preliminary grading information. 3.3 Groundwater Two (2) piezometers were installed in borings BB-5 and BB-11 to depths of 15 and 20 feet bgs, respectively. Groundwater was measured in the piezometers over 24 hours after installation at depths of 9.3 and 9.2 feet bgs. This apparent groundwater depth corresponds to approximate groundwater elevations of+81.7 and+91.8 feet. Site groundwater levels should be expected to fluctuate seasonally and in response to precipitation events, construction activity, site use, and adjacent site use. 4.0 GEOTECHNICAL DESIGN & CONSTRUCTION RECOMMENDATIONS The evaluation of the site and the proposed development was based on the subsurface conditions encountered at the geotechnical test borings, results of geotechnical laboratory testing, provided site/grading plans, and assumed/preliminary structural loading conditions, as described herein. JTC believes that the proposed building can be supported upon shallow foundations bearing on undisturbed native Glacial Till, and/or on Structural Fill or crushed stone built-up from properly prepared native soils, provided that the design and construction recommendations presented herein are satisfied. 4.1 Site Preparation and Grading Site preparation and grading should be performed in accordance with the following procedures: • A geotechnical engineer should directly observe site preparation and grading activities; • The site soils contain substantial proportions of fine sand and silt, and may degrade and/or become unworkable when subjected to construction traffic or other disturbance during wet conditions. As such, site preparations, grading, and earthworks should be performed during a dry season if possible. The Contractor shall be aware of these conditions and must take precautions to minimize subgrade disturbance. Such precautions may include diverting storm run-off away from construction areas, reducing traffic in iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliilliillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillI Page 6 of 13 , .,.. Proposed Edgewood Small House Project—North Andover,Massachusetts Geotechnical Investigation Report—July 8,2016 sensitive areas, minimizing the extent of exposed subgrade if inclement weather is forecast, backfilling excavations and footings as soon as practicable, grading (and compacting) exposed subgrades to promote surface water run-off, and maintaining an effective dewatering program, as necessary. Over-excavation to remove degraded or unworkable subgrade soils should be anticipated and budgeted (cost and schedule); • Any existing buildings, structures, and/or associated foundations (including footings, foundation walls, slabs-on-grade, and/or basements) should be completely removed from proposed building and pavement areas and replaced/backfilled with properly placed and compacted Structural Fill; • Any existing subsurface utilities and underground structures should be completely removed from the footprint of the proposed building and replaced/backfilled with properly placed and compacted Structural Fill. Any existing subsurface utilities in proposed pavement areas should be removed and/or appropriately abandoned in place (e.g., pressure grouting), as approved by the on-site geotechnical engineer; • The site should be cleared and stripped of any existing asphalt-concrete pavement not designated to remain; existing trees/vegetation not designated to remain; Forest Mat, rootmat; loamy/organic-laden Subsoil; and any otherwise unsuitable materials. o The geotechnical explorations indicate that most areas of the site are covered with approximately 1.0 feet of Forest Mat/Subsoil that should be stripped from the site; • Any Existing Fill, Undocumented Fill, and/or any otherwise unsuitable materials should be completely removed from the proposed building pad (i.e., the proposed building footprint plus at least 5 feet laterally); • In cut areas, the final foot of excavation should be performed using a smooth-edged cutting bucket (no teeth) to minimize subgrade disturbance; • Following clearing, stripping, and/or cutting, the exposed subgrade soils should be proof- rolled using a large (10-ton) smooth-drum roller with successive passes aligned perpendicularly. However, proof-rolling should not be performed if/when the exposed subgrade soils are wet (i.e., due to presence of groundwater, stormwater, perched water, etc.) because this may result in soil pumping and instability. Therefore, the proof-rolling efforts, including the number of passes and whether to employ static or vibratory methods, should be directed by the on-site geotechnical engineer; o Any loose, soft, wet, and/or otherwise unsuitable soils (typically evidenced by rutting, pumping, and/or deflection of the subgrade) should be over-excavated to expose suitable soils, or other remedial measures should be taken, as approved by the on-site geotechnical engineer; and o The over-excavation should then be backfilled with properly placed and compacted Structural Fill. • Structural Fill should be used for subgrade fill in the building pad. The placement of Structural Fill materials to achieve design subgrades in the building pad should not begin until the exposed subgrade soils have been directly observed and approved by the on-site geotechnical engineer; iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillillillillillilillillillillillillilliillillillillillillilliillillilillillillillillillillillilillillillillillillilliillillillillillillilliillillilillillillillillillillillilillillillillillillilliillillillillillillilliillillilillillillillillillillillilillillillillillillilliillillillillillillilliillillilillillillillillillillillilillillillillillillilliillillillillillillilliillillilillillillillillillillillilillillillillillillilliillillillillillillilliillillilillillillillillillillillilillillillillillillilliillillillillillillilliillillilillillillillillillillillilillillillillillillilliillillillillillillilliillillilillillillillillillillillilillillillillillillilliillillillillillillilliillillilillillillillillillillillilillillillillillillilliillillillillillillilliillillilillillillillillillillillilillillillillillillilliillillillillillillilliillillilillillillillillillillillilillillillillillillilliillillillillillillilliillillilillillillillillillillillilillillillillI Page 7 of 13 , .,.. Proposed Edgewood Small House Project-North Andover,Massachusetts Geotechnical Investigation Report-July 8,2016 • Common Fill is acceptable for subgrade fill in parking and driveway areas. The placement of Common Fill materials to achieve design subgrades in pavement areas should not begin until the exposed subgrade soils have been directly observed and approved by the on-site geotechnical engineer; and • Structural Fill and Common Fill materials and placement and compaction requirements are provided in the attached Specifications. 4.2 Shallow Foundations and Walls Based on the subsurface conditions encountered at the exploration locations and our current understanding and assumptions relative to the proposed development, the following foundation design recommendations are provided: • The existing Forest Mat/Subsoil (and any Existing Fill or Undocumented Fill) materials are not suitable for direct support of shallow foundations. These materials should be completely removed from the footprint of the building, plus 5 feet laterally, as described in Section 4.1; • The building can be supported on a system of continuous and/or isolated shallow spread footings bearing on undisturbed native Glacial Till and/or on Structural Fill or crushed stone built-up from properly prepared native soil subgrades; • Shallow foundations may be designed using an allowable bearing pressure of 4,000 psf. Design bearing pressures may be increased by one-third ('/3) when considering seismic and or transient wind loading conditions; • Continuous wall footings should have a minimum width of 2 feet. Isolated column footings should have a minimum width of 3 feet; • Exterior footings should be founded at least 4 feet below the lowest adjacent grade to provide adequate frost protection. Interior footings in heated portions of the building should be founded at least 2 feet below FFE to develop adequate bearing capacity; • Total post-construction settlements due to applied foundation loads are estimated to be on the order of 0.75 inches or less, based on continuous/wall and isolated/column footing widths of up to 2 feet and 5 feet, respectively. Differential settlements along continuous wall footings and/or between isolated column footings are estimated to be on the order of 0.5 inches or less. The estimated settlements and resulting angular distortion are anticipated to be within the allowable limits for this type of structure; and • A foundation drain system should be installed around the "cut side" perimeter of the building (i.e., the northern half of the building, at a minimum) at the exterior toe of the exterior footings. Foundation drains should consist of 4-inch diameter PVC-SDR35 perforated pipe encased in at least 6 inches of 3/4-inch stone protected with a filter fabric such as Mirafi 140N or equal. The drains should be graded to positively drain to a suitable discharge point away from the proposed structure. Drains should not be connected to surface or roof drain discharge points. Clean-outs should be located at bends and no greater than 150 feet on-center. It is recommended that a backflow preventer be installed at the outlet of the drains to reduce the impact of potential surcharges. iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillilliillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillI Page 8 of 13 oo Proposed Edgewood Small House Project-North Andover,Massachusetts Geotechnical Investigation Report-July 8,2016 Recommendations for shallow foundation subgrade preparation and construction are provided as follows: • A geotechnical engineer or his/her representative should directly observe foundation subgrade preparation activities; • If shallow and/or perched groundwater is encountered, it must be removed in advance of the excavation and continuously maintained at least 2 feet below the bottom of excavation and subsequent construction grade until the backfilling is complete; • The native foundation subgrade soils will be sensitive to moisture and will readily disturb or soften if exposed to wet conditions during construction activities. Therefore, the final foot, at a minimum, of excavation for foundations should be performed using a smooth- edged cutting bucket (no teeth) to minimize subgrade disturbance. Furthermore, if wet conditions are present or anticipated due to groundwater seepage, perched groundwater, and/or precipitation/stormwater, the foundation subgrade should be protected with a 6- inch (minimum) thick layer of 3/4-inch minus crushed stone encased in a geotextile fabric (e.g., Mirafi 140N or equal). In this case, the crushed stone shall be placed immediately upon exposure of the native foundation subgrade soils and densified with a plate compactor until exhibiting stable conditions. The purpose of the crushed stone is to protect the fine-grained subgrade soils from disturbance, facilitate construction dewatering (if necessary), and provide a dry/stable subgrade upon which to progress construction; • Prior to setting forms and placing reinforcing steel, a geotechnical engineer should directly observe footing subgrades; o Footing subgrades should be level or suitably benched and free of standing water and/or debris; o Loose, soft, wet, frozen, or otherwise unsuitable soils should either be re- compacted or over-excavated to a suitable subgrade, as approved by the on-site geotechnical engineer; and o Over-excavations should be backfilled with properly placed and compacted Structural Fill as approved by the on-site geotechnical engineer. • Foundation subgrade soils should be protected against physical disturbance, precipitation, and/or frost throughout construction. Surface water run-on/run-off should be diverted away from open foundation excavations. The Contractor shall ultimately be responsible for the means and methods to protect the foundation subgrade during construction; • Interior footings, piers, and/or walls and the interior side of balanced perimeter foundation walls should be backfilled with Clean Granular Fill and/or 3-inch minus material meeting the requirements of Structural Fill, as described in the attached Specifications; • Exterior footings and exterior side of balanced perimeter foundation walls should be backfilled with non-frost-susceptible fill in order to mitigate potential adverse effects of frost. Exterior footing and foundation wall backfill should consist of well-graded, free- Page 9 of 13 , .,.. Proposed Edgewood Small House Project—North Andover,Massachusetts Geotechnical Investigation Report—July 8,2016 draining, granular soil conforming to the requirements of Clean Granular Fill, as described in the attached Specifications. Alternatively, a suitable bond break (such as rigid polystyrene insulation) may be provided as approved by the on-site geotechnical engineer. In this case, footings and walls (excluding unbalanced/basement walls) may be backfilled with Common Fill (see attached Specifications) having a maximum particle- size of 3 inches, as approved by the on-site geotechnical engineer; • Backfill for footings and foundation walls should be placed in uniform horizontal lifts having a maximum loose lift thickness of 8 inches and compacted to 95 percent of its modified proctor maximum dry density (MPMDD; per ASTM D1557). Thinner lifts may be required in order to achieve the required compaction criteria; and • To minimize the potential for foundation wall damage during the backfill and compaction activities, it is recommended that foundation wall backfill be placed in a manner that maintains a balanced fill height on both sides of the wall (up to the final exterior grade). 4.3 Floor Slab-On-Grade Design recommendations for the floor slab-on-grade are provided as follows: • A modulus of vertical subgrade reaction,kms,, of 175 pounds per cubic inch(pci) should be available for structural design of floor slabs-on-grade, provided that the subgrade, Structural Fill, and the Clean Granular Fill are prepared as recommended in Subsections 4.1, 4.2, and 4.3; • The floor slab-on-grade should be underlain by a minimum 9-inch thick layer of Clean Granular Fill to provide a capillary break and a stable working surface; • The floor slab should be isolated structurally from foundation walls and columns/piers to allow for differential movement; and • The need/desire to provide a moisture/vapor barrier beneath floor slab-on-grade should be evaluated by the architect and/or the structural engineer, based on the building's specific interior usage requirements. During construction, we expect that much of the building footprint will be excavated or disturbed during site preparation and grading (Subsection 4.1), excavations for shallow foundations (Subsection 4.2), and/or excavations for new underground utilities. It is imperative that the subgrade beneath the floor slab-on-grade be reinstated with properly placed and compacted Structural Fill and/or prepared as recommended herein. Additionally: • A geotechnical engineer should directly observe the subgrade soils prior to the placement of the recommended Clean Granular Fill base course; o The subgrade should be level and free of standing water and/or debris; o Loose, soft, wet, frozen, or otherwise unsuitable soils should either be re- compacted or over-excavated to a suitable subgrade, as approved by the on-site geotechnical engineer; and iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillillillilillillillillillillillillilliillillillillillillilliillillilillillillillillillilillillillillillillillillilliillillillillillillilliillillilillillillillillillilillillillillillillillillilliillillillillillillilliillillilillillillillillillilillillillillillillillillilliillillillillillillilliillillilillillillillillillilillillillillillillillillilliillillillillillillilliillillilillillillillillillilillillillillillillillillilliillillillillillillilliillillilillillillillillillilillillillillillillillillilliillillillillillillilliillillilillillillillillillilillillillillillillillillilliillillillillillillilliillillilillillillillillillilillillillillillillillillilliillillillillillillilliillillilillillillillillillilillillillillillillillillilliillillillillillillilliillillilillillillillillillilillillillillillillillillilliillillillillillillilliillillilillillillillillillilillillillillillillillillilliillillillillillillilliillillilillillillillillillilillillillillillillI Page 10 of 13 oo , .,.. Proposed Edgewood Small House Project—North Andover,Massachusetts Geotechnical Investigation Report—July 8,2016 o Over-excavations should be backfilled with properly placed and compacted Structural Fill. • The Clean Granular Fill base course should not be placed until the subgrade has been reviewed by the on-site geotechnical engineer. Subsequently, the Clean Granular Fill should be compacted to the satisfaction of the geotechnical engineer to 95% of its MPMDD. 4.4 Seismic Considerations A site class "C" is recommended based on site class definitions of the American Society of Civil Engineers (ASCE) Standard 7-10, Minimum Design Loads for Buildings and Other Structures. The site is not considered to be susceptible to liquefaction, based on the conditions encountered at the test boring locations. 4.5 Re-Use of Site Soils The Forest Mat/Subsoil materials encountered at the exploration locations are not suitable for re- use as Structural Fill, Clean Granular Fill, or Common Fill. These soils may be re-used in areas to be landscaped, subject to conformance with the project specifications. Some to most of the Glacial Till encountered at the explorations locations should be suitable for re-use as Common Fill, provided that it is appropriately segregated from excessively silty, wet, and/or otherwise unsuitable Glacial Till materials and/or other unsuitable materials (including over-sized materials). The Glacial Till is not expected to be suitable for re-use as Structural Fill or Clean Granular Fill. 4.6 Construction Monitoring and Quality Control Testing A qualified geotechnical engineer or representative should be retained to review the site preparation and grading activities and foundation subgrade preparations, at a minimum. Similarly, quality control testing, including in-place field density and moisture tests, should be performed to confirm that the specified compaction is achieved. It is recommended that JTC be retained to provide earthwork construction monitoring and quality control testing services. Quality control testing recommendations are provided as follows: • During site grading and foundation subgrade preparation, 3 field density tests should be performed for every 4,000 square feet (per lift) of Structural Fill placement, at a minimum. At least 3 tests should be performed on each lift of material even if the lift is less than 4,000 square feet; • During foundation wall backfilling, 3 field density tests should be performed for every 100 linear feet (per lift) of fill placement, at a minimum. At least 3 tests should be performed on each lift of material even if the lift is less than 100 linear feet; iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillI Page 11 of 13 , .,.. Proposed Edgewood Small House Project—North Andover,Massachusetts Geotechnical Investigation Report—July 8,2016 • During placement and compaction of Clean Granular Fill as the base course below the floor slab-on-grade and sidewalks, 3 field density tests should be performed for every 4,000 square feet of placement. At least 3 tests should be performed on each lift of material even if the lift is less than 4,000 square feet; • During backfilling of utility trenches, at least 1 test should be conducted on Structural Fill per 50 linear feet (per lift) of trench; and • During site grading and pavement subgrade preparation, 3 field density tests should be performed for every 4,000 square feet(per lift) of Common Fill, at a minimum. At least 3 tests should be performed on each lift even if the lift is less than 4,000 square feet. 4.7 Additional Considerations Additional design recommendations are provided as follows: • Exterior concrete sidewalks shall be underlain by at least IS inches of Clean Granular Fill. The thickness of the Clean Granular Fill shall be increased to no less than 24 inches for exterior concrete slabs located adjacent to exterior doorways and ramps to provide additional frost protection at building entry/exit points; • Roof drains or similar features should be provided to collect roof run-off and prevent ponding near the building. Roof drains and other stormwater controls should not discharge to foundation drains; • The exterior ground surface adjacent to the building should be sloped away from the building to provide for positive drainage. Similarly, the final surface materials adjacent to the building should be relatively impermeable to reduce the volume of precipitation infiltrating into the subsurface proximate to building foundations. Such impermeable materials include cement concrete, bituminous concrete, and/or vegetated silty/clayey Forest Mat; and • Pennanent fill or cut slopes should have a maximum slope of 2.5H:IV (horizontal to vertical) or flatter for dry conditions. Permanent fill or cut slopes should be no steeper than 3H:IV for wet/submerged conditions (e.g., stormwater basin) unless a properly designed surface slope stabilization system (e.g. rip rap, geosynthetics) is provided. Additional construction considerations/recommendations are provided as follows: • Safe temporary excavation and/or fill slopes are the responsibility of the Contractor. Excavations should be conducted in accordance with local, state, and federal (OSHA) requirements, at a minimum. If an excavation cannot be properly sloped or benched due to space limitations, adjacent structures, and/or seepage, the Contractor should install an engineered shoring system to support the temporary excavation; • Subgrade conditions will be influenced by excavation methods, precipitation, stormwater management, groundwater control(s), and/or construction activities. Most of the site soils are poorly-drained, moisture-sensitive, and considered susceptible to disturbance when iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillI Page 12 of 13 oo , .,.. Proposed Edgewood Small House Project-North Andover,Massachusetts Geotechnical Investigation Report-July 8,2016 exposed to wet conditions and construction activities. As such, the Contractor shall be aware of these conditions and must take precautions to minimize subgrade disturbance. Such precautions may include diverting storm run-off away from construction areas, reducing traffic in sensitive areas, minimizing the extent of exposed subgrade if inclement weather is forecast, backfilling excavations and footings as soon as practicable, and maintaining an effective dewatering program, as necessary; • Proper groundwater control and stormwater management are necessary to maintain site stability. Groundwater should be continuously maintained at least 2 feet below the working construction grade until earthworks and/or backfilling are complete; • If groundwater seepage and/or wet soils due to shallow groundwater are observed, a 3/4- inch minus crushed stone base should be placed atop the exposed subgrade soils. The stone should be immediately placed atop the undisturbed subgrade and then tamped with a plate compactor until exhibiting stable conditions. The stone shall be protected, as required, with a geotextile filter fabric such as Mirafi 140N or equal. The purpose of the stone base is to protect the wet subgrade, facilitate dewatering, and provide a dry/stable base upon which to progress construction; and • All slopes should be protected from erosion during (and after) construction. 5.0 CLOSING We trust the contents of this report are responsive to your needs at this time. Should you have any questions or require additional assistance,please do not hesitate to contact our office. iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillilillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillI Page 13 of 13 CN we I Z kV; LIMITATIONS Explorations 1. The analyses and recommendations presented in this report are based in part upon the data obtained from widely-spaced subsurface explorations. Subsurface conditions between exploration locations may vary from those encountered at the exploration locations. The nature and extent of variations between explorations may not become evident until construction. If variations appear, it will be necessary to re-evaluate the recommendations of this report. 2. The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized and have been developed by interpretation of widely-spaced explorations and samples; actual strata transitions are probably more gradual. For specific information, refer to the individual test pit and/or boring logs. 3. Water level readings have been made in the test pits and/or test borings under conditions stated on the logs. These data have been reviewed and interpretations have been made in the text of this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, and other factors differing from the time the measurements were made. Review 4. It is recommended that John Turner Consulting, Inc. be given the opportunity to review final design drawings and specifications to evaluate the appropriate implementation of the geotechnical engineering recommendations provided herein. 5. In the event that any changes in the nature, design, or location of the proposed areas are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of the report modified or verified in writing by John Turner Consulting, Inc. Construction 6. It is recommended that John Turner Consulting, Inc. be retained to provide geotechnical engineering services during the earthwork phases of the work. This is to observe compliance with the design concepts, specifications, and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. Use of Report 7. This report has been prepared for the exclusive use of Pond Pasture, LLC in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied,is made. 8. This report has been prepared for this project by John Turner Consulting, Inc. This report was completed for preliminary design purposes and may be limited in its scope to complete an accurate bid. Contractors wishing a copy of the report may secure it with the understanding that its scope is limited to preliminary geotechnical design considerations. CN we I Z kV; TABLE 1 Recommended Soil Gradation & Compaction Specifications Structural Fill SIEVE SIZE PERCENT PASSING BY WEIGHT 5-inch 100 3/4-inch 60 - 100 No. 4 20 - 80 No. 200 0 - 10 NOTES: 1. For use as structural load support below foundations and within the building pad. Structural Fill placed beneath building foundations should include the Footing Zone of Influence which is defined as that area extending laterally one foot from the edge of the footing then outward and downward at a IH:1.5V splay. 2. 3/4-inch crushed stone may be used in wet conditions. 3. Structural Fill should be free of construction and demolition debris, frozen soil, organic soil,peat, stumps,brush,trash, and refuse; 4. Structural Fill should not be placed on soft, saturated, or frozen subgrade soils; 5. Structural Fill should be placed in lifts not exceeding 12 inches for heavy vibratory rollers and 8 inches for vibratory plate compactors. 6. Place and compact within±3% of optimum moisture content. 7. Compact to at least 95%relative compaction per ASTM D 1557. S. The adequacy of the compaction efforts should be verified by field density testing. CN we I Z kV; Clean Granular Fill SIEVE SIZE PERCENT PASSING BY WEIGHT 3-inch 100 3/4-inch 60-90 No. 4 20- 70 No. 200 2- 8 NOTES: 1. For minimum 9-inch base below floor slab-on-grade. 2. For minimum 18-inch base for exterior concrete slabs exposed to frost. 3. For minimum 24-inch base at exterior ramps, aprons, and loading bays adjacent to entrances/exit ways. 4. For use as footing and foundation wall backfill. 5. For use as backfill behind unbalanced foundation/retaining walls. 6. Place in lifts not exceeding 12 inches for heavy vibratory rollers and 8 inches for vibratory plate compactors. 7. Place and compact within±3% of optimum moisture content. 8. Compact to at least 95%relative compaction per ASTM D1557. 9. Compaction efforts should be verified by field density testing. Common Fill SIEVE SIZE PERCENT PASSING BY WEIGHT 6-inch 100 3/4-inch 60- 100 No. 4 20- 85 No. 200 0-25 NOTES: 1. For use as cornmon/subgrade fill in parking areas and roadway embankments. 2. For use as foundation wall backfill if used in conjunction with a bond break and sized/screened to 3-inch minus. 3. Place in lifts not exceeding 12 inches. 4. Maximum stone size should not exceed V2 the actual lift thickness. 5. Compact to at least 92% relative compaction per ASTM D1557 when placed as subgrade fill in parking areas or roadway embankments. 6. Compact to at least 95% relative compaction per ASTM D1557 when placed as foundation wall backfill in conjunction with a bond break. 7. Compaction efforts should be verified by field density testing. Existing Conditions Site Plan, Proposed Boring Plan (Site Plan), & Test Boring Location Plan ® � t / Re \ I AT IR 11 1 5D 15291.9 2a ES12-0438 30 26 E 3 \ 3�'1]24E }u r �S/e r40-� Fna2F r41121-: 151 aC]121-)E 53838'06'E LIMIT OF WATER PROTECTION / - 1e5377� i — Fa3s 4 u p ZONING OVERLAY DISTRICT I \� (PER TOWN GIS DATA) WETLANDS{ � l ► � momprscranacF � �--E,°�,� --'..off V 9 � I c j a4atc�Fl �� � / v 63-'s10N WETLAND$ \ LIMIT OF IN z HESP'PRIORITY HABITAT / N / a303 o � t 2aP 36 Lo., °ER / °'e9a I y �I ae�° - `t „t. N/F rowN of oaru nNoa e} a4s �. A 1 L Dark nnAN s.RE. .° ANoa9ER 'A.a appK 6909 FAKE} A e o v ,T° A \ / \�o a o c rr °.° 1 \ 325 NON DISCHARGE LINE� WETLANDS 1 7"E "\ ° 4 ( �_ (FROM HIGH WATER MARK) K5 5'0 LIMIT OF SURFACE WATER 250'NON DISTURBANCE LINE PROTECTION AREA ZONE A 48EI _ °\ .�\ ,° \ y 1 ( OM HIGH WATER MARK) (PER STATE GIS DATA) _52'x- �'� AA, WETLAND- p t x� 1 N}o�aa 4a E _ \ EXISTING TRAIL yy t 'l 92.419 i v ax. MAP 36 24 \ — \\ SYSTEM ` \ /F F 2Y aPE 9E P�9Koa 4B CSANDOVE 1 oOK 953°ASE d °,° i 9'430 LAKE COCHICHEWICK j/ A ETLAN DS LIMIT OF EXISTINGn EASEMENT (I ri/ '� 'ICA q n WETLANDS oo za za'e ,512, \ try, v 11 N 755 �� _� — a ��_ 17 1} _ 1 AIL n t „» __ SYSTEM n j LIMIT OF EXISTING N}p-I9 aos3e47 E EXISTING TRAIL EASEMENT _ 1 II SYSTEM $, N491e'1a'w\ 57 E�E }}ss EXISTING TRAILHEAD PARKING N 1St r�r ��V ..,✓ I I L 1 A+dam` . 494 „402. II i 0}w } '05'W N W N3 3 p5a'0 }}5a N 005 iew 30 449 W N 2ry36 31 a0'}8 9�/ �3 22'W I 109 029 1 6P 55.298 LN52 00 ' WJ p 55.]9] 1 _ 4I. -\ 0 32 65 93 B ] / 13 6 t4 443 }20 5 2 �N 82 013965 C a P 1 \ �O`SG� N/F Ep N ITT R00vER Ac0 9451TY.I I d� oscaoo5s MAP 36�a:3 IEKK P_PANE 115 4 i f .� EDGEWOOD LIFE CARE COMMUNITY - EXISTING CONDITIONS SITE PLAN 575 OSGOOD STREET p ap• APRIL I,2016 N.ANDOVER,MASSACHUSETTS t PeRiMerERccRc �. SETBACK NON DISOHARCE I \nz3 WF A24 ZpNE so ` KEY \\ i ' / \ NpN DISTURB ZpNE WF A22 WF A25 SB:SITE BORING \\\ '/ I \ /ppNSE RVA npN ZONE'WF A21 BB:BUILDING BORING �� \ I SwF A26 \\ \OF A20 �•./,WF A27 F A28 IT:INFILTRATION TEST \ f \ y y� \•X\WF A17 J�•\A29 IT-4 \ \ WF A16 \•� \ \ � SB-3 / \ \ \ � 'A wF A: WF A15 BB-11 \ \ \ �•.\ �• \ \ \ x F A14 �€ ft BB-10 ly WF A13 'op / BB-9 .� ••� �. ••WF Al2 / IT-3 564 BB-3 \ i BB-6WF A7 � BB-1 II (W BB-2 z \ B T2 I ' \ IT-1 99 PROPOSED BORING PLAN0-300 °� s-oi-1 s KEY ;T4 BORING ISI BUILDING I3ORIN 1 l IT:INFILTRATION TEST .—- B-8 BB J j BB- F 1 i _ ._ 8B-4 B-; Notes: 1. Test borings were performed on June 9&10,2016 under the direction of JTC. Test boring locations should be considered approximate. 2. Refer to the Test Boring Logs for the subsurface conditions encountered at each boring location. 3. Basemap source(s):June 1,2016"Edgewood Proposed Boring Plan"prepared by SMRT. 4. Not to Scale. Pond Pasture LLC Proposed Edgewood Small House Project 575 Osgood Street 575 Osgood Street North Andover,Massachusetts 01845 North Andover,Massachusetts 01845 �_ C TEST BORING LOCATION PLAN Test Boring Logs & Key to Symbols and Descriptions "i- - m PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC I °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 NO. BB-1 DEPTH TO-WATER>INITIAL: s AFTER 24 HOURS: s c TEST RESULTS .� L ++ a) Q 3 C N CL m Description m j Ez m o Plastic Limit Liquid Limit CD LU U) U o Water Content- • Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),loose,moist;FOREST MAT z U) -frequent organics 1 2 z 0• .........:.......................... o Tan,silty fine to mediiml sand(SM), loose,moist;SUBSOIL a :•:::: d - trace rootlets :.:.:..., 2 .................................. 1 2 1za0 u Tan,silty fine to medium sand(SM),trace coarse sand,trace gravel, c 4 mediutn dense,moist;UPPER GLACIAL TILL .................................. _ -occasional cobbles from 3-5 ft.bgs ........................................... -orange mottling throughout 14 w ........................ m z 3 �o ID a ......................................... y 8 $ ':'::: Olive brown,silty fine to coarse sand(SM),trace fine gravel,dense to ........................................... c very dense,moist;LOWER GLACIAL TILL a -occasional cobbles to 10 ft.bgs 'O -weathered rock fragments throughout 12 N 20 4 1s m rn 12 . . . . . .................... c N L O ....... ..... ............... ..... ....... T o -few to little gravel 41 . .... 45 16 5 58 r d a o Boring terminated at 17 ft. . E ............:.......................... w ............:.......................... A s20 ...........:.......................... 24 ...................................... 26 ........................................ Figure PAGE 1 of 1 - - m PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC L °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 NO. BB-2 DEPTH TO-WATER>INITIAL: s 10 AFTER 24 HOURS: s c TEST RESULTS oC m Description @ j Ez m o Plastic Limit Liquid Limit CD LU U) U o Water Content- • Penetration- 0 10 20 30 40 50 2Dark Brown,silty sand(SM),loose,moist;FOREST MAT z U) -frequent organics 1 2 z 0• .........:.......................... o Tan,silty fine to mediiml sand(SM), loose,moist;SUBSOIL d -trace rootlets s > 1 3 . 2 5 u Tan,silty fine to medium sand(SM),trace coarse sand,little to some :::::::i ............................. c 4 gravel,medium dense to dense,moist;UPPER GLACIAL TILL orange mottling throughout c - g g -becomes dense with depth 21 :... frequent cobbles to 10 ft.bgs `' zz 3 23 ID a = 8 ........................................ ......................................... 0 c ........................................... v77 -water @ 10 ft.bgs :•::;; s W 13 v 4 s ........................ Im m 12 12 ..:......:.......:...... = Olive brown,silty fine to coarse sand(SM),few to little gravel,very dense,wet;LOWER GLACIAL TILL N L O ....... ..... ............... ..... ....... T 17 O 41 34 16 5 5 r d a o Boring terminated at 17 ft. . E ............:.......................... w ............:.......................... w s20 ...........:.......................... 24 ...................................... 26 .......................... Figure PAGE 1 of 1 - - m PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC L °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 NO. BB-3 DEPTH TO-WATER>INITIAL: s 14 AFTER 24 HOURS: s c TEST RESULTS oC m Description @ j Ez m o Plastic Limit Liquid Limit CD LU U) U o Water Content- • Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),very loose,moist;FOREST MAT U -frequent organics '. 1 z 0• ......................................... oTan,silty fine to medium sand(SM),loose to medium dense,moist; d SUBSOIL .......................... q 1a > � 13 -trace rootlets 2 1 s .......................... e 4 Tan,silty fine to medium sand(SM),trace coarse sand,trace gravel, :::::::: ...........-..... ...... medium dense to dense,moist;UPPER GLACIAL TILL •7 7. ' c ...........................:.......:...... 15 17 m15 3 23 ID y = 8 ......................................... 0 c ........................................... v o -3"of rock fragments in spoon ''''' g p rr; 7 s ,s 4 20 m 12 12 . . . = Olive brown,silty fine to coarse sand(SM),few gravel,very dense, ..................... ..................... moist; LOWER GLACIAL TILL N :5L 77 .2 -water @ 14 ft.bgs T c 0 N 26 C 33 •� 16 5 a7 r d a o Boring terminated at 17 ft. . E ............:.......................... w ............:.......................... w s20 ...........:.......................... 24 ...................................... 26 .......................... Figure PAGE 1 of 1 - - m PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC L °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 NO. BB-4 DEPTH TO-WATER>INITIAL: s 10 AFTER 24 HOURS: s c TEST RESULTS oC m Description @ j Ez m o Plastic Limit Liquid Limit CD LU U) U o Water Content- • Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),loose,moist;FOREST MAT 1 J J J 2 L -frequent organics3. ....................................... ID : : . . . 1 z 1 ........................................ oOlive brown,silty fine to medium sand(SM),trace coarse sand,trace gravel,loose,moist;SUBSOIL .:.:.:.:.. Z. -trace rootlets-frequent cobbles to 5 ft.bgs `"'' c 4 Tan,silty fine to coarse sand(SM), few gravel,medium dense to77. E dense, moist;UPPER GLACIAL TILL :•:• -orange mottling throughout > s s .................. 2 2 244 ID a ......................................... = 8 ........................................ 0 c ........................................... v77 7 o -water @ lOft.bgs 7 .............. U -occasional cobbles to 15 ft.bgs 3 27 c m rn 12 12 ... .... = Tan brown,silty fine to coarse sand(SM),few gravel,very dense, ..................... ..................... moist; LOWER GLACIAL TILL N L O ....... ..... ............... ..... ....... T C 23 79.. O 31 N 48 16 4 ss ... r d a o Boring terminated at 17 ft. . E ............:.......................... w ............:.......................... w s20 ...........:.......................... 24 ...................................... 26 ........................................ Figure PAGE 1 of 1 - - mt PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC L °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 NO. BB-5 DEPTH TO-WATER>INITIAL: s 10 AFTER 24 HOURS: s 93 CAVING> -L c o TEST RESULTS O •� a� w o °' E z m o Plastic Limit Liquid Limit Well/Piezo Description > �, @ t q o= C� U o Water Content- • W Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),loose,moist;FOREST ° a�+ w MAT .......................................... J J J Y -frequent organics ....................................:...... o -frequent cobbles from 3 to 5 ft.bgs. yJ J J ........................................... 3 J J J •� ........................................... Tan,silty fine to medium sand(Sl),trace coarse sand, 4 trace gravel,dense,moist;UPPER GLACIAL TILL 4 c .............:........................... 12 - occasional cobbles to 10 ft.bgs ;; ; n ................. m 1 19 22 .:.......:..... ID C ......................................... y = 8 ......................................... s d ......................................... C 777 1 29 78... sTan brown,silty fine to coarse sand(SM),few gravel, 33 very dense,moist; LOWER GLACIAL TILL 2 45 39 -orange mottling throughout c 12 -water @ 10 ft.bgs .... 12 o ... ... .... N L .... ... .... .... ... .... Y .... ... .... .... ... ...... T C ......:.......:......:......:.......:...... Boring terminated at 15 ft. Lo •- 16 ib m r d a 0 �m E ....................................... w c ....................................... w s20 ...................................... Q ....................................... 24 ...................................... 4 ....................................... 26 ....................................... 28 Figure PAGE 1 of 1 - - m PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC L °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL CC DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 NO. BB-6 DEPTH TO-WATER>INITIAL: s AFTER 24 HOURS: s c TEST RESULTS .� L ++ a) Q 3 C N CL m Description m j Ez m o Plastic Limit Liquid Limit CD LU U) U o Water Content- • Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),loose,moist;FOREST MAT J J J 1 L -frequent organics 2 ........................................ ° . . . 1 z1 : : . ........................................ olive brown,silty fine to medium sand(SM),trace coarse sand,loose . d moist;SUBSOILs > 21 -trace rootlets ::::: 2 25 ................. u c 4 Tan,silty fine to medium sand(SM),trace coarse sand,trace gravel, . medium dense to dense,moist;UPPER GLACIAL TILL ; c ........................................... -trace rootlets -ocassional cobbles to 10 ft.bgs 22 v -trace rootlets continued 3 18 ID a ......................................... ......................................... 6 c v 7 1 13 sTan brown,silty fine to coarse sand(S1),few gravel,very dense, 2s ... "° moist; LOWER GLACIAL TILL 4 25 ...... c m 12 occasional cobbles from 13 to 15 ft.bgs 0 N . . O ....... ..... ............... ..... ....... T 15 77.... ° 45 32 1 6 5 32 r d a o Boring terminated at 17 ft. E ............:.......................... w ............:.......................... w s20 ...........:.......................... 24 ...................................... 26 .......................... Figure PAGE 1 of 1 - - m PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC I °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/10/16 NO. BB-7 DEPTH TO-WATER>INITIAL: s 10 AFTER 24 HOURS: s c TEST RESULTS W o .� L - a) Q 3 C N CL m Description m j Ez m o Plastic Limit Liquid Limit CD LU U) U o Water Content- • Penetration- c 10 20 30 40 50 Dark Brown,silty sand(SM),very loose,moist;FOREST MAT 2 ........................................ U) -frequent organics : : 1 4 ID 0. z o Tan,silty tine sand(SM),loose, moist;SUBSOIL d -trace rootlets ........................................ u Tan,silty fine to medium sand(SM),trace coarse sand,trace gravel, . . c 4 dense,moist;UPPER GLACIAL TILL c ........................................ -occasional cobbles to 10 ft.bgs 26 .......... 21 2 28 ID a ......................................... = 8 ........................................ N O C ........................................... L -water(&- 10 ft.bgs 20 N 19 3 2s m rn 12 12 . ..... ....... = Tan brown,silty fine to coarse sand(SM),few gravel,very dense, c moist; LOWER GLACIAL TILL N O T 15 23 62.... O 31 � 31 16 4 s0 r d a o Boring terminated at 17 ft. E ............:.......................... w ............:.......................... w s20 ...........:.......................... 24 ...................................... 26 ........................................ Figure PAGE 1 of 1 - - m PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC L °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL O DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/10/16 NO. BB-8 DEPTH TO-WATER>INITIAL: s AFTER 24 HOURS: s c TEST RESULTS W o .� L - a) Q 3 C N CL m Description m j Ez m o Plastic Limit Liquid Limit CD LU U) U o Water Content- • Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),very loose,moist;FOREST MAT L -frequent organicsz ........................................ ID : : . . . 1 z 1 : : . ........................................ oOlive brown,silty fine to medium sand(SM),few gravel,loose, > moist;SUBSOIL Y -trace rootlets ' .....................:......:.............. c 4 Tau,silty fine sand(SM),few gravel, dense to very dense,moist : : r r; c UPPER GLACIAL TILL r- -frequent cobbles from 6 to 10 ft.bgs 27 N 24 m 2 21 v ID a ......................................... ......................................... 0 c v 1 s Tan brown,silty fine to coarse sand(SM),few gravel,very dense, 22 ...... "a moist; LOWER GLACIAL TILL 3 38 ...... c m rn 12 ... `- Boring terminated at 12 ft. o ......:................................... N L ......:.......:......:......:.......:...... O T C N 16 ............................ ............. r d a 0 �m E ............:.......................... w c ............:.......................... w s20 ...........:.......................... 24 ...................................... 26 ........................................ Figure PAGE 1 of 1 - - m PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC L °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL AA DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/10/16 NO. BB-9 DEPTH TO-WATER>INITIAL: s AFTER 24 HOURS: s c TEST RESULTS W o .� L - a) Q 3 C N CL m Description m j Ez m o Plastic Limit Liquid Limit CD LU U) U o Water Content- • Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),loose, moist;FOREST MAT 2 L -frequent organics ....................................... olive brown,silty fine to medium sand(SM),trace coarse sand,loose . moist;SUBSOIL Y -trace rootlets ' ............:........................... c4 Tan,silty fine to medium sand(SM),trace coarse sand,few gravel, . . . ..; ........................................... = dense to very dense,moist;UPPER GLACIAL TILL ; ........................................... 21 14 w23 1 2 9 s N C ......................................... y 77 0 C L 0 10- 0 Tan brown,silty fine to coarse sand(SM),few gravel,very dense, 25 32 "a moist; LOWER GLACIAL TILL 3 41 c m rn 12 c •i . . . . . 0 N L Y 0 Y T C 12 0 26 34 16 4 ss r d a o Boring terminated at 17 ft. is E ............:.......................... w ............:.......................... w s20 ...........:.......................... 24 ...................................... 26 ........................................ Figure PAGE 1 of 1 - - m PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC '�"i °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/10/16 NO. BB-10 DEPTH TO-WATER>INITIAL: s 10 AFTER 24 HOURS: -_ c TEST RESULTS W o .� L - a) Q 3 C N CL m Description m j Ez m o Plastic Limit Liquid Limit CD LU U) U o Water Content- • Penetration- ° 10 20 30 40 50 Dark Brown,silty sand(SM),very loose, moist;FOREST MAT -frequent organics ......................................... : : . . . 1 z1 ......................................... oOrange brown,silty fine to medium sand(SM),loose,moist; d SUBSOIL :.:.:.:.: ........................................... trace rootlets -frequent cobbles from 2 to 4 ft.bgs c9 ........................................... = Tan,silty fine to medium sand(SM),few to little gravel,medium :•:•r i ........................................... dense, moist;UPPER GLACIAL TILL o :•:iii 12 -occasional oxidation specks throughout - - 2 ID a ......................................... = 8 ........................................ 0 c 77 ........................................... v o water Co,10 ft.b.-s ...:..............:...... 11 U - frequent cobbles from 12 to 15 ft.bgs 3 26 14 m rn 12 12 = Tan brown,silty fine to coarse sand(SM),few gravel,very dense, c ..................... ..................... moist; LOWER GLACIAL TILL N L O ....... ..... .................... ....... T C17 O 26 N 28 1 6 4 32 r d a R E Boring terminated at 18 ft. ....... ..... .................... ....... w _ ............:.......................... w 20 s ...........:.......................... F 24 ..................................... 26 ........................................ Figure PAGE 1 of 1 - - m PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC L °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/10/16 NO. BB-1 1 DEPTH TO-WATER>INITIAL: s 18 AFTER 24 HOURS: s 9.2' CAVING> -L c o TEST RESULTS O .0 a) w o °' E z m o It Plastic Limit Liquid Limit Well/Piezo a, Description > �, 2 t q o= 0 U) U o Water Content- • W Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),loose, moist;FOREST ° 2 LO MAT 1 3 ..... : Y -frequent organics 5 o . ...... : . . Orange brown,silty tine sand(SM, loose,moist; SUBSOIL .....................:......:.............. - trace rootlets c4 1 ......................................... a = Tan,silty fine to medium sand(SM),trace coarse sand, ........................................... few gravel,dense, moist;UPPER GLACIAL TILL 10 w 12 ................ m 2 23 25 ..:.......:..... ID C ......................................... y = 8 ........................................... s d ........................................... 0 IF 1 13 ...8 sTan brown,silty fine to coarse sand(SM),few gravel, 30 very dense,moist; LOWER GLACIAL TILL 3 36 4s m rn 12 iz ... ... .... N L .... ... .... .... ... .... Y .... ... .... .... ... .... T 0 16 $4... N 33 16 4 51 .... 16- 45 d a 0 77 E -water L 18 ft.bgs ... ... .... 0 c .... ... .... .... ... .... w F 20 45 134 za 5 59 . . . . " ...... 75/5 Boring terminated at 22 ft. ........................................... ....................................... 24 ...................................... 4 ....................................... 26 ....................................... 28 Figure PAGE 1 of 1 - - m PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC '�"i °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/10/16 NO. SB-3 DEPTH TO-WATER>INITIAL: s AFTER 24 HOURS: s c TEST RESULTS W o .� L - a) Q 3 C N CL m Description m j Ez m o Plastic Limit Liquid Limit CD LU U) U o Water Content- • Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),very loose,moist;FOREST MAT -frequent organics 3 : : . . . 1 z1 ......................................... oOrange brown,silty fine to medium sand(SM),very loose to loose, moist;SUBSOIL ........................................... Y -trace rootlets c 4 Tan,silty fine to medium sand(SM),few to little gravel,medium = dense to dense,moist;UPPER GLACIAL TILL :•:• ....__. ........................................... -frequent oxidation specks throughout z 2 ID C ......................................... = 8 ........................................ O C ........................................... L 7 8 s 14 3 15 m rn 12 .... ... .... `- Boring terminated at 12 ft. o ......:...................... ............. N L ......:.......:......:......:.......:...... O T C N 16 .......................................... r d a 0 �m E ............:.......................... w c ............:.......................... w s20 ...........:.......................... 24 ...................................... 26 .......................... Figure PAGE 1 of 1 - - m PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC I °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 NO. SB-4 DEPTH TO-WATER>INITIAL: s AFTER 24 HOURS: s c TEST RESULTS oC m Description @ j 2 Ez m o Plastic Limit Liquid Limit (D LU U) U o Water Content- • Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),loose,moist;FOREST MAT 1 2 U) -frequent organics 1 4 z 0• .........:.......................... o Tan,silty fine to medium sand(SM),loose,moist;SUBSOIL :•:::: d - trace rootlets ........................................... > 1 :. :.:.;; .......................................... u Tan,silty fine to medium sand(SM),trace coarse sand,medium c 4 dense,moist;UPPER GLACIAL TILL c ........................................ 4 8 2 21 N a ............................:.......:...... y C 8 8 ^� Olive brown,silty fine to coarse sand(SM),trace fine gravel,dense, moist;LOWER GLACIAL TILL 7 3 s 27 N 3 31 .......... c m rn 12 .......... c N L O ....... ..... ............... ............ T o "4 - piece of cobble a bottom of spoon e N P p 17 C 32 16 4 sa r d a o Boring terminated at 17 ft. . E ............:.......................... w ............:.......................... w s20 ...........:.......................... 24 ...................................... 26 ........................................ Figure PAGE 1 of 1 MAJOR DIVISIONS GROUP GENERAL DESCRIPTIONS TYPICAL SYMBOLS SYMBOLS 6'• GW Well graded gravels or gravel sand Shelby Tube Auger Cuttings CLEAN mixtures;trace or no fines. GRAVELS GRAVELS Poorly graded gravels or gravel-sand (Less than 5%fines) o bg Gp Y b b b Standard Split Spoon Sample 3" Split Spoon Sample (More than 50% mixtures;trace or no fines. of coarse fraction RET I ev )Den GRAVELS • ' GM Silty gravels or gravel-sand-silt mixtures. Rock Core Dynamic Cone Penetrometer COARSE WITH FINES GRAINED (More than 12%fines) Cla e gravels or avel-sand-cla • GC y Vane Shear Bulk/Grab Sample SOILS mixtures. (More than 50% Well graded sands or sand-gravel RETAINED on CLEAN SW mixtures;trace or no fines. Geoprobe Sample Sonic or Vibro-Core Sample No.200 sieve) SANDS SANDS (50%or more (Less than 5%fines) SP Poorly graded sands or sand-gravel mixtures,trace or no fines. _ Water Table at time of drilling 1 Water Table after 24 hours of coarse fraction PASSES the CORRELATION OF STANDARD PENETRATION TEST(SPT) No.4 sieve) SANDS WITH SM Silty sands or sand gravel silt mixtures. WITH RELATIVE DENSITY FINES AND CONSISTENCY (More than 12%fines) SC Clayey sands or sand-gravel-clay mixtures. GRAVEL,SAND,&SILT(NON-PLASTIC) SILT(PLASTIC)&CLAY N-Value Relative Density N-Value Su(psf) Consistency ML Inorganic silts or rock flour. Non-plastic or very 0-4 Very Loose 0-2 0-250 Very Soft slightly plastic. PI<4 or plots below"A"line. 4- 10 Loose 2-4 250-500 Soft SILTS AND CLAYS CL Inorganic lean clay. Low to medium plasticity. 10-30 Medium Dense 4-8 500-1000 Medium Stiff FINE (Liquid Limit LESS than 50) PI>7 and plots on or above"A"line. 30-50 Dense 8- 15 1000-2000 Stiff GRAINED — OL Organic silts,clays,and silty clays. Low to Over 50 Very Dense 15-30 2000-4000 Very Stiff SOILS = medium plasticity. Over 30 Over 4000 Hard (50%or more SPT Notes:WR=Weight of Rods;WH=Weight of Hammer PASSES the MH Inorganic elastic silt. PI plots below"A"line. No.200 sieve) TERMS DESCRIBING SOILS TERMS DESCRIBING MATERIALS SILTS AND CLAYSCH Inorganic fat clay. High plasticity. (excludes particles>3",organics,debris,etc.) (i.e.particles>3",organics,debris,etc.) (Liquid Limit of 50 or GREATER) PI plots on or above"A"line. Trace: Particles present,but<5% Occasional:Particles present,but< 10% OH Organic silts and clays. High plasticity. Few: 5%to 15% Frequent: 10%to 25% Little: 15%to 25% Many: >25% HIGHLY ORGANIC SOILS � \� PT Peat and other highly organic soils. Decomposed Some: 25%to 50% vegetable tissue. Fibrous to amorphous texture. TERMS DESCRIBING MOISTURE TERMS DESCRIBING STRUCTURE Dry: Absence of moisture;dusty Layer: >3"thick BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by combinations Moist: Damp,but no visible water Seam: 1/16"to 3"thick of group symbols. Wet: Visible/free water Parting: < 1/16"thick KEY TO SYMBOLS AND SAND GRAVEL DESCRIPTIONS SILT OR CLAY Cobbles Boulders Fine Medium Coarse Fine Coarse No.200 No.40 No.10 No.4 3/4" 3" 12" Geotechnical Laboratory Testing Reports Particle Size Distribution Report . _ aoo _ � _ � � o oo � 10 M N n M xk ik tk z* 3k ik tk # xk 100 90 80 70 I I I I I W _Z 60 I I I I I I I I I I I I I I Z 50 I I I I I I I I I I I I I I LU U 10C 40 W 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 17.5 7.7 12.8 22.0 40.0 TEST RESULTS Material Description Opening Percent Spec." Pass? Silty sand with gravel Size Finer (Percent) (X=Fail) 1/2 100.0 3/8 92.9 Atterberg Limits (ASTM D 4318) #4 82.5 PL= LL= PI= #10 74.8 #20 68.5 Classification 440 62.0 USCS(D 2487)= SM AASHTO(M 145)= #50 58.1 Coefficients 9100 49.4 D90= 8.2566 D85= 5.9109 D60= 0.3533 #200 40.0 D50= 0.1566 D30= D15= D10= Cu= Cc= Remarks In-Situ Moisture:6.4% Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location:BB-1(S-5) Date Sampled: 6-10-16 Sample Number: 16-502 Depth: 15'-17' Client: Trident i Project: Edgev,-ood Project No: 16-15-034 Figure 001 Particle Size Distribution Report 10 M N n M xk U U xk U ik U 3k U 100 90 80 70 I I I I I W _Z 60 I I I I I I I I I I I I I I I Z 50 I I I I I I I I I I I I I I U 0C 40 W 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 15.9 4.8 3.9 10.6 26.8 38.0 TEST RESULTS Material Description Opening Percent Spec." Pass? Silty sand with gravel Size Finer (Percent) (X=Fail) 1 100.0 3/4 84.1 Atterberg Limits (ASTM D 4318) 1/2 84.1 PL= LL= PI= 3/8 82.0 #4 79.3 Classification 410 75.4 USCS(D 2487)= SM AASHTO(M 145)= #20 70.6 Coefficients 440 64.8 D90= 21.7614 D85= 19.5911 D60= 0.2843 #50 60.7 D50= 0.1474 D30= D15= 9100 50.3 D10= Cu= Cc= #200 38.0 Remarks In-Situ Moisture:9.3% Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location:BB-2(S-2) Date Sampled: 6-10-16 Sample Number: 16-503 Depth: 2'-4' Client: Trident i Project: Edgev,-ood Project No: 16-15-034 Figure 002 Particle Size Distribution Report _ � _ � o oo � oao 10 M N r r \ M xk U U xk U ik U 3k U 100 90 80 N 70 LL W _Z 60 I I I I I I I I I I I I I I I� Z 50 I I I I I I I I I I I I I I U 0C 40 W IL 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 14.4 4.4 10.3 30.1 40.8 TEST RESULTS Material Description Opening Percent Spec." Pass? Silty sand Size Finer (Percent) (X=Fail) 3/4 100.0 1/2 95.8 Atterberg Limits (ASTM D 4318) 3/8 90.1 PL= LL= PI= #4 85.6 #10 81.2 Classification 420 76.3 USCS(D 2487)= SM AASHTO(M 145)= #40 70.9 Coefficients 450 67.2 D90= 9.4609 D85= 4.0238 D60= 0.1866 #100 55.9 D50= 0.1130 D30= D15= 9200 40.8 D10= Cu= Cc= Remarks In-Situ Moisture:9.4% Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location:BB-6(S-5) Date Sampled: 6-10-16 Sample Number: 16-504 Depth: 15'-17' Client: Trident i Project: Edgev,-ood Project No: 16-15-034 Figure 003 Particle Size Distribution Report _ � _ � o oo � oao c0 M N n xk U U xk U ik U 3k U 100 90 80 70 W _Z 60 r Z 50 I I I I I I I I I I I I I I LU U li li II II II II II II II li li II II II II 0C 40 W 30 20 to- OL 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 5.4 4.3 9.8 30.7 49.8 TEST RESULTS Material Description Opening Percent Spec." Pass? Silty sand Size Finer (Percent) (X=Fail) 3/8 100.0 44 94.6 Atterberg Limits (ASTM D 4318) #10 90.3 PL= LL= PI= #20 86.1 #40 80.5 Classification 450 76.2 USCS(D 2487)= SM AASHTO(M 145)= #100 64.3 Coefficients 9200 49.8 D90= 1.8610 D85= 0.7175 D60= 0.1211 D50= 0.0758 D80= D15= D10= Cu= Cc= Remarks In-Situ Moisture: 19.6% Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location:1313-10(S-1) Date Sampled: 6-10-16 Sample Number: 16-505 Depth: 0'-2' Client: Trident i Project: Edgewood Project No: 16-15-034 Figure 004 Particle Size Distribution Report 10 M N n M xk U U xk U ik U 3k U 100 90 80 70 I I I I W _Z 60 I I I I I I I I I I I I I I I I I I I I I I I I I I I I Z 50 LUU 0C 40 W 30- 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 3.9 7.9 2.8 9.4 37.3 38.7 TEST RESULTS Material Description Opening Percent Spec." Pass? Silty sand Size Finer (Percent) (X=Fail) 1 100.0 3/4 96.1 Atterberg Limits (ASTM D 4318) 1/2 93.3 PL= LL= PI= 3/8 90.8 #4 88.2 Classification 410 85.4 USCS(D 2487)= SM AASHTO(M 145)= #20 81.8 Coefficients 440 76.0 D90= 8.4776 D85= 1.7756 D60= 0.1747 #50 71.2 D50= 0.1165 D30= D15= 9100 56.3 D10= Cu= Cc= #200 38.7 Remarks In-Situ Moisture: 8.2% Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location:1313-11(S-5) Date Sampled: 6-10-16 Sample Number: 16-506 Depth: 20'-22' Client: Trident cm' m� Project: Edgev,-ood Project No: 16-15-034 Figure 005 Particle Size Distribution Report _ � _ � o oo � oao 10 M N r r \ M xk U U xk U ik U 3k U 100 90 80 70 I I I I W _Z 60 I I I I I I I I I I I I I I Z 50 I I I I I I I I I I I I I I LU U 0C 40 W 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 12.8 4.1 11.3 31.5 40.3 TEST RESULTS Material Description Opening Percent Spec." Pass? Silty sand Size Finer (Percent) (X=Fail) 3/4 100.0 1/2 93.2 Atterberg Limits (ASTM D 4318) 3/8 91.9 PL= LL= PI= #4 87.2 #10 83.1 Classification 420 78.1 USCS(D 2487)= SM AASHTO(M 145)= #40 71.8 Coefficients 450 67.4 D90= 6.9060 D85= 3.1649 D60= 0.1928 #100 55.1 D50= 0.1174 D30= D15= 9200 40.3 D10= Cu= Cc= Remarks In-Situ Moisture: 11.6% Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location: SB-3(S-2) Date Sampled: 6-10-16 Sample Number: 16-507 Depth: 5'-7' Client: Trident i Project: Edgev,-ood Project No: 16-15-034 Figure 006 Particle Size Distribution Report _ �O o oo � oao c0 M N n � xk ik tk xk 3k ik tk # xk 100 90 80 70 W _Z 60 r Z 50 I I I I I I I I I I I I I I I U 0C 40 W 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 2.9 2.1 8.0 35.6 51.4 TEST RESULTS Material Description Opening Percent Spec." Pass? Sandy silt Size Finer (Percent) (X=Fail) 3/8 100.0 44 97.1 Atterberg Limits (ASTM D 4318) #10 95.0 PL= LL= PI= #20 91.8 #40 87.0 Classification 450 83.4 USCS(D 2487)= ML AASHTO(M 145)= #100 70.6 Coefficients 9200 51.4 D90= 0.6320 D85= 0.3445 D60= 0.1008 D50= D30= D15= D10= Cu= Cc= Remarks In-Situ Moisture: 14.8% Date Received: 6-15-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location: SB-3(S-3) Date Sampled: 6-10-16 Sample Number: 16-508 Depth: 10'-12' Client: Trident cm' m� Project: Edgev,-ood Project No: 16-15-034 Figure 007 Particle Size Distribution Report _ � _ � o oo � oao c0 M N n xk U U xk U ik U 3k U 100 90 80 70 W _Z 60 r Z 50 I I I I I I I I I I I I I I I U 0C 40 W 30 20 10 T_ IL 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 5.8 4.3 10.9 33.6 45.4 TEST RESULTS Material Description Opening Percent Spec." Pass? Silty sand Size Finer (Percent) (X=Fail) 3/8 100.0 44 94.2 Atterberg Limits (ASTM D 4318) #10 89.9 PL= LL= PI= #20 85.1 #40 79.0 Classification 450 74.6 USCS(D 2487)= SM AASHTO(M 145)= #100 61.9 Coefficients 9200 45.4 D90= 2.0564 D85= 0.8431 D60= 0.1378 D50= 0.0903 D30= D15= D10= Cu= Cc= Remarks In-Situ Moisture: 17.9% Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location: SB-4(S-1) Date Sampled: 6-10-16 Sample Number: 16-509 Depth: 0'-2' Client: Trident i Project: Edgev,-ood Project No: 16-15-034 Figure 008 cn r-r (D O rmlpLO L4 N SITE PHOTOGRAPHS EDGEWOOD SMALL HOUSE PROJECT 575 OSGOOD STREET NORTH ANDOVER, MASSACHUSETTS P�Xjy r Df� I �W „fid I v � i Site, To East Well installation at BB-5 r: Lu nfi- a. I� M �n �5 Drilling operations, Typical Split spoon sampling activities, Typical r I) „,✓lel � �/ 0 in i r >~,�sy »/y� Y yi r �✓ n nr ,/ �/f`�'�j'/Y� n /ii ; o ✓ I .t lmo k r 1 /�e;, riii/' III Spoon sample of Glacial Till w/mottling Spoon sample of very dense Glacial Till iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliilI Page 1 of 1 J ""1'111Vl m,.�.,.,„.I� �„a14 �� uuVlll k GE O TE GME Ct' IIL.......IIIA III Illp�IIL.......IIL.......III�p�,�III�� �������� �� I flSIG G SUPPLEMENTAL INFILTRATION TESTING REPORT (Revision 1) PROPOSED EDGEWOOD SMALL HOUSE PROJECT 575 OSGOOD STREET NORTH ANDOVER, MASSACHUSETTS Prepared For: Pond Pasture LLC 575 Osgood Street North Andover, Massachusetts 01845 Prepared By: John Turner Consulting, Inc. 19 Dover Street Dover, New Hampshire 03820 JTC Project No.: 16-15-034 October 4, 2016 ILII N IIWuRCESTERJA II WESITMUI MA II II IIS MIIIL), IL..� ID „ JUh°°NIIS II II „ TABLE OF CONTENTS Report Text, Limitations, & Tables Test Location Plan Test Pit Logs Geotechnical Laboratory Testing Reports Site Photographs Report Text, Limitations, & Tables , .,.. Proposed Edgewood Small House Project—North Andover,Massachusetts X Supplemental Infiltration Testing Report(Revision 1)—October 4,2016 SUPPLEMENTAL INFILTRATION TESTING REPORT (Revision 1) Prepared by: .JOIIIWq TIJR flKR t.'0N11iJJ1 1'IIII tJ, IN('1111 19 Dover Street Dover, New Hampshire 03820 www.ConsultJTC.com TO: Bob Coppola Pond Pasture, LLC 575 Osgood Street North Andover, Massachusetts 01845 FROM: Sarah Kurtzer /Rachel Guptel Judson Zachar, P.E. Staff Geotechnical Engineer Senior Geotechnical Engineer DATE: October 4, 2016 RE: SUPPLEMENTAL INFILTRATION TESTING REPORT (Revision 1) PROPOSED SMALL HOUSE PROJECT EDGEWOOD RETIREMENT COMMUNITY NORTH ANDOVER, MASSACHUSETTS JTC PROJECT NUMBER: 16-15-034 John Turner Consulting, Inc. (JTC) is pleased to present this Supplemental Infiltration Testing Report for the proposed Small House Project to be located in the Edgewood Retirement Community at 575 Osgood Street in North Andover, Massachusetts. JTC conducted supplemental test pits, soil sampling, laboratory testing, and infiltration testing in general accordance with requests by SMRT Architects and Engineers and the Town of North Andover Planning Board on September 16, 2016. 1.0 TEST PITS JTC subcontracted Will Davis Excavation to perform four(4) test pits (designated as B-A through B-D, inclusive), via a rubber tracked Yanmar Vio45. The test pit locations were selected and pre- marked by SMRT Engineers for the purpose of infiltration testing (IT). Three of the test pits targeted the locations of proposed underground infiltration systems (elevations +176, +175, and +175). A fourth test pit targeted an area north of the proposed parking area at elevation+180. The attached Test Location Plan depicts the approximate test pit locations. JTC directed the excavation and testing activities and logged the subsurface conditions encountered at each test pit location. The test pits were advanced to depths ranging from 7-10 feet below the ground surface (bgs). Detailed records of the excavation, including soil, bedrock, and groundwater conditions observed at each test pit location are provided on the attached Test Pit Logs. Photographs of the test pits and soils are included in the attached Site Photographs. iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillilillillillillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillI Page 1 of 4 , .,.. Proposed Edgewood Small House Project—North Andover,Massachusetts Supplemental Infiltration Testing Report(Revision 1)—October 4,2016 2.0 GEOTECHNICAL LABORATORY TESTING Bulk soil samples were collected at 4.5 feet bgs for geotechnical laboratory testing at our in-house laboratory. The following tests were performed: • 4 Moisture contents; • 4 Particle-size analyses; and • 4 Hydrometer analyses. Geotechnical laboratory testing was performed in general accordance with ASTM procedures. Table I (attached) summarizes the test results, including the particle-size distributions and the associated soil classifications. Individual test results are provided on the attached Geotechnical Laboratory Testing Reports. It should be noted that the soil conditions were very dry at 4.5 feet bgs, as evidenced in the laboratory testing reports. 3.0 INFILTRATION TESTING JTC installed a 4-inch diameter Schedule 40 polyvinyl chloride (PVC) casing in four separate test pits (B-A through B-D, inclusive) for the purpose of infiltration testing. Each test pit was backfilled with soil cuttings upon test set up completion. 3.1 Infiltration Test Procedure JTC performed an infiltration test at each test pit location, as follows: • Each PVC casing was at 4.5 feet bgs and backfilled with soil cuttings; • An approximately 2-inch thick layer of fine gravel was placed at the bottom of the casing to protect the soil at the bottom of the casing from scouring and sedimentation; • Each casing was filled with water to 2 feet above the bottom of the boring to "pre-soak" for approximately 24 hours; and • The next day, each casing was re-filled with water to 2 feet above the bottom of the trench and the subsequent water level drop was monitored/measured for 1 hour. This final procedure was repeated 3 times at each location. 3.2 Infiltration Test Results The test results are summarized in the following table. iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillI Page 2 of 4 , .,.. Proposed Edgewood Small House Project—North Andover,Massachusetts Supplemental Infiltration Testing Report(Revision 1)—October 4,2016 Summary of Infiltration Testing Test Soil Type, Rawls Rate Measured Allowable Infiltration Pit (Lab Analysis) ( A Infiltration Rate Rate No,. Storm'water Average of 4, (Factor of Safety=2) Handbook) Measurements (inches/hour) (inehes/hour) (inches/hour) B-A Sand 8.27 19.00 9.50 B-B Sandy Loam 1.02 4.75 2.38 B-C Sandy Loam 1.02 4.25 2.13 B-D Loamy Sand 2.41 11.60 5.80 The average rate of infiltration measured at locations B-A and B-D was significantly higher than locations B-B and B-C. The soil at locations B-A and B-D contained a significantly higher percentage of gravel and cobbles, thus influencing the infiltration rate. Additionally, JTC had difficulty seating the PVC casing at locations B-A and B-D due to the presence of cobbles/gravel, and may have resulted in some lateral dispersion of the water during the test. JTC recommends applying a minimum safety factor of 2 to the average of these measurements, as shown in the table above. 4.0 GROUNDWATER Two (2)piezometers were previously installed (June 2016) in borings BB-5 and BB-11 to depths of 15 and 20 feet bgs, respectively. Groundwater was measured in the piezometers over 24 hours after installation (on June 10, 2016) at depths of 9.3 and 9.2 feet bgs. Boring logs for BB-5 and BB-11 are attached. Groundwater was not present in these piezometers on September 27, 2016. Based on the information available, the groundwater encountered during drilling activities in June 2016 appears to have been a perched water table. Groundwater was not encountered in any of the test pits performed during this supplemental investigation/testing program. Iron-oxide staining was observed at 4.25 feet bgs in Test Pits B-A and B-D, which may be indicative of a seasonal high water table at that depth/location. However, JTC's review of the "Surficial Geologic Map of the Salem Depot-Newburyport East-Wilmington- Rockport; 16 Quadrangle Area in Northeast Massachusetts" (Stone, Stone, and DiGiacomo-Cohn et. all, 2006; Open File No. 2006-1260B) indicates that an oxidized zone is generally present in the upper part of the "Lower Till". This zone commonly shows closely-spaced joints that are stained with iron and manganese oxides that formed during a period of interglacial weathering. Site groundwater levels should be expected to fluctuate seasonally and in response to precipitation events, construction activity, site use, and adjacent site use. iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillI Page 3 of 4 , .,.. Proposed Edgewood Small House Project—North Andover,Massachusetts X Supplemental Infiltration Testing Report(Revision 1)—October 4,2016 5.0 CONCLUSION We trust the contents of this report are responsive to your needs at this time. Should you have any questions or require additional assistance,please do not hesitate to contact our office. iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillilillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillI Page 4 of 4 CN we I Z kV; LIMITATIONS Explorations 1. The analyses and recommendations presented in this report are based in part upon the data obtained from widely-spaced subsurface explorations. Subsurface conditions between exploration locations may vary from those encountered at the exploration locations. The nature and extent of variations between explorations may not become evident until construction. If variations appear, it will be necessary to re-evaluate the recommendations of this report. 2. The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized and have been developed by interpretation of widely-spaced explorations and samples; actual strata transitions are probably more gradual. For specific information, refer to the individual test pit and/or boring logs. 3. Water level readings have been made in the test pits and/or test borings under conditions stated on the logs. These data have been reviewed and interpretations have been made in the text of this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, and other factors differing from the time the measurements were made. Review 4. It is recommended that John Turner Consulting, Inc. be given the opportunity to review final design drawings and specifications to evaluate the appropriate implementation of the geotechnical engineering recommendations provided herein. 5. In the event that any changes in the nature, design, or location of the proposed areas are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of the report modified or verified in writing by John Turner Consulting, Inc. Construction 6. It is recommended that John Turner Consulting, Inc. be retained to provide geotechnical engineering services during the earthwork phases of the work. This is to observe compliance with the design concepts, specifications, and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. Use of Report 7. This report has been prepared for the exclusive use of Pond Pasture, LLC in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied,is made. 8. This report has been prepared for this project by John Turner Consulting, Inc. This report was completed for preliminary design purposes and may be limited in its scope to complete an accurate bid. Contractors wishing a copy of the report may secure it with the understanding that its scope is limited to preliminary geotechnical design considerations. TABLE 1 Summary of Geotechnical Laboratory Testing (Particle-Size Distributions&Associated Soil Classifications) ,Exploration Sample, Sample No. No, Depth, Particle-Size LSCS Party"lee U4 TermDescription Whole 3"Minus Name + Symbol + Term; Descripl?exr�, Whole #111 WIrrus Nam Texbam (t bgs) i%) (%) f )' class. Cobble 12"-3" 16.4 O.D Cobble 12"-3" 16.4 0.0 Gravel 3"-4.750 mm 47.4 56.7 Gravel 3"-2.000 mm 56.8 0.0 Gravel w/sand&silt, VeryGravelljt B-A B-A 4-5 Sand 4.750 mm Sand, Silt 0.075 mm occ.to some cobbles-0.005 mm 3.8 4.5 Silt 0.050 mm-0.002 mm 3.8 14.2 Sand' Clay <0.005 mm 0.5 0.6 Clay <0.002 mm 0.1 0.4 Exploration, Sample, Sample, ........ No. No, Depth Particle-Size Uscs ParLr le 4ize P� Term Description Whole 3"Minus Name + Symbol Term Description Whole #11Q=1#llirrus, Nance, Texture {ft ags)� N (%► N class Cobble 12"-3" 0.0 O.D Cobble 12"-3" 0.0 0.0 Gravel 3"-4.750 mm 11.8 11.8 Gravel 3"-2.000 mm 13.8 0.0 Silty sand, Sandy B-B B-B 4-5 Sand 4.750 mm-0.075 mm 52.0 52.0 SM Sand 2.000 mm-0.050 mm 52.3 60.7 SandyLg4rn few gravel Loam Silt 0.075 mm-0.005 mm 33.9 33.9 Silt 0.050 mm-0.002 mm 32.8 38.0 Clay <0.005 mm 2.3 2.3 Clay <0.002 mm 1.1 1.3 Exploration Sample Sample NO. No. Depth Particle-Size lists PatQlle She 1!$ Term' Description Whole ; 3"Minus Name + Symbol + Termm Descti Whole #ifl Mirrus Name Texture (ft bgs) )%) l%) ' )' Class Cobble 12"-3" 0.0 0.0 Cobble 12"-3" 0.0 0.0 Gravel 3"-4.750 mm 13.7 13.7 Gravel 3"-2.000 mm 14.9 0.0 Silty sand, Sandy B-C B-C 4-5 Sand 4.750 mm-0.075 mm 49.9 49.9 SM Sand 2.000 mm-0.050 mm 50.8 59.7 Sandy[oam Silt 0.075 mm few gravel-0.005 mm 34.3 34.3 Silt 0.050 mm-0.002 mm 33.2 39.0 Loam Clay <0.005 mm 2.1 2.1 Clay <0.002 mm 1.1 1.3 Exploration Sample Sample,, No. No, Depth Particle-Size Uscs Particle-stze U Term' Description Whole 3"Minus Name + jSymbol Term' Description Whole. #10Mlnas Name TeX4_ {ft hgs): N (%) l ►' Cla s Cobble 12"-3" 13.6 0.0 Cobble 12"-3" 13.6 0.0 Gravel 3"-4.750 mm 44.2 51.2 Gravel 3"-2.000 mm 49.1 0.0 O B-D B-D 4-5 Sand 4.750 mm-0.075 mm 33.0 38.2 Gravel w/silt&sand, GP-GM Sand 2.000 mm-0.050 mm 29.0 77.8 VeryaMelll Loamy OCC.to some cobbles �aamy Sand Sand' Silt 0.075 mm-0.005 mm 8.3 9.6 Silt 0.050 mm-D.002 mm 7.8 20.9 Clay <0.005 mm 0.9 1.0 1 Clay <0.002 mm 0.5 1.3 Prepared By/Date: TCC 09/29/16 Checked By/Date: RG 10/03/16 �D N �r r 0 o' v I �L- - HvCRC}LC X01 Gt,CCU r+r.R.ctt c sa U ,Q I 1 ` °#C c1 �p All rr 1 � BC i / t Is tt I FM Notes: 1. Test pits were performed on September 27,2016 under the direction of JTC.Infiltration tests were performed on September 28,2016.The test locations were pre-marked by the project's surveyor,MHF design. JTC excavated as close as possible to the pre-marked locations,under the constraints of equipment access and stipulation of no tree cutting. 2. Refer to the Test Pit Logs for the subsurface conditions encountered at each test location. 3. Basemap source(s):September 19,2016"Site Boring Plan"prepared by SMRT. 4. Notto Scale. Pond Pasture,LLC Proposed Edgewood Small House Project 575 Osgood Street 575 Osgood Street North Andover,Massachusetts 01845 North Andover,Massachusetts 01845 TEST LOCATION PLAN �D N W O _� �� C4 r 0 ca TEST PIT LOG Test Pit No.: B-A PROJECT EDGEWOOD SMALL HOUSE PROJECT PROJECT NO. 575 OSGOOD STREET N ANDOVER MA 16-15-034 CLI ENT DATE POND PASTURE LLC 9-27-16 LOCATION ELEV. SEE TEST LOCATION PLAN +182 FT EXCAVATION METHOD LOGGER YANMAR V1045 RG/SK DEPTH TO -Water: NA When checked: SOIL SYMBOLS ELEVATION/ AND SAMPLERS Y DESCRIPTION DEPTH GRAPHIC 'D uscs m 182--0 Dark brown, silty sand(SM)-frequent organics,frequent rootlets;moist: FOREST MAT Orange brown,silty fine sand(SM)-trace rootlets,occasional cobbles;dry: SUBSOIL Brown, silty fine to medium sand(SM)-trace coarse sand,few gravel, 180 2 occasional cobbles;dry:UPPER GLACIAL TILL Tan,gravel with sand and silt(GW-GM)-occasional to some cobbles;dry: LOWER GLACIAL TILL 178--4 6" seam iron oxide staining at 4.25 feet bgs 0 6.: 176--6 174--8 Bottom of test pit at 8 feet bgs 172-- 10 Notes: TEST PITS WERE BACKFILLED UPON COMPLETION OF INFILTRATION TEST John Turner Consulting TEST PIT LOG Test Pit No.: B-B PROJECT EDGEWOOD SMALL HOUSE PROJECT PROJECT NO. 575 OSGOOD STREET N ANDOVER MA 16-15-034 CLI ENT DATE POND PASTURE LLC 9-27-16 LOCATION ELEV. SEE TEST LOCATION PLAN +176 FT EXCAVATION METHOD LOGGER YANMAR V1045 RG/SK DEPTH TO -Water: NA When checked: SOIL SYMBOLS ELEVATION/ AND SAMPLERS Y DESCRIPTION DEPTH GRAPHIC 'D uscs m 176--0 Dark brown, silty sand(SM)-frequent organics,frequent rootlets;moist: FOREST MAT Tan,silty fine sand(SM)-trace rootlets; dry: SUBSOIL 174 2 Light brown, silty fine to medium sand(SM)-trace coarse sand,few gravel; dry:UPPER GLACIAL TILL 172--4 Light tan, silty fine sand(SM)-few gravel,occasional cobbles; dry: LOWER GLACIAL TILL � o 170--6 :o 160 S 166 10 Bottom of test pit at 10 feet bgs Notes: TEST PITS WERE BACKFILLED UPON COMPLETION OF INFILTRATION TEST John Turner Consulting TEST PIT LOG Test Pit No.: B-C PROJECT EDGEWOOD SMALL HOUSE PROJECT PROJECT NO. 575 OSGOOD STREET N ANDOVER MA 16-15-034 CLI ENT DATE POND PASTURE LLC 9-27-16 LOCATION ELEV. SEE TEST LOCATION PLAN +172 FT EXCAVATION METHOD LOGGER YANMAR V1045 RG/SK DEPTH TO -Water: NA When checked: SOIL SYMBOLS ELEVATION/ AND SAMPLERS Y DESCRIPTION DEPTH GRAPHIC 'D uscs m 172--0 Dark brown, silty sand(SM)-frequent organics,frequent rootlets;moist: FOREST MAT Tan,silty fine sand(SM)-trace rootlets,occasional cobbles;dry: SUBSOIL Light tan, silty fine to medium sand sand(SM)-few gravel,occasional 170 2 cobbles; dry: LOWER GLACIAL TILL o .o 168--4 o : 166--6 164--8 162 10 Bottom of test pit at 10 feet bgs Notes: TEST PITS WERE BACKFILLED UPON COMPLETION OF INFILTRATION TEST John Turner Consulting TEST PIT LOG Test Pit No.: B-D PROJECT EDGEWOOD SMALL HOUSE PROJECT PROJECT NO. 575 OSGOOD STREET N ANDOVER MA 16-15-034 CLI ENT DATE POND PASTURE LLC 9-27-16 LOCATION ELEV. SEE TEST LOCATION PLAN +170 FT EXCAVATION METHOD LOGGER YANMAR V1045 RG/SK DEPTH TO -Water: NA When checked: SOIL SYMBOLS ELEVATION/ AND SAMPLERS Y DESCRIPTION DEPTH GRAPHIC 'D uscs m 170--0 Dark brown, silty sand(SM)-frequent organics,frequent rootlets;moist: FOREST MAT Tan,silty fine sand(SM)-trace rootlets,occasional cobbles;dry: SUBSOIL Tan brown,silty fine to medium sand(SM)-trace coarse sand,few gravel, 168 2 occasional cobbles;dry:UPPER GLACIAL TILL Light tan,gravel with silt and sand(GW-GM)-occasional to some cobbles; dry:LOWER GLACIAL TILL .a 166--4 6" seam iron oxide staining at 4.25 feet bgs 0: 164--6 Bottom of test pit at 7 feet bgs 162--8 160-- 10 Notes: TEST PITS WERE BACKFILLED UPON COMPLETION OF INFILTRATION TEST John Turner Consulting - - mt PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC L °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 NO. BB-5 DEPTH TO-WATER>INITIAL: s 10 AFTER 24 HOURS: s 93 CAVING> -L c o TEST RESULTS O •� a� w o °' E z m o Plastic Limit Liquid Limit Well/Piezo Description > �, @ t q o= C� U o Water Content- • W Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),loose,moist;FOREST ° a�+ w MAT .......................................... J J J Y -frequent organics ....................................:...... o -frequent cobbles from 3 to 5 ft.bgs. yJ J J ........................................... 3 J J J •� ........................................... Tan,silty fine to medium sand(Sl),trace coarse sand, 4 trace gravel,dense,moist;UPPER GLACIAL TILL 4 c .............:........................... 12 - occasional cobbles to 10 ft.bgs ;; ; n ................. m 1 19 22 .:.......:..... ID C ......................................... y = 8 ......................................... s d ......................................... C 777 1 29 78... sTan brown,silty fine to coarse sand(SM),few gravel, 33 very dense,moist; LOWER GLACIAL TILL 2 45 39 -orange mottling throughout c 12 -water @ 10 ft.bgs .... 12 o ... ... .... N L .... ... .... .... ... .... Y .... ... .... .... ... ...... T C ......:.......:......:......:.......:...... Boring terminated at 15 ft. Lo •- 16 ib m r d a 0 �m E ....................................... w c ....................................... w s20 ...................................... Q ....................................... 24 ...................................... 4 ....................................... 26 ....................................... 28 Figure PAGE 1 of 1 - - m PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC L °" PROJECT LOCATION: North Andover,MA L1C'�iC; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/10/16 NO. BB-1 1 DEPTH TO-WATER>INITIAL: s 18 AFTER 24 HOURS: s 9.2' CAVING> -L c o TEST RESULTS O .0 a) w o °' E z m o It Plastic Limit Liquid Limit Well/Piezo a, Description > �, 2 t q o= 0 U) U o Water Content- • W Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),loose, moist;FOREST ° 2 LO MAT 1 3 ..... : Y -frequent organics 5 o . ...... : . . Orange brown,silty tine sand(SM, loose,moist; SUBSOIL .....................:......:.............. - trace rootlets c4 1 ......................................... a = Tan,silty fine to medium sand(SM),trace coarse sand, ........................................... few gravel,dense, moist;UPPER GLACIAL TILL 10 w 12 ................ m 2 23 25 ..:.......:..... ID C ......................................... y = 8 ........................................... s d ........................................... 0 IF 1 13 ...8 sTan brown,silty fine to coarse sand(SM),few gravel, 30 very dense,moist; LOWER GLACIAL TILL 3 36 4s m rn 12 iz ... ... .... N L .... ... .... .... ... .... Y .... ... .... .... ... .... T 0 16 $4... N 33 16 4 51 .... 16- 45 d a 0 77 E -water L 18 ft.bgs ... ... .... 0 c .... ... .... .... ... .... w F 20 45 134 za 5 59 . . . . " ...... 75/5 Boring terminated at 22 ft. ........................................... ....................................... 24 ...................................... 4 ....................................... 26 ....................................... 28 Figure PAGE 1 of 1 Geotechnical Laboratory Testing Reports Particle Size Distribution Report _ �O o oo � oao t0 M N n � M xk ik tk xk 3k ik tk # xk 100 90 80 70 I I I I W _Z 60 I I I I I I I I I I I I I I I Z 50 I I I I I I I I I I I I I I LU U II II II II II II II I II II II II II II II 0C 40 W 30 20 to- 0-- 100 00100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 16.4 24.7 22.7 9.4 11.2 11.3 3.8 0.5 TEST RESULTS Material Description Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 5 100.0 4 88.3 3 83.6 Atterberg Limits (ASTM D 4318) 2 77.8 PL= LL= PI= 1 1/2 73.2 1 66.2 Classification 3/4 58.9 USCS(D 2487)= AASHTO(M 145)= 1/2 50.2 3/8 46.3 Coefficients #4 36.2 D90= 106.0508 D85= 88.2864 D60= 19.8562 #10 26.8 D50= 12.5257 D80= 2.8151 D15= 0.3938 #20 20.6 D10= 0.2166 Cu= 91.69 Cc= 1.84 #40 15.6 #50 12.7 #100 7.5 Remarks #200 4.3 In-Situ Moisture:4.6% 0.0368 mm. 1.8 0.0235 min. 1.1 0.0136 mm. 1.1 0.0097 min. 0.7 Date Received: 9-27-16 Date Tested: 9-28-16 0.0069 mm. 0.7 0.0034 min. 0.2 Tested By: Jeff Young 0.0014 mm. 0.1 Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location: B-A Date Sampled: 9-27-16 Sample Number: 16-952 Depth: 4'-5' Client: Pond Pasture,LLC Project: Proposed Edgewood Small House Project Project No: 16-15-034 Figure 009 Particle Size Distribution Report _ � _ � o oo � oao c0 N n M xk U U xk U ik U 3k U 100 90 80 70 I I I I W _Z 60 I I I I I I I I I I I I I I Z 50-- LU 0 I I I I I I I I I I I I I I I U 0C 40 W 30 20 to- 01 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 29.5 27.2 11.2 13.4 13.6 4.5 0.6 TEST RESULTS Material Description Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 5 100.0 3 100.0 Atterberg Limits (ASTM D 4318) 2 93.1 PL= LL= PI= 11/2 87.6 1 79.2 Classification 3/4 70.5 USCS(D 2487)= AASHTO(M 145)= 1/2 60.1 3/8 55.4 Coefficients #4 43.3 Dgp= 43.3863 D85= 33.0291 DB0= 12.6325 #10 32.1 D50= 6.9566 D30= 1.6163 D15= 0.2959 #20 24.6 D10= 0.1720 Cu= 73.43 Cc= 1.20 #40 18.7 #50 15.1 #100 9.0 Remarks #200 5.1 In-Situ Moisture:4.6% 0.0368 mm. 2.1 Note: 0.0235 min. 1.3 This report is based on material passingthe 3"sieve,per USCS. m 0.0136 m . 13 0.0097 min. 0.9 Date Received: 9-27-16 Date Tested: 9-28-16 0.0069 mm. 0.8 0.0034 min. 0.3 Tested By: Jeff Young 0.0014 mm. 0.1 Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location: B-A Date Sampled: 9-27-16 Sample Number: 16-952 Depth: 4'-5' Client: Pond Pasture,LLC Project: Proposed Edgewood Small House Project Project No: 16-15-034 Figure 009 Particle Size Distribution Report _ � _ � o oo � oao c0 N n M xk U U xk U ik U 3k U 100 90 80 70 I I I I I W _Z 60 I I I I I I I I I I I I I I Z 50 I I I I I I I I I I I I I I LU U 0C 40 W IL 30 20 to-- OL 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 6.4 5.4 2.0 10.3 39.7 33.9 2.3 TEST RESULTS Material Description Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 3 100.0 2 98.7 Atterberg Limits (ASTM D 4318) 1 1/2 97.8 PL= LL= PI= 1 94.6 3/4 93.6 Classification 1/2 92.0 USCS(D 2487)= AASHTO(M 145)= 3/8 90.9 Coefficients 94 88.2 D90= 7.6716 D85= 1.4463 D60= 0.1713 #10 86.2 D50= 0.1156 D30= 0.0638 D15= 0.0420 420 82.1 D10= 0.0277 Cu= 6.19 Cc= 0.86 #40 75.9 450 71.3 Remarks #100 56.8 In-Situ Moisture: 5.2% #200 36.2 0.0358 mm. 11.4 0.0229 nun. 9.1 Date Received: 9-27-16 Date Tested: 9-28-16 0.0134 mm. 6.8 0.0097 mm. 3.3 Tested By: Jeff Young 0.0069 mm. 2.6 Checked By: Travis Carpenter 0.0034 mm. 1.9 0.0014 mm. 0.8 Title: Director of Geotech.Eng. (no specification provided) Location: B-B Date Sampled: 9-27-16 Sample Number: 16-953 Depth: 4'-5' Client: Pond Pasture,LLC Project: Proposed Edgewood Small House Project Pro'ect No: 16-15-034 Figure 010 Particle Size Distribution Report _ � _ � o oo � oao c0 N n M xk U U xk U ik U 3k U 100 90 80 70 I I I I W _Z 60 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Z 50 U 0C 40 W 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 8.0 5.7 1.2 10.2 38.5 34.3 2.1 TEST RESULTS Material Description Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 3 100.0 2 96.5 Atterberg Limits (ASTM D 4318) 1 1/2 95.3 PL= LL= PI= 1 93.4 3/4 92.0 Classification 1/2 90.2 USCS(D 2487)= AASHTO(M 145)= 3/8 89.1 Coefficients 94 86.3 D9o= 12.0108 D85= 1.8902 D60= 0.1881 #10 85.1 D50= 0.1217 D80= 0.0632 D15= 0.0418 420 81.2 D10= 0.0321 Cu= 5.86 Cc= 0.66 #40 74.9 450 69.7 Remarks #100 54.8 In-Situ Moisture: 5.6% #200 36.4 0.0358 mm. 11.4 0.0229 nun. 9.1 Date Received: 9-27-16 Date Tested: 9-28-16 0.0133 mm. 7.4 0.0095 mm. 5.7 Tested By: Jeff Young 0.0069 mm. 3.2 Checked By: Travis Carpenter 0.0034 mm. 1.9 0.0014 mm. 0.8 Title: Director of Geotech.Eng. (no specification provided) Location: B-C Date Sampled: 9-27-16 Sample Number: 16-954 Depth: 4'-5' Client: Pond Pasture,LLC Project: Proposed Edgewood Small House Project Pro'ect No: 16-15-034 Figure 011 Particle Size Distribution Report . 10 M N n M xk U U xk U ik U 3k U 100 90 80 70 I I I I W _Z 60 I I I I I I I I I I I I I I I Z Z 50 I I I I I I I I I I I I I I U li li II II II II II II li li II II II II 0C 40 W 30 20- to- 0__ 0100 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 13.6 27.7 16.5 4.9 13.7 14.4 8.3 0.9 TEST RESULTS Material Description Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 4 100.0 2 78 9 Atterberg Limits (ASTM D 4318) 11/2 72.0 PL= LL= PI= 1 64.9 3/4 58.7 Classification 1/2 52.2 USCS(D 2487)= AASHTO(M 145)= 3/8 48.9 #4 42.2 Coefficients #10 37.3 D90= 83.4958 D85= 72.6794 D60= 20.2655 #20 31.1 D50= 10.5415 D80= 0.7581 D15= 0.1837 #40 23.6 D10= 0.0859 Cu= 235.95 Cc= 0.33 #50 19.5 #100 13.5 #zoo 9.2 Remarks 0.0358 nun. 5.0m1n-Situ Moisture:4.7% 0.0230 m . 3.5 0.0134 min. 3.0 m 0.0095 m . 2.5 0.0069 mrn. 1.4 Date Received: 9-28-16 Date Tested: 9-28-16 0.0034 ram. 0.8 0.0014 rrun. 0.3 Tested By: Checked By: Title: (no specification provided) Location: B-D Date Sampled: 9-28-16 Sample Number: 16-955 Depth: 4'-5' Client: Pond Pasture,LLC Project: Proposed Edgewood Small House Project Pro'ect No: 16-15-034 Figure 012 Particle Size Distribution Report _ � _ � o oo � oao c0 N n M xk U U xk U ik U 3k U 100 90 80 70 I I I I W _Z 60 I I I I I I I I I I I I I I Z 50 I I I I I I I I I I I I I I LU U 0C 40 W IL 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 32.1 19.0 5.8 15.8 16.7 9.6 1.0 TEST RESULTS Material Description Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 4 100.0 3 191.3 2 91.3 Atterberg Limits (ASTM D 4318) 11/2 83.4 PL= LL= PI= 1 75.1 3/4 67.9 Classification 1/2 60.4 USCS(D 2487)= AASHTO(M 145)= 3/8 56.6 #4 48.9 Coefficients #10 43.1 Dgp= 48.6214 D85= 40.6776 DB0= 12.3806 #20 36.0 D50= 5.3570 D30= 0.5203 D15= 0.1387 #40 273 D10= 0.0685 Cu= 180.76 Cc= 0.32 #50 22.6 #100 15.6 #zoo 10.6 Remarks 0.0358 nun. 5.8mIll-Situ Moisture:4.7% 0.0230 m . 4.0 Note: 0.0134 min. 3.4 This report is based on material passing the 3"sieve,per USCS. m 0.0095 m . 2.8 0.0069 min. 1.6 Date Received: 9-28-16 Date Tested: 9-28-16 0.0034 ram. 0.9 0.0014 min. 0.4 Tested By: Checked By: Title: (no specification provided) Location: B-D Date Sampled: 9-28-16 Sample Number: 16-955 Depth: 4'-5' Client: Pond Pasture,LLC Project: Proposed Edgewood Small House Project Pro'ect No: 16-15-034 Figure 012 cn r-r (D O rmlpLO L4 N Proposed Edgewood Small House Project 575 Osgood Street q;_1, fV'' North Andover,Massachusetts SITE PHOTOGRAPHS iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliillillilillillillillillilillillillillillillillillillilliillillillillillillilliilI �m a . A l " I l ✓ � it�?, ,r i i ws 1: Test pit B-A 2: Oxidation line in test pit B-A at—4.25' bgs p '�, I �Wf"19 �6'✓''�" r r��x��.� �V'a T,%`P& � f" r � �,v� t " � A ,,�, 'ru � � � � y M1 "J�x rri��rr�;'rk r d.✓ P,,P,f"'y" /���il��� u44!iy�� � w � � ��r 's n t ��! r✓q Uig J /,:�/ �r gym; � 3: Soils removed from test pit B-A 4: IT set up in test pit B-A Jyww Gr i � d` u e i f 1 r� a„ � � r 5: Test pit B-B 6: Soils removed from test pit B-B iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliilillilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliilI Page 1 of 2 Proposed Edgewood Small House Project 575 Osgood Street t f V'' North Andover,Massachusetts SITE PHOTOGRAPHS r (�rl m+ii i �✓/!f a ✓ "�✓k l� ✓�r s FF /% ��� / i 1 �, �f N � ✓�✓` �Wy ✓FVC/'Fj�%i/�j)/i I i i i u �� � ili � "j t/u�/m fr � /�✓J/�i�✓/I 1 r bar> � �✓ ✓ � r x f� :"ilt���� ✓. 7: Test pit B-C 8: Soils removed from test pit B-C a r✓ �incl r i 6 r / li a i I ✓ � �� t I h^�ii�r "m %r�' �� ✓i' did' �rh° %��/ � � � u r� li �� ir,��a Al✓✓� ;f� ✓��i�� rudw�riig� i � ��i � � 1a`FGI��. r � � ��7iw ✓I / /ir �f` r �� �� '/� iglu✓//%�➢' ✓m b t° / ✓�bi �.� / o � � ✓,„ 9 f l /� I e iv v, i �✓�, �^��� � %�� �ll°y/fes �c �j i ✓�1 r ,n f/ ��'� fi` 9: Test pit B-D 10: Soils removed from test pit B-D iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliilillilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliilI Page 2 of 2 Enter your data into the yellow highlighted cells Password=Texture Sand Clay Silt USDA Texture 88.00% 0.50% %Silt 1 11.50% SAND Boring B-A 59.00% 2.00% %Silt 2 39.00% SANDY LOAM Borinq B-B 58.00% 3.00% %Silt 3 39.00% SANDY LOAM Boring B-C 78.00% 3.00% %Silt 4 19.00% LOAMY SAND Boring B-D Optional Sand 1 Soil Texture Triangle Ver Coarse 0.00% •Coarse 0.00% • Medium 0.00% • Fine 0.00% •Very Fine 0.00% 7 r � Optional and 2 0 •Very Coarse 0.00% ' •` ., . •Coarse 0.00% _` v/ • Medium 0.00% ' ;=s, Clay • Fine 0.00% •Very Fine 0.00% z v va ' Optional Sand 3 „ ' t Very• Coarse 0.00% '' ..Stili =, Cla •Coarse 0.00% 40 _ clav f • Medium 0.00% g # ge3 IT f 14C €1I1 • Fine 0.00% t ci `f , •Ver Fine 0.00% - , x clav 1011M V { s` Optional and 4 �,undv o Ltr •Very Coarse 0.00% I,t 1 p I o it m .} t F •Coarse 0.00% loll �� — ' - - -xand - - - - �i�t- /o Medium 0.00% �t.. - - - - Fine 0.00% _ -. -.... __. ___- _:.. ..._ -.. • en� •Very Fine 0.00% Sand Separate. % Enter your data into the yellow highlighted cells Password=Texture Sand Clay Silt USDA Texture 51.00% 0.00% %Silt 1 49.00% SANDY LOAM Borinq BB-1 52.00% 0.00% %Silt 2 48.00% SANDY LOAM Boring BB-2 Op tionaland 1 Soil Texture Triangle 0.00% •Coarse 0.00% • Medium 0.00% • Fine 0.00% •Very Fine 0.00% r � Optional and 2 •Very Coarse 0.00% ' •Coarse 0.00% / • Medium 0.00% ' s 010 CII . • Fine 0.00% •Very Fine 0.00% 601 _ a Ar C. Optional Sand 3 „ ' l t ` CII •Very Coarse 0.00% ' s li ` •Coarse 0.00% 40i • Medium 0.00% i clav 10 • Fine 0.00% 4 ` am\ -Cla loamy %Ver Fine 0.00% ' � tt ci , A cl tv 1011M f a # 4II -f Optional and 4 ;N14 0a� •Very Coarse 0.00% I t / i MA TII a} t F •Coarse 0.00% silt-- • Medium 0.00% X_q n a t 4 • Fine 0.00% _ •Very Fine 0.00% Sand Separate. % Particle Size Distribution Report _ � _ � o oo � oao c0 N n M xk U U xk U ik U 3k U 100 90 80 70 I I I I I W _Z 60 I I I I I I I I I I I I I I I I I I I I I I I I I I I I Z 50 LU U li li II II II II II II II li li II II I II 0C 40 W 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 9.2 19.9 3.1 8.1 19.6 27.8 12.3 TEST RESULTS Material Description Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) Silty sand with gravel,few clay 3 100.0 2 98.3 Atterberg Limits (ASTM D 4318) 1 94.1 PL= LL= PI= 3/4 90.8 1/2 85.8 Classification 3/8 82.9 USCS(D 2487)=SM AASHTO(M 145)= #4 70.9 Coefficients 410 67.8 Dgp= 17.8689 D85= 11.6447 D60= 0.4405 #20 64.1 D50= 0.1576 D30= 0.0343 D15= 0.0087 440 59.7 D10= 0.0028 Cu= 159.86 Cc= 0.97 #50 56.9 #100 49.4 Remarks #200 40.1 In-Situ Moisture:4.2% 0.0293 mm. 27.0 0.0203 mm. 19.5 0.0121 mm. 16.8 Date Received: 10-21-16 Date Tested: 10-25-16 0.0087 mm. 15.0 0.0063 mm. 13.3 Tested By: Jeff Young 0.0032 mm. 10.6 Checked By: Travis Carpenter 0.0013 mm. 6.7 Title: VP of Engineering (no specification provided) Location: TP-1 (GS-1) Date Sampled: 10-19-16 Sample Number: 16-1029 Depth: 12'-12.5' Client: Pond Pasture,LLC Project: Proposed Edgewood Small House Project Pro'ect No: 16-15-034 Figure 014 Enter your data into the yellow highlighted cells Password =Texture Sand Clay Silt USDA Texture • 51.50% 11.90% %Silt 1 36.60% LOAM %Silt 2 100.00% SILT %Silt 3 100.00% SILT ® • %Silt 4 100.00% SILT Optional Sand 1 Soil Texture Triangle •Very Coarse 0.00% • Coarse 0.00% • Medium 0.00% • Fine 0.00% i •Very Fine 0.00% c 3'f _ Optional Sand 2 so ' - •Very Coarse 0.00% • Coarse 0.00% _ >` • Medium 0.00% -70 _ • Fine 0.00% •Very Fine 0.00io % Nil Optional Sand 3 •Very Coarse 0.00% "an c 1 • Coarse 0.00% 0 cla i • Medium 0.00% clay 1 � Silty _ z • Fine 0.00% = r - ,CIa Iona %Very Fine 0.00% `� sandy. �Cjav 10am Optional Sand 4 sva •Very Coarse 0.00% 10 10a1 • Coarse 0.00% I � } #` _ :x t • z Medium 0.00% nF • Fine 0.00% - •Very Fine 0.00% Sand Separ=ate. TABLE 1 Summary of Geotechnical Laboratory Testing (Particle-Size Distributions&Associated Soil Classifications) ,Exploration Sample, Sample No. No, Depth Particle-Size Uscs Particle-size USDA Term Description Whole + 3"Minus Name + Symbol Torre DeAtr{pt(on Whole, :OA Minus, : Nance TLatW (ft bgs) 1V.) 1 ) tv, Class Cobble 12"-3" 16.4 0.0 Cobble 12"-3" 16.4 0.0 Gravel 3"-4.750 mm 47.4 56.7 Gravel 3"-2.000 mm 56.8 0.0 Gravel w/sand&silt, eryGravelly B-A B-A 4-5 Sand 4.750 mm-0.075 mm 31.9 38.2 GW-GM Sand 2.000 mm-0.050 mm 22.9 85.4 Send occ.to some cobbles � Sand Silt 0.075 mm-0.005 mm 3.8 4.5 Silt 0.050 mm-0.002 mm 3.8 14.2 Clay I <0.005 mm 0.5 0.6 Clay I <0.002 mm 0.1 0.4 Cobble 12"-3" 0.0 O.D Cobble 12"-3" 0.0 0.0 Gravel 3"-4.750 mm 11.8 11.8 Gravel 3"-2.000 mm 13.8 0.0 Silty sand, B-B B-134-5 Sand 4.750 mm-0.075 mm 52.0 52.0 SM Sand 2.000 mm-0.050 mm 52.3 60.7 Sandy loam few gravel (aaa Silt 0.075 mm-0.005 mm 33.9 33.9 Silt 0.050 mm-0.002 mm 32.8 38.0 Clay <0.005 mm 2.3 2.3 Clay <0.002 mm 1.1 1.3 Cobble 12"-3" 0.0 O.D Cobble 12"-3" 0.0 0.0 Gravel 3"-4.750 mm 13.7 13.7 Gravel 3"-2.000 mm 14.9 0.0 Silty sand, Sandy B-C B-C 4-5 Sand 4.750 mm-0.075 mm 49.9 49.9 SM Sand 2.000 mm-D.050 mm 50.8 59.7 Sandv'Loam Silt 0.075 mm-0.005 mm 34.3 34.3 few gravel Silt O.OSO mm-0.002 mm 33.2 39.0 Coarct Clay I <0.005 mm 2.1 2.1 Clay I <0.002 mm 1.1 1.3 Cobble 12"-3" 13.6 0.0 Cobble 12"-3" 13.6 0.0 Gravel 3"-4.750 mm 44.2 51.2 Gravel 3"-2.000 mm 49.1 0.0 B-D B-D 4-5 Sand 4.750 mm-0.075 mm 33.0 38.2 Gravel w/silt&sand, GP-GM Sand 2.000 mm-0.050 mm 29.0 77.8 +eryau )y L4aCaY occ.to some cobbles !,gpmy Sand, Sand' Silt 0.075 mm-0.005 mm 8.3 9.6 Silt 0.050 mm-0.002 mm 7.8 20.9 Clay <0.005 mm 0.9 1.0 Clay <0.002 mm 0.5 1.3 Cobble IT'-3" 0.0 0.0 Cobble 12"-3" 0.0 0.0 Gravel 3"-4.750 mm 29.1 29.1 Gravel 3"-2.000 mm 32.2 0.0 TP-1 Silty sand with gravel, tirav2{{y GS-1 12-12.5 Sand 4.750 mm-0.075 mm 30.8 30.8 SM Sand 2.000 mm-0.050 mm 34.9 51.5 Loam (10/19/16) few clay ',Loam Silt 0.075 mm-0.005 mm 27.8 27.8 Silt 0.050 mm-0.002 mm 24.8 36.6 Clay <0.005 mm 12.3 12.3 Clay <0.002 mm 8.1 11.9 Prepared By/Date: TCC 10/25/16 Checked By/Date: RG 10/25/16 Edgewood Ret,r&,,("t,,&rit SaL ,f ofl, Hmr,"r e Project Stormwater Management Report FEMA Flood Insurance Rate Map Appendix B ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY ""n I"t l I'I C,C 0""n \ \ \ \\\\ \\\� \\\ MAP SCALE 1" =500' app 1000 \�\ FEET METER �\ PANEL 0228E FIRSs ~ - ® FLOOD INSURANCE RATE MAP ESSEX COUNTY, MASSACHUSETTS - (ALL JURISDICTIONS) :�(Dmm PANEL 228 OF 800 s (SEE MAP INDEX FOR FIRM PANEL LAYOUT) CONTAINS: a COMMUNITY NUMBER PANEL SUFFIX \ NORTH ANQO1`ER. 25098 0228 F tl �: ` m TOWN OF \N7 s Ell - NotiicetoUser: The Map Number shown below should be used when placing map orders; the _ Community Number shown above should be used on insurance applications for the subject a community. g � MAP NUMBER � � ® 25009CO228F EFFECTIVE DATE €`"Q$ti` JULY 3,2012 Federal Emergency Management Agency � ),tC J lel This is an official copy of a portion of the above referenced flood map. It LL /L was extracted using F-MIT On-Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov Edgewood Ret,r&,,r't,,&rit SaL ,f ofl, Hmrr e Project Stormwater Management Report Pre-Development Drainage Analysis Appendix C • Pre-Development Watershed Map (Sheet C-120) • Pre-Development HydroCAD Report ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY ""n I"t l I'I c,c 0""n SGIIIA�H�E�T SHEET I o,A III MIN LEa oFFLII I 111 �PA,E 11.1 MIN II—Eo L-111 IND 11 4M� j MNT� T aIEIT11ATEISHEOLEOEIo >—TIME OFIoHEINTIAToSNAI Fw,PATa r ,I i NX \ 1 f II I J �a I / r / ll I. 1\ � o # o TFI I MAP 36 LOT 24II N/F FAMILY COOPERATIV\ l \ I II ' \ I / L 7S PRESCHOOL H ANDD . -. ��. �: . .v � ,• � l 549 STREET II I d x NORTH ANDOVER, MA eooK Wass PAGE 100 L F \ l DESIGNPOINT3 fIf -'� _ \ - 1 DIDoE�RP .R.NI o q� n211 \ SC103A a�P �'� —�' �� �' ISSUED FOR PERMITTINGEAT v -� A V 08-19-16 D ciao so�aR ��v \� c.RP..R.s.ESTa.us LL ° SC102A o X \ \ 1� I.IT 1111.1.11 E1711111 J 1DI I J\ �1x FILL`✓ �� �aI =<.._I �\��i eoceNlCOMMUNITY 0MMUNITY SMALL HOME PROJECT _ R=. �,. BN-" o o"rFo�EA TIE�RIF11 aITIEFT NaHNoa�a \ PRE-DEVELOPMENT a DESIGN POINT 2 - - - % WATERSHED MAP STORMSEX.CLOYSTDEM >�>_ >�> > >�>—> > >—>�>�> t " DESIGN \ LAKE ............. — FINFORIT NO MAP 36 LOT 3 Cj-120 - - N/F EDGEWOOD RE1`1 EMENT COMMUNITY, INC\ \ _ zd•G s�.aT FLE. c,zo,�oTe NOT FOR CONSTRUCTION 15078-PRE-DEV 161017 Type///24-hr 2 Year Rainfall=3.20" Prepared by SMR—T,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 2 Time span=0.00-24.00 hrs,dt=0.04 hrs,601 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S:SC101A Runoff Area=335,297 sf 0.00%Impervious Runoff Depth>0.25" Flow Length-1,398' Tc-16.8 min CN-55 Runoff-0.7 cfs 0.160 of 1 S Subcatchment 2S:SC101 B Runoff Area=81,439 sf 1.03%Impervious Runoff Depth>0.25" Flow Length=1,218' Tc=13.1 min CN=55 Runoff=0.2 cfs 0.039 of SC101 Subcatchment 3S:SC102A Runoff Area=18,525 sf 44.23%Impervious Runoff Depth>1.04" Tc=5.0 min CN=74 Runoff=0.5 cfs 0.037 of D P-3 2S D Subcatchment 4S:SC103A Runoff Area=2,327 sf 63.991%Impervious Runoff Depth>1.61" Tc=5.0 min CN=83 Runoff=0.1 cfs 0.007 of Ex.Field SC101B Link DP-1:Lake Inflow-0.9 cfs 0.199 of Primary=0.9 cfs 0.199 of l Link DP-2:Ex.Closed System Inflow=0.5 cfs 0.037 of DP 1 Primary-0.5 cfs 0.037 of SC103A Link DP-3:Ex.Field Inflow=0.1 cfs 0.007 of Lake Primary=0.1 cfs 0.007 of Total Runoff Area=10.046 ac Runoff Volume=0.242 of Average Runoff Depth=0.29" 97.59%Pervious=9.804 ac 2A1%Impervious=0.242 ac 3S SC102A DP-2i Ex.Closed System Subcat "Reach ;Pon k Routing Diagram for 15078-PRE-DEV 161017 Prepared by SMRT,Inc., Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 J2015 HydroCAD Software Solutions LLC 15078-PRE-DEV_161017 Type 11124-hr 2 Year Rainfall=3.20" 15078-PRE-DEV 161017 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 3 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S:SC101A Summary for Subcatchment 2S:SC101B Runoff = 0.7 cfs @ 12.50 hrs, Volume= 0.160 af, Depth> 0.25" Runoff = 0.2 cfs @ 12.44 hrs, Volume= 0.039 af, Depth> 0.25" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 his,dt-0.04 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 his,dt-0.04 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 50,977 55 Woods,Good,HSG B 841 98 Gravel parking 125,955 55 Woods,Good,HSG B 46,021 55 Woods,Good,HSG B 158.365 55 Woods,Good,HSG B 17,873 55 Woods,Good,HSG B 335,297 55 Weighted Average 16,704 55 Woods,Good,HSG B 335,297 100.00%Pervious Area 81,439 55 Weighted Average 80,598 98.97%Pervious Area Tc Length Slope Velocity Capacity Description 841 1.03%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Tc Length Slope Velocity Capacity Description Woods:Dense underbrush n=0.800 P2=3.60" (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 390 0.0840 4.67 Shallow Concentrated Flow, 7.8 50 0.0550 0.11 Sheet Flow, Unpaved Kv=16.1 fps Woods:Light underbrush n=0.400 P2=3.60" 2.9 560 0.0410 3.26 Shallow Concentrated Flow, 2.3 380 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, 3.0 788 0.0740 4.38 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 16.8 1,398 Total 13.1 1,218 Total Subcatchment 1S:SC101A Subcatchment 2S:SC101B Hydrogram Hydrograw, 0 75Runoff 0.2 Runoff o.ns 0.19 °7 Type III 24-hr 018 Type III 24-hr obs 0.7 0.6 2 Year Rainfall=3.20" 0.16 2 Year Rainfall_3.20" 055 Runoff Area=335,297 sf \ o.,a Runoff Area=81,439 Sf 05 Runoff Volume=0.160-af0;2 Runoff Volume=0.039 of w 045 Runoff Depth�0.25" wu 011 Runoff Depth>0.25" u . LL o35 Flow Length=1,398' LL o.09 Flow Length=1,218' 3 008 0Tc=13.1 min Tc=16.8-min 0.07 025 CN=55 o.os CN=55 o.z 0.9s 0.15 0.04 I 0.1 0.03 o.a2 0.05 0.01 oo.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 3 9__ 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 2 Year Rainfall=3.20" 15078-PRE-DEV 161017 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 5 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 3S:SC102A Summary for Subcatchment 4S:SC103A Runoff = 0.5 cfs @ 12.08 hrs, Volume= 0.037 af, Depth> 1.04" Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.007 af, Depth> 1.61" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 8,194 98 Paved parking,HSG B 1,489 98 Gravel parking 8,716 55 Woods,Good,HSG B 838 55 Woods,Good,HSG B 1.615 55 Woods,Good,HSG B 2,327 83 Weighted Average 18,525 74 Weighted Average 838 36.01%Pervious Area 10,331 55.77%Pervious Area 1,489 63.99%Impervious Area 8,194 44.23%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 4S:SC103A Subcatchment 3S:SC102A iydragra� Hydr°grap:, o.ns 0.11 s�RunaH 0.105 05 0.1 Type III 24-hr °66 Type III 24-hr �Rnnoh 0095 2 Year Rainfall=3.20" 0.09 045 2 Year Rainfall=3.20" 0.085 04 Runoff Area=18,525 sf 0075 Runoff Area=2,327 sf Runoff Volume=0.037 of 0.07 Runoff Volume=0.007 of ; 035 =0065 Runoff DepthA.61" ^, �0.06 03 Runoff DepthA.04" 0°.055 Tc-5.0 min: LL 025 Tc=5.0 min °.045 CN-83 0.04 0.2 CN=74 '~ 0.035 0.03 . 015 0.025 0.02 0.1 0.015 0.01 0 05 0.005 0.' ° 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 2 Year Rainfall=3.20" 15078-PRE-DEV 161017 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 7 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 8 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.567 ac, 0.20%Impervious, Inflow Depth> 0.25' for 2 Year event Inflow Area= 0.425 ac, 44.23%Impervious, Inflow Depth> 1.04" for 2 Year event Inflow = 0.9 cfs @ 12.49 hrs, Volume= 0.199 of Inflow = 0.5 cfs @ 12.08 hrs, Volume= 0.037 of Primary 0.9 cfs @ 12.49 hrs, Volume- 0.199 af, Atten-0%, Lag-0.0 min Primary 0.5 cfs @ 12.08 hrs, Volume- 0.037 af, Atten-0%, Lag-0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydro9raph Hydrograp 01 Inflow ff Inflow 095 B Primary 1 0.55 c.s ops B Primary 09 Inflow Area=9.567 = Inflow Area-0.425 0.95 . 0.5 18 0.75 0.45 17 0.4 0 65 06 " 035 '.. w 055 N 0.3 0.5 3 0.45 c u u 0.25 0.4 035 0.2- 0.3 .20 3 0.25 0.15- 0.2 .15 02 15 - 0.1 0 01 ., :. 0.05 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 1213 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 2 Year Rainfall=3.20" 15078-PRE-DEV 161017 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMR-T,Inc. Printed 10/17/2016 HydroCAD@ 10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 9 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Pace 10 Summary for Link DP-3:Ex.Field Time span=0.00-24.00 hrs,dt=0.04 hrs,601 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Inflow Area= 0.053 ac, 63.99%Impervious, Inflow Depth> 1.61" for 2 Year event Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Inflow = 0.1 cfs @ 12.08 hrs, Volume= 0.007 of Primary 0.1 cfs @ 12.08 hrs, Volume= 0.007 af, Atten=0%, Lag=0.0 min Subcatchment 1S:SC101A Runoff Area=335.297 sf 0.00%Impervious Runoff Depth>0.88" Flow Length-1,398' Tc-16.8 min CN-55 Runoff-4.4 cfs 0.563 of Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Subcatchment 2S:SC101 B Runoff Area=81.439 sf 1.03%Impervious Runoff Depth>0.88" Link DIP-3:Ex.Field Flow Length=1,218' Tc=13.1 min CN=55 Runoff=1.2 cfs 0.137 of Hy8'� 'ah Subcatchment 3S:SC102A Runoff Area=18.525 sf 44.23%Impervious Runoff Depth>2.20" Tc=5.0 min CN=74 Runoff=1.1 cfs 0.078 of 0.115- - - S Inflow 0 1 Fnroary Subcatchment 4S:SC103A Runoff Area=2,327 sf 63.99%Impervious Runoff Depth>2.99" 0.105 Inflow Area-0.053 " Tc=5.0 min CN=83 Runoff=0.2 cfs 0.013 of 01 0.095 0.D9 Link DP-1:Lake Inflow-5.5 cfs 0.700 of 0 5 Primary=5.5 cfs 0.700 of o a8 0.075 007 Link DP-2:Ex.Closed System Inflow=l.1 cfs 0.078 of 'FO-065 :` Primary=1.1 cfs 0.078 of 0.06 o os5 Link DP-3:Ex.Field Inflow=0.2 cfs 0.013 of 'a 0.05 0.045 Primary=0.2 cfs 0.013 of O.04 O.035 OM Total Runoff Area=10.046 ac Runoff Volume=0.791 of Average Runoff Depth=0.95" o cls 97.59%Pervious=9.804 ac 2A1%Impervious=0.242 ac 00.o 1 02s om o.00s a 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 10 Year Rainfall=4.80" 15078-PRE-DEV 161017 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 11 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 1S:SC101A Summary for Subcatchment 2S:SC101B Runoff = 4.4 cfs @ 12.29 hrs, Volume= 0.563 af, Depth> 0.88" Runoff = 1.2 cfs @ 12.22 hrs, Volume= 0.137 af, Depth> 0.88" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 50,977 55 Woods,Good,HSG B 841 98 Gravel parking 125,955 55 Woods,Good,HSG B 46,021 55 Woods,Good,HSG B 158.365 55 Woods,Good,HSG B 17,873 55 Woods,Good,HSG B 335,297 55 Weighted Average 16,704 55 Woods,Good,HSG B 335,297 100.00%Pervious Area 81,439 55 Weighted Average 80,598 98.97%Pervious Area Tc Length Slope Velocity Capacity Description 841 1.03%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Tc Length Slope Velocity Capacity Description Woods:Dense underbrush n=0.800 P2=3.60" (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 390 0.0840 4.67 Shallow Concentrated Flow, 7.8 50 0.0550 0.11 Sheet Flow, Unpaved Kv=16.1 fps Woods:Light underbrush n=0.400 P2=3.60" 2.9 560 0.0410 3.26 Shallow Concentrated Flow, 2.3 380 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, 3.0 788 0.0740 4.38 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 16.8 1,398 Total 13.1 1,218 Total Subcatchment 1S:SC101A Subcatchment 2S:SC101B Hydr ogr am Hydrograw, Runoff �Runafl Type III 24-hr Type III 24-hr ' 10 Year,Rainfall=4.80'? 10 Year Rainfall=4.80" Runoff Area=335,297 sf Runoff Area=81,439 sf 3 Runoff Volume=0.563 of Runoff Volume=0.137 of Runoff Depth>0.88" _ Runoff Depth>0.88„ LL Flow Length=1,398' LL Flow Length=1,218' 2 Tc=16.8 min Tc_13.1 min CN=55 CN=55 0 6. 0 12 3 4: 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 10 Year Rainfall=4.80" 15078-PRE-DEV 161017 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 13 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 3S:SC102A Summary for Subcatchment 4S:SC103A Runoff = 1.1 cfs @ 12.08 hrs, Volume= 0.078 af, Depth> 2.20" Runoff = 0.2 cfs @ 12.08 hrs, Volume= 0.013 af, Depth> 2.99" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 8,194 98 Paved parking,HSG B 1,489 98 Gravel parking 8,716 55 Woods,Good,HSG B 838 55 Woods,Good,HSG B 1.615 55 Woods,Good,HSG B 2,327 83 Weighted Average 18,525 74 Weighted Average 838 36.01%Pervious Area 10,331 55.77%Pervious Area 1,489 63.99%Impervious Area 8,194 44.23%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 4S:SC103A Subcatchment 3S:SC102A Hydrograph iydragra� 0.21- 0.2 .21 Py RunaH n_ _ °�s Type III 24-hr Type III 24-hr 0.8 �Rnnoh 0.17 10 Year Rainfall=4.80 ` 10 Year Rainfall=4.80" 1 Runoff Area=2,327 sf Runoff Area=18,525 sf 014Runoff Volume=0.013 of . 0.13 Runoff Volume=0.078 of 012 Runoff Depth>2.99" Runoff Depth>2.20„ o °a.; Tc=5.0 min - LL Tc-5.0 min LL °.09 °.08 CN=83 CN=74 0.07 0.06 0.05 '.. 0.04 0.01 0 0 - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 10 Year Rainfall=4.80" 15078-PRE-DEV 161017 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 15 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 16 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.567 ac, 0.20%Impervious, Inflow Depth> 0.88" for 10 Year event Inflow Area= 0.425 ac, 44.23%Impervious, Inflow Depth> 2.20" for 10 Year event Inflow = 5.5 cfs @ 12.28 hrs, Volume= 0.700 of Inflow = 1.1 cfs @ 12.08 hrs, Volume= 0.078 of Primary 5.5 cfs @ 12.28 hrs, Volume- 0.700 af, Atten-0%, Lag-0.0 min Primary 1.1 cfs @ 12.08 hrs, Volume- 0.078 af, Atten-0%, Lag-0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydro9ragh Hydrograp F Inflow ff Inflow 6- 1S Primary ,'itis S Primary Inflow Area-9.567 ss°' Inflow Area=0.425'"°' 6 1 4 0 0... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 1118 19 29 21 22 23 24 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 10 Year Rainfall=4.80" 15078-PRE-DEV 161017 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMR-T,Inc. Printed 10/17/2016 HydroCAD@ 10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 17 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Pace 18 Summary for Link DP-3:Ex.Field Time span=0.00-24.00 hrs,dt=0.04 hrs,601 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Inflow Area= 0.053 ac, 63.99%Impervious, Inflow Depth> 2.99" for 10 Year event Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Inflow = 0.2 cfs @ 12.08 hrs, Volume= 0.013 of Primary 0.2 cfs @ 12.08 hrs, Volume= 0.013 af, Atten=0%, Lag=0.0 min Subcatchment 1S:SC101A Runoff Area=335.297 sf 0.00%Impervious Runoff Depth>1.51" Flow Length-1,398' Tc-16.8 min CN-55 Runoff-8.7 cfs 0.969 of Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Subcatchment 2S:SC101 B Runoff Area=81.439 sf 1.03%Impervious Runoff Depth>1.51" Link DIP-3:Ex.Field Flow Length=1,218' Tc=13.1 min CN=55 Runoff=2.3 cfs 0.236 of Hy8'� 'ah Subcatchment 3S:SC102A Runoff Area=18.525 sf 44.23%Impervious Runoff Depth>3.18" Tc=5.0 min CN=74 Runoff=1.6 cfs 0.113 of F Inflow 0.21 IS Primary o z Subcatchment 4S:SC103A Runoff Area=2,327 sf 63.99%Impervious Runoff Depth>4.09" 01s �nflow area=0.053 �� Tc=5.0 min CN=83 Runoff=0.3 cfs 0.018 of 018 0.17 Link DP-1:Lake Inflow=10.9 cfs 1.205 of 016 Primary=10.9 cfs 1.205 of 01 s `• o1a 013 Link DP-2:Ex.Closed System Inflow=1.6 cfs 0.113 of w 0.12 Primary=1.6 cfs 0.113 of on ° °1 Link DP-3:Ex.Field Inflow=0.3 cfs 0.018 of LL o os 0.08 Primary=0.3 cfs 0.018 of 0.07 0.06 Total Runoff Area=10.046 ac Runoff Volume=1.336 of Average Runoff Depth=1.60" 0.05 97.59%Pervious=9.804 ac 2A1%Impervious=0.242 ac 0.04 0.02 0 02 0.01 0 ° 1 2 3 4 5 6 1 8 9 1° 11 12 13 14 15 16 11 18 19 20 21 22 23 24 Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 25 Year Rainfall=6.00" 15078-PRE-DEV 161017 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 19 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 1S:SC101A Summary for Subcatchment 2S:SC101B Runoff = 8.7 cfs @ 12.26 hrs, Volume= 0.969 af, Depth> 1.51" Runoff = 2.3 cfs @ 12.21 hrs, Volume= 0.236 af, Depth> 1.51" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 50,977 55 Woods,Good,HSG B 841 98 Gravel parking 125,955 55 Woods,Good,HSG B 46,021 55 Woods,Good,HSG B 158.365 55 Woods,Good,HSG B 17,873 55 Woods,Good,HSG B 335,297 55 Weighted Average 16,704 55 Woods,Good,HSG B 335,297 100.00%Pervious Area 81,439 55 Weighted Average 80,598 98.97%Pervious Area Tc Length Slope Velocity Capacity Description 841 1.03%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Tc Length Slope Velocity Capacity Description Woods:Dense underbrush n=0.800 P2=3.60" (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 390 0.0840 4.67 Shallow Concentrated Flow, 7.8 50 0.0550 0.11 Sheet Flow, Unpaved Kv=16.1 fps Woods:Light underbrush n=0.400 P2=3.60" 2.9 560 0.0410 3.26 Shallow Concentrated Flow, 2.3 380 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, 3.0 788 0.0740 4.38 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 16.8 1,398 Total 13.1 1,218 Total Subcatchment 1S:SC101A Subcatchment 2S:SC101B Hydr ogr am Hydrograw, : : �Runoff �Runaff Type III 24-hr Type III 24-hr a- 25 Year Rainfall=6.00 2 25 Year Rainfall=6.00" 7 Runoff Area=335,297 sf Runoff Area=81,439 sf 6 Runoff Volume=0.969 of Runoff Volume=0.236 of 5 Runoff Depth>1.51" Runoff Depth>1.51" LL Flow Length=1,398' LL Flow Length=1,218' 4 Tc=16.8 min Tc_13.1 min 3- CN=55 CN=55 2 0 0 12 3 4: 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 25 Year Rainfall=6.00" 15078-PRE-DEV 161017 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 21 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 3S:SC102A Summary for Subcatchment 4S:SC103A Runoff = 1.6 cfs @ 12.08 hrs, Volume= 0.113 af, Depth> 3.18" Runoff = 0.3 cfs @ 12.08 hrs, Volume= 0.018 af, Depth> 4.09" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 8,194 98 Paved parking,HSG B 1,489 98 Gravel parking 8,716 55 Woods,Good,HSG B 838 55 Woods,Good,HSG B 1.615 55 Woods,Good,HSG B 2,327 83 Weighted Average 18,525 74 Weighted Average 838 36.01%Pervious Area 10,331 55.77%Pervious Area 1,489 63.99%Impervious Area 8,194 44.23%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 4S:SC103A Subcatchment 3S:SC102A iydragra� r1y_drograp: 0.28 , �Runoff 0.26 Type III 24-hr Type 11124-hr 024 25 Year Rainfall=6.00' 25 Year Rainfall=6.00" 0 2 02 Runoff Area=2,327 sf Runoff Area=18,525 sf 0.18 Runoff Volume=0.018 of Runoff Volume=0.113 of = Runoff Depth>4.09" Runoff Depth>3.18" 3 0.14 Tc=5.0 min LL 0.12 Tc=5.0 min LL CN=74 0.1 CN=83 o.os ',. 0.06 0.04 0.02 0 0 - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 25 Year Rainfall=6.00" 15078-PRE-DEV 161017 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 23 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 24 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.567 ac, 0.20%Impervious, Inflow Depth> 1.51" for 25 Year event Inflow Area= 0.425 ac, 44.23%Impervious, Inflow Depth> 3.18" for 25 Year event Inflow = 10.9 cfs @ 12.25 hrs, Volume= 1.205 of Inflow = 1.6 cfs @ 12.08 hrs, Volume= 0.113 of Primary 10.9 cfs @ 12.25 hrs, Volume- 1.205 af, Atten-0%, Lag-0.0 min Primary 1.6 cfs @ 12.08 hrs, Volume- 0.113 af, Atten-0%, Lag-0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydro9raph Hydrograp F Inflow ff Inflow 12 S Primary S Primary oa ms eons 11 Inflow Area=9.567 Inflow Area-0.425 s° 1a `. s B m 7 0 0 4 3 . 0... 0 9 1 2 3 4 5 6 7 8 9 10 11 12 131415 16 1715 19 20 21 22 23 24 Q 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 25 Year Rainfall=6.00" 15078-PRE-DEV 161017 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMR-T,Inc. Printed 10/17/2016 HydroCAD@ 10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 25 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paae 26 Summary for Link DP-3:Ex.Field Time span=0.00-24.00 hrs,dt=0.04 hrs,601 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Inflow Area= 0.053 ac, 63.99%Impervious, Inflow Depth> 4.09" for 25 Year event Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Inflow = 0.3 cfs @ 12.08 hrs, Volume= 0.018 of Primary 0.3 cfs @ 12.08 hrs, Volume= 0.018 af, Atten=0%, Lag=0.0 min Subcatchment 1S:SC101A Runoff Area=335.297 sf 0.00%Impervious Runoff Depth>3.19" Flow Length-1,398' Tc=16.8 min CN-55 Runoff-20.1 cfs 2.046 of Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Subcatchment 2S:SC101 B Runoff Area=81.439 sf 1.03%Impervious Runoff Depth>3.19" Link DIP-3:Ex.Field Flow Length=1,218' Tc=13.1 min CN=55 Runoff=5.4 cfs 0.497 of RyBr� rah Subcatchment 3S:SC102A Runoff Area=18.525 sf 44.23%Impervious Runoff Depth>5.46" Tc=5.0 min CN=74 Runoff=2.8 cfs 0.194 of S Inflow 0.28- -- - - S Pri-ry Subcatchment 4S:SC103A Runoff Area=2,327 sf 63.99%Impervious Runoff Depth>6.55" 0.26 -Inflow Area-0.053 Tc=5.0 min CN=83 Runoff=0.4 cfs 0.029 of 0.24 0.22 Link DP-1:Lake Inflow-25.2 cfs 2.543 of Primary=25.2 cfs 2.543 of 02 01s Link DP-2:Ex.Closed System Inflow=2.8 cfs 0.194 of 016 '.. Primary-2.8 cfs 0.194 of 0 014 - Link DP-3:Ex.Field Inflow=0.4 cfs 0.029 of LL 0.12- '... Primary=0.4 cfs 0.029 of 01 0 08 Total Runoff Area=10.046 ac Runoff Volume=2.766 of Average Runoff Depth=3.30" 0.06 97.59%Pervious=9.804 ac 2A1%Impervious=0.242 ac 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 100 Year Rainfall=8.60" 15078-PRE-DEV 161017 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 27 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 1S:SC101A Summary for Subcatchment 2S:SC101B Runoff = 20.1 cfs @ 12.25 hrs, Volume= 2.046 af, Depth> 3.19" Runoff = 5.4 cfs @ 12.19 hrs, Volume= 0.497 af, Depth> 3.19" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 50,977 55 Woods,Good,HSG B 841 98 Gravel parking 125,955 55 Woods,Good,HSG B 46,021 55 Woods,Good,HSG B 158.365 55 Woods,Good,HSG B 17,873 55 Woods,Good,HSG B 335,297 55 Weighted Average 16,704 55 Woods,Good,HSG B 335,297 100.00%Pervious Area 81,439 55 Weighted Average 80,598 98.97%Pervious Area Tc Length Slope Velocity Capacity Description 841 1.03%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Tc Length Slope Velocity Capacity Description Woods:Dense underbrush n=0.800 P2=3.60" (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 390 0.0840 4.67 Shallow Concentrated Flow, 7.8 50 0.0550 0.11 Sheet Flow, Unpaved Kv=16.1 fps Woods:Light underbrush n=0.400 P2=3.60" 2.9 560 0.0410 3.26 Shallow Concentrated Flow, 2.3 380 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, 3.0 788 0.0740 4.38 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 16.8 1,398 Total 13.1 1,218 Total Subcatchment 1S:SC101A Subcatchment 2S:SC101B Hydrogram Hydrograw, 22 Runoff 6 Runafl 21 20 e 11124-hr Type III 24-hr - Type s.a 18 100 Year-Rainfall=8.60" - 5 1..00 Year Rainfall=8.60" ,7 5 Runoff Area=335,297 sf 4 Runoff Area=81,439 sf 14 -Runoff-Volume=2.046af Runoff Volume=0.497af � w 13 Runoff Depth>3.19" Runoff Depth>3.19" ,z LL ; Flow Length=1,398' LL 3 Flow Length=1,218' Tc=16.8-min Tc=13.1 min 7CN-55 2 CN=55 5 4 3 2 p41o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 22 24 Time(hours) Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 100 Year Rainfall=8.60" 15078-PRE-DEV 161017 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 29 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 3S:SC102A Summary for Subcatchment 4S:SC103A Runoff = 2.8 cfs @ 12.08 hrs, Volume= 0.194 af, Depth> 5.46" Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.029 af, Depth> 6.55" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.04 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 8,194 98 Paved parking,HSG B 1,489 98 Gravel parking 8,716 55 Woods,Good,HSG B 838 55 Woods,Good,HSG B 1.615 55 Woods,Good,HSG B 2,327 83 Weighted Average 18,525 74 Weighted Average 838 36.01%Pervious Area 10,331 55.77%Pervious Area 1,489 63.99%Impervious Area 8,194 44.23%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 4S:SC103A Subcatchment 3S:SC102A iydragra� Hydr°grap:, 0.44 - - - 3oan_ 2.— 0.4 Type III 24-hr Type III 24-hr °38 Rnnoh 0.36 100 Year Rainfall=8.60' 100 Year Rainfall=8.60" 034 0.32 Runoff Area=2,327 sf Runoff Area=18,525 sf_ 0.37 2 0-18 Runoff Volume=0.029 of Runoff Volume=0.194 of = 028 0 24 Runoff Depth>6.55" m Runoff Depth>5.46„ 3 °'2 Tc=5.0 min ° TC=5.0 min LL a.8 LL CN_74 0.,6 CN=83 �. 0.14 ..., 0.12 0.1 ' 0.04 0.02 - 0 - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 100 Year Rainfall=8.60" 15078-PRE-DEV 161017 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 31 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 32 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.567 ac, 0.20%Impervious, Inflow Depth> 3.19" for 100 Year event Inflow Area= 0.425 ac, 44.23%Impervious, Inflow Depth> 5.46" for 100 Year event Inflow = 25.2 cfs @ 12.23 hrs, Volume= 2.543 of Inflow = 2.8 cfs @ 12.08 hrs, Volume= 0.194 of Primary 25.2 cfs @ 12.23 hrs, Volume- 2.543 af, Atten-0%, Lag-0.0 min Primary 2.8 cfs @ 12.08 hrs, Volume- 0.194 af, Atten-0%, Lag-0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydro9raph Hydrograp 28 O Inflow ff Inflow c1, S Primary1 3 IS Primary 26 InflowlArea=9.567-''' Inflow Area-0 425 zr�= 24- 22 20 18 2 N,6 m �. 14 LL 12 LL 16 3 6 2 0 0 9 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 1715 19 20 21 22 23 24 Q 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-PRE-DEV_161017 Type///24-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 33 Summary for Link DP-3:Ex.Field Inflow Area= 0.053 ac, 63.99%Impervious, Inflow Depth> 6.55" for 100 Year event Inflow = 0.4 cfs @ 12.07 hrs, Volume= 0.029 of Primary 0.4 cfs @ 12.07 hrs, Volume- 0.029 af, Atten-0%, Lag-0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Link DP-3:Ex.Field Hyeragrasl Fff Inflow 0.441:3 Primary 0.42 Inflow Area-0.053 oaos s 04 Area= 0.053 38 0.36 0.34 0.32 03 0.28 'm 0.26 0.24 3 0.22 02 LL 018 016 014 012 01 0 OB .6 0 04 0.V 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 19 2021 22 23 24 Time(hours) Edgewood Ret,r&,,r't,,&rit SaL ,f ofl, Hmrr e Project Stormwater Management Report Post-Development Drainage Analysis Appendix D • Post-Development Watershed Map (Sheet C-121) • Post-Development Watershed Map- Enlargement (Sheet C-122) • Post-Development HydroCAD Report • Porous Paver Curve Number Calculation ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY ""n I"t l I'I C,C 0""n o„ b To�E s,EE N Sa.N 1, 11 v,�TEA 1Eo—.1Eso�,� a.ti / 1� - S�o,T s�.N s, .o,� 40 0 S-1 m ou sDose a,:°E i J , I III, sn.1y / \ Ell I 1111411 sn IN .1 , J \ 1 I \ _- �� „ i • v \. 1 0�, I � ♦ r � I I \ f �� s IT MAP 36 LOT 24` - \ N/E FAMILY COOPERATIVE N, ill S �A PRESCHOOL ��� V 549 OSGOOD STREET x NORTH ANDOVER,MA BOOK 6953 PAGE 100 ♦ II �\ I \.T' \ DESIGN POINT 3 ii J A �M A A � A2 ME-MINED—PERINITTIN. OFF-SITE;EX.FIELDI \ —_1 �'_ �\ q E BS<IEo DIP \u �� fT ��� �� � s � �;�� A�; Y � �• y" �Es�EowREEw \" �a SC201H oEs�PTo REISSUED FOR PERM ITTINGIAT ��� �� / A \ ♦ .V 1o2s16 F B-6 B5 �201A j \ '� -. .V A� ooRP.EERBs�ESTA.us IN III B-7 i ��I y SC202A C2 1 i SC201 B B-ab _ \ \. EDGENIOOD RETIREMENT COMMUNITY 1 - B1 ' 82' 1 B2 B3a , II SMALL HOME PROJECT NOENT NboNER�nTTEEa aoEn»000sTRE IT I \ _ _ �. y POST-DEVELOPMENT WATERSHED MAP DESIGN POINT aVF �' DESIGN EX.CLOSED SC201C / / i AUEET HH. POINT 1 STORM SYSTEM \ : / i LAKE IIIJEITIANAIEI: .1 ITNo MAP 35 LOT 3 N/F EDGEWOOD RETIREMENT COMMUNITY,INC \ 575 05GOOD STREET C-121 NORTH ANDOVERo MA.01845 NOT FOR CONSTRUCTION EET MA. I SIC 1E ■ A �I A, r i �a S 201Dl� 100 r DESIGN POINT 3 "` 1 � �N � OFF-SITE;EX.FIELD \ % i 76 All / A: SC201F F. f \ // \ C2 1A All a� i uunuunuu� uun�u�u�u�� / ' � FF-3-1 Jimuu11Aun� � 2 ns 2 1 _ B-4 / '.'° _ ° unu unuunuun �unuumnuun nuu II I.IWNI.. IIIIIN.INIIfI H2 1-51ED III P111ORTINU 111— �o a ai4 sC2o1B B-3b/ � —5REOFORPER. Q � Ilk III EOSREOFORPER. y�unmuu�u�u�iyuu�u�unmiy� — "�� �1Ds—FORP REQ _ � oEsCRPT1,1� 1 II SC201 G r f o / 1 t 11 RE ISSUED FOR PERMITTING n 10-25-16 1 I J II11r = I GURP.ENR SSUE 5TAiU5 SC2d2A r � i° — R r _ �_ �I �P io mI 1 B-1 y B-2a � � B-2a - B-3a I o ���,y' i �i yFyFy r I'll 11,1111 P111,yy �iv = = '� V 1 � r 't � .I EDGEWOOD RETIREMENT COMMUNITY I- i 3IinuR fi \ / r SMALL HOME PROJECT RTHMA DESIGN POINT 2 I- } I.N.111 oREI NNEITIERE OF DTREET EX.CLOSED — — — — — — —Rs —tiO—ti —NII m I r POST-DEVELOPMENT STORM SYSTEM i WATERSHED MAP-ENLARGEMENT a DESIGN POINT 3r / SC201 C-1 / �� LAKE(OFF-PACE) ��� ��ETROO : ,\ rr SC201C-2 "Al C-122 V, 1 u �.. z > 11 _ a s s a z c,NOT FOR CONSTRUCTION 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 2 Time span=0.00-24.00 hrs,dt=0.02 hrs,1201 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S:SC201 A-1 Runoff Area=277.852 sf 0.05%Impervious Runoff Depth>0.25" Flow Length-1,388' Tc-16.8 min CN-55 Runoff-0.6 cfs 0.132 of Subcatchment 2S:SC201 B-4 Runoff Area=3.602 sf 100.00%Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.3 cfs 0.020 of Subcatchment 3S:SC201 C-1 Runoff Area=2,221 sf 30.80%Impervious Runoff Depth>0.93" �. Tc-5.0 min CN=72 Runoff=0.1 cfs 0.004 of Subcatchment 4S:SC201 D Runoff Area=14.593 sf 0.901%Impervious Runoff Depth>0.41„ Tc=5.0 min CN=60 Runoff=0.1 cfs 0.011 of Subcatchment 5S:SC201 E Runoff Area-26,335 sf 33.42%Impervious Runoff Depth>0.83" Flow Length=412' Tc=8.6 min CN=70 Runoff=0.5 cfs 0.042 of JZI Subcatchment 6S:SC201 F-3 Runoff Area=1,451 sf 18.19%Impervious Runoff Depth>0.73" Tc-5.0 min CN-68 Runoff-0.0 cfs 0.002 of Subcatchment 7S:SC201 G Runoff Area=21782 sf 1.14%Impervious Runoff Depth>0.44" ".,..., Flow Length=130' Tc=15.4 min CN=61 Runoff=0.1 cfs 0.018 of s Subcatchment 8S:SC201 H-1 Runoff Area=6,560 sf 52.47%Impervious Runoff Depth>1.40" Tc=5.0 min CN=80 Runoff=0.3 cfs 0.018 of �r J� Subcatchment 9S:SC202A Runoff Area=19.608 sf 52.68%Impervious Runoff Depth>1.34" A A M„ �A F" Tc=5.0 min CN=79 Runoff=0.7 cfs 0.050 of u Subcatchment 10S:SC201 A-2 Runoff Area-2,968 sf 5.02%Impervious Runoff Depth>0.48" ��� � �� °"" ❑ Tc=5.0 min CN=62 Runoff=0.0 cfs 0.003 of ,R Subcatchment 11 S:SC201 F-2 Runoff Area=1,898 sf 87.36%Impervious Runoff Depth>2.44" Tc=5.0 min CN=93 Runoff=0.1 cfs 0.009 of ,. .,. Subcatchment 12S:SC201 B-1 Runoff Area=3,892 sf 100.00%Impervious Runoff Depth>2.97" Tc-5.0 min CN-98 Runoff-0.3 cfs 0.022 of Subcatchment 13S:SC201 B-2a Runoff Area=4.379 sf 100.00%Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.3 cfs 0.025 of Subcatchment 14S:SC201 B-6 Runoff Area=3.855 sf 100.00%Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.3 cfs 0.022 of Subcatchment 15S:SC201 B-7 Runoff Area=8,826 sf 100.00%Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.6 cfs 0.050 of 1 Subcatchment 16S:SC201 B-5 Runoff Area-3,653 sf 100.00%Impervious Runoff Depth>2.97" Subcat 'Reach ;Pon Llnk Routing Diagram for 15078-POST-DEV 161025 Tc=5.0 min CN=98 Runoff=0.3 cfs 0.021 of Prepared by SMRT,Inc., Printed 10/25/2016 F.-CAD®10.00-16 s/n 00729 J 2015 HydroCAD Software Solutions LLC 15078-POST-DEV-1 61025 Type 111 24-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 3 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 4 Subcatchment 17S:SC201 B-3a Runoff Area=4,036 sf 100.00%Impervious Runoff Depth>2.97" Pond 24P:DMH-2 Peak EIev=172.50' Inflow=0.9 cfs 0.075 of Tc=5.0 min CN=98 Runoff=0.3 cfs 0.023 of 15.0" Round Culvert n=0.013 L=77.0' S=0.0049'/' Outflow=0.9 cfs 0.075 of Subcatchment 18S:SC201F-1 Runoff Area=17.031 sf 66.95%Impervious Runoff Depth>1.83" Pond 26P:DMH-8 Peak Elev=172.59' Inflow=0.1 cfs 0.011 of Tc=5.0 min CN=86 Runoff=0.9 cfs 0.060 of 12.0" Round Culvert n=0.013 L=44.0' S=0.0050'/' Outflow=0.1 cfs 0.011 of Subcatchment 19S:SC201F-4 Runoff Area=447 sf 0.00/Impervious Runoff Depth>0.44" Pond 27P:FI-2 Peak EIev=173.09' Inflow=0.3 cfs 0.022 of Tc=5.0 min CN=61 Runoff=0.0 cfs 0.000 of 12.0" Round Culvert n=0.013 L=30.0' S=0.0050'/' Outflow=0.3 cfs 0.022 of Subcatchment 20S:SC2011-1-2 Runoff Area-1,669 sf 21.99%Impervious Runoff Depth>0.78" Pond 28P:CB-2 Peak EIev=173.04' Inflow-0.1 cfs 0.009 of Tc=5.0 min CN=69 Runoff=0.0 cfs 0.002 of 12.0" Round Culvert n=0.013 L=33.0' S=0.00487' Outflow=0.1 cfs 0.009 of Subcatchment 21 S:SC201 C-2 Runoff Area=3,284 sf 21.35%Impervious Runoff Depth>0.73" Pond 29P:FI-1 Peak EIev=172.74' Inflow=0.0 cfs 0.002 of Tc=5.0 min CN=68 Runoff=0.1 cfs 0.005 of 12.0" Round Culvert n=0.013 L=45.0' S=0.0049'/' Outflow=0.0 cfs 0.002 of Subcatchment 38S:SC201 B-2b Runoff Area=3,661 sf 100.00%Impervious Runoff Depth>2.97" Pond 30P:FI-4 Peak EIev=172.80' Inflow=0.0 cfs 0.002 of Tc-5.0 min CN-98 Runoff-0.3 cfs 0.021 of 15.0" Round Culvert n=0.013 L=60.0' S=0.0050'/' Outflow-0.0 cfs 0.002 of Subcatchment 39S:SC201 B-3b Runoff Area=3,986 sf 100.00%Impervious Runoff Depth>2.97" Pond 31 P:DMH-11 Peak EIev=171.74' Inflow=l.0 cfs 0.062 of Tc=5.0 min CN=98 Runoff=0.3 cfs 0.023 of 18.0" Round Culvert n=0.013 L=43.0' S=0.0049'/' Outflow=1.0 cfs 0.062 of Reach 1R: Inflow=0.0 cfs 0.000 of Pond 32P:DMH-9 Peak Elev=171.49' Inflow=l.0 cfs 0.062 of Outflow=0.0 cfs 0.000 of Primary=1.0 cfs 0.062 of Secondary=0.0 cfs 0.000 of Outflow=1.0 cfs 0.062 of Reach 2R: Inflow=0.3 cfs 0.036 of Pond 33P:DMH-10 Peak EIev=171.25' Inflow=1.2 cfs 0.093 of Outflow=0.3 cfs 0.036 of 18.0" Round Culvert n=0.013 L=64.0' S=0.0050'/' Outflow=1.2 cfs 0.093 of Pond 1P:SIG-1 Peak EIev=169.69' Storage=3,740 cf Inflow=0.9 cfs 0.178 of Pond 36P:CB-3 Peak EIev=172.77' Inflow=0.3 cfs 0.018 of Discarded=0.0 cfs 0.061 of Primary=0.3 cfs 0.036 of Outflow=0.4 cfs 0.097 of 15.0" Round Culvert n=0.013 L=8.0' S=0.0050'/' Outflow=0.3 cfs 0.018 of Pond 3P:SIG-3 Peak EIev=170.43' Storage=3,451 cf Inflow=2.3 cfs 0.193 of Pond 37P:CB-4 Peak EIev=173.08' Inflow=0.6 cfs 0.046 of Discarded-0.1 cfs 0.166 of Primary-0.0 cfs 0.000 of Outflow-0.1 cfs 0.166 of 12.0" Round Culvert n-0.013 L-36.0' S-0.0050'/' Outflow-0.6 cfs 0.046 of Pond 4P:Dry Pond Peak EIev=171.30' Storage=1,336 cf Inflow=2.1 cfs 0.180 of Pond 40P:DMH-5 Peak EIev=170.43' Inflow=1.7 cfs 0.139 of Outflow=0.9 cfs 0.178 of 18.0" Round Culvert n=0.013 L=75.0' S=0.0049'/' Outflow=1.7 cfs 0.139 of Pond 5P:BRA-1 Peak EIev=175.09' Storage=852 cf Inflow=0.9 cfs 0.060 of Pond 41 P:DMH-6 Peak EIev=170.43' Inflow=l.7 cfs 0.139 of Outflow=0.7 cfs 0.042 of 18.0" Round Culvert n=0.013 L=34.0' S=0.0050'/' Outflow=1.7 cfs 0.139 of Pond 6P:FI-5 Peak EIev=175.01' Storage=414 cf Inflow=0.1 cfs 0.018 of Pond 42P:FI-6 Peak Elev=172.96' Inflow=0.6 cfs 0.046 of Outflow=0.0 cfs 0.009 of 12.0" Round Culvert n=0.013 L=26.0' S=0.0050'/' Outflow=0.6 cfs 0.046 of Pond 7P:DMH-3 Peak EIev=170.84' Inflow=1.2 cfs 0.093 of Pond OGS:Oil/Grit Separator Inflow=1.0 cfs 0.062 of 18.0" Round Culvert n=0.013 L=131.0' S=0.00507' Outflow=1.2 cfs 0.093 of Primary=1.0 cfs 0.062 of Pond 22P:FI-7 Peak EIev=172.46' Inflow=0.0 cfs 0.003 of Link DP-1:Lake Inflow-0.6 cfs 0.168 of 12.0" Round Culvert n=0.013 L=43.0' S=0.0049'/' Outflow=0.0 cfs 0.003 of Primary=0.6 cfs 0.168 of Pond 23P:CB-1 Peak EIev=173.29' Inflow=0.5 cfs 0.042 of Link DP-2:Ex.Closed System Inflow=0.7 cfs 0.050 of 12.0" Round Culvert n=0.013 L=15.0' S=0.0053'/' Outflow-0.5 cfs 0.042 of Primary-0.7 cfs 0.050 of 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Pace 5 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Pace 6 Link DP-3:Ex.Field Primary=0.0 cfs 0.000 of Summary for Subcatchment 1S:SC201A-1 = Total Runoff Area=10.046 ac Runoff Volume=0.582 of Average Runoff Depth=0.70" Runoff 0.6 cfs @ 12.50 hrs, Volume= 0.132 af, Depth> 0.25" 82.13%Pervious=8.250 ac 17.87%Impervious=1.796 ac Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description 143 98 Paved parking 532 53 Porous Pavers 722 53 Porous Pavers 851 53 Grass Pavers 671 53 Grass Pavers 13,707 48 Brush,Good,HSG B 4,533 61 >75%Grass cover,Good,HSG B 37,962 55 Woods,Good,HSG B 80,454 55 Woods,Good,HSG B 138,277 55 Woods,Good,HSG B 277,852 55 Weighted Average 277,709 99.95%Pervious Area 143 0.05%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Woods:Dense underbrush n=0.800 P2=3.60" 1.4 380 0.0840 4.67 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 2.9 560 0.0410 3.26 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 16.8 1,388 Total 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 7 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 8 Subcatchment 1S:SC201A-1 Summary for Subcatchment 2S:SC201 B-4 Hydrograph Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.020 af, Depth> 2.97" 0.65 Runofi 0.6- «s Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs 0.95 Type III 24-hr Type III 24-hr 2 Year Rainfalk3.20" 05 2 Year Rainfall=3.20" Area(sf) CN Description 0.45 Runoff Area=277,852 sf 3,602 98 Roofs 04 Runoff Volume=0.132-af 3,602 100.00%Impervious Area oas Runoff Depth>0.25" Tc Length Slope Velocity Capacity Description LL (min) (feet) (ft/ft) (ft/sec) (cfs) 03 Flow Length=1,388" 5.0 Direct Entry,Min To 025 Tc=16.8.min 02 CN=55 \ Subcatchment 2S:SC201 B-4 015 y raraah 0.1 0.05 0.28 D R�noa os pis 0 026 Type III 24-hr 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 26 21 22 23 24 0.24 Time(hours) 2 Year Rainfall=3,20". 0.22- 0.2- Runoff Area=3,602 sf 0.18 Runoff Volume=0.020 of; 0.16 Runoff Depth>2.97rr ° 0'4 Tc=5.0 min 0.12- 0.1 .120.1 . CN-=98 0.08- 0.06- 0.04 .08 0.060.04 0.02 0.. 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Pace 9 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 3S:SC201C-1 Summary for Subcatchment 4S:SC201D Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.004 af, Depth> 0.93" Runoff = 0.1 cfs @ 12.11 hrs, Volume= 0.011 af, Depth> 0.41" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 684 98 Paved parking,HSG B 132 98 Paved parking 1,537 61 >75%Grass cover,Good,HSG B 508 53 Porous Pavers 2.221 72 Weighted Average 12,323 61 >75%Grass cover,Good,HSG B 1,537 69.201/.Pervious Area 1,630 55 Woods,Good,HSG B 684 30.80%Impervious Area 14,593 60 Weighted Average 14,461 99.10%Pervious Area Tc Length Slope Velocity Capacity Description 132 0.90%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 3S:SC201 C-1 5.0 Direct Entry,Min Tc Hydrograpin .. Subcatchment 4S:SC201 D nunorl Hyz rograah 0.055- o., Type III 24-hr 0.105 Runae 0 05 0.1 2 Year Rainfall=3.20 0.095 0045 Type III 24-hr 004 Runoff Area=2,221 sf 085 2 Year Rainfall=3.20" Runoff Volume=0.004 of o°$ 0035 Runoff Area=14,593 sf 003 Runoff Depth>0.93" OOose Runoff Volume=0.011 of LL 0025 Tc=5,.0 min w 0.06 Runoff Depth>0.41" 0.055 002 CN=72 0 0.05 TCS.0 min u 0.045 0.015 0.04 CN=60 0.035 0 01 0.03 0.025 ' O 005 o.oz 0 0.015 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Ti..(hours) 0'005 0.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 11 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 5S:SC201 E Summary for Subcatchment 6S:SC201 F-3 Runoff = 0.5 cfs @ 12.14 hrs, Volume= 0.042 af, Depth> 0.83" Runoff = 0.0 cfs @ 12.09 hrs, Volume= 0.002 af, Depth> 0.73" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 8,802 98 Paved parking 264 98 Paved parking,HSG B 4,431 61 >75%Grass cover,Good,HSG B 307 61 >75%Grass cover,Good,HSG B 4.519 55 Woods,Good,HSG B 880 61 >751/.Grass cover,Good,HSG B 8,583 55 Woods,Good,HSG B 1,451 68 Weighted Average 26,335 70 Weighted Average 1,187 81.81%Pervious Area 17,533 66.58%Pervious Area 264 18.19%Impervious Area 8,802 33.42%Impervious Area To Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To 7.0 50 0.0700 0.12 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.60" Subcatchment 6S:SC201 F-3 0.9 236 0.0680 4.20 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 'ydragra 0.7 126 0.0220 3.01 Shallow Concentrated Flow, 0.02a n�eoe Paved Kv=20.3 fps °026 8.6 412 Total0024 Type III 24-hr Subcatchment 5S:SC201 E 0.022 2 Year Rainfall=3.20" Hycrogram 0.02 Runoff Area=1,451 sf 0.018 Runoff Volume=0.002 of °6 = Type III 24-hr 0.016- Runoff Depth>0.73" os 3 0.014 046 - Tc=5.0 min 2 Year Rainfall_3.20" " 0012 04 Runoff Area=26,335 sf 0.01 CN=68 035 0.°°e Runoff_Volume=0.042_af; 0.006 03 Runoff Depth>0.83rr 025 Flow Length=412' 0002 LL 02 Tc_8.6 min ° 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.15 CN=70 Time(hours) 0, 0 0 _1___2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 13 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 7S:SC201 G Summary for Subcatchment 8S:SC201 H-1 Runoff = 0.1 cfs @ 12.31 hrs, Volume= 0.018 af, Depth> 0.44" Runoff = 0.3 cfs @ 12.08 hrs, Volume= 0.018 af, Depth> 1.40" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 248 98 Paved parking 3,442 98 Paved parking 797 53 Porous Pavers,HSG B 428 53 Porous Pavers 16.355 61 >751/.Grass cover,Good,HSG B 2,401 61 >751/.Grass cover,Good,HSG B 4,382 61 >75%Grass cover,Good,HSG B 289 61 >751/.Grass cover,Good,HSG B 21,782 61 Weighted Average 6,560 80 Weighted Average 21,534 98.86%Pervious Area 3,118 47.53%Pervious Area 248 1.14%Impervious Area 3,442 52.47%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 40 0.0068 0.04 Sheet Flow, 5.0 Direct Entry,Min Tc Woods:Light underbrush n=0.400 P2=3.60" 0.4 90 0.0560 3.81 Shallow Concentrated Flow, Subcatchment 8S:SC201 H-1 Unpaved Kv=16.1 fps 15.4 130 Total r'y�r°eraah 028 �Runoff Subcatchment 7S:SC201G 026 o3<s Hydrograph °24 Type III 24-hr R�or1 0.22 2 Year Rainfall=3.20" 013 0.2 Runoff Area-6,560 sf 0.12 Type III 24-hr °16 Runoff Volume=0.018 of 011 2 Year Rainfall=3.20" 01 Runoff_Area=21,782 sf o 0.14 Runoff Depth>1.40" 0.19- Runoff Volume=0.018 of LL 0.12 Tc=5.0 min 008 0.07 Runoff Depth>0.44" °.1 CN80 LL °O6 Flow Length=130' 0.06 005 Tc=15.4 min 0.04 004 CN=61 0.02 003 0.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 002 Time(hours) 001 0 0 11 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type//124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 15 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 9S:SC202A Summary for Subcatchment 10S:SC201A-2 Runoff = 0.7 cfs @ 12.08 hrs, Volume= 0.050 af, Depth> 1.34" Runoff = 0.0 cfs @ 12.10 hrs, Volume= 0.003 af, Depth> 0.48" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 10,330 98 Paved parking 149 98 Paved parking,HSG B 746 53 Porous Pavers,HSG B 348 53 Porous Pavers 1.692 53 Porous Pavers,HSG B 2,471 61 >751/.Grass cover,Good,HSG B 5,464 61 >75%Grass cover,Good,HSG B 2,968 62 Weighted Average 1,376 61 >75%Grass cover,Good,HSG B 2,819 94.98%Pervious Area 19,608 79 Weighted Average 149 5.02%Impervious Area 9.278 47.32%Pervious Area 10,330 52.68%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,Min To (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To Subcatchment 10S:SC201A-2 Subcatchment 9S:SC202A Hydrograp Hydrog;apt 0.03 s�RunaH , 0.028 16 -- Runofl 0.026 Type III 24-hr 075a7cu b Type III 24-hr 0.024 2 Year Rainfall=3.20" 065 2 Year Rainfall..-=3.20"- °�02 Runoff Area=2,968 sf � 06 Runoff Area=19608 sf 0.°18 Runoff Volume=0.003 of 0.55- , -- - 05 Runoff Volume=0.050_af I t 0.016 Runoff Depth>0.48" 045 Runoff Depth>1.34" LL 0014 Tc=5.0 min oa 0.012 CN=62 LL 035 Tc=5.p0 min 0.01 03 CN=/!7 .. 0.008- 0.25 .0080 25 0.006 02 0.004 0.15 0.002 01 ° O.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 144 Time(hours) C 01 2 3 4 s 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 17 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 11 S:SC201 F-2 Summary for Subcatchment 12S:SC201 B-1 Runoff = 0.1 cfs @ 12.07 hrs, Volume= 0.009 af, Depth> 2.44" Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.022 af, Depth> 2.97" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 1,658 98 Paved parking 3,892 98 Roofs 240 61 >75%Grass cover,Good,HSG B 3,892 100.00%Impervious Area 1,898 93 Weighted Average 240 12.64%Pervious Area Tc Length Slope Velocity Capacity Description 1,658 87.36%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,Min Tc (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 12S:SC201 B-1 5.0 Direct Entry,Min Tc '1y dr0�ra�'i Subcatchment 11 S:SC201 F-2 0.32 Hydrograpivi 0.3 cis 0.28 Type III 24-hr 0.13 0.26 2 Year Rainfall=3.20"" o i m: 0.24 012 Type III 24-hr 0.22 Runoff Area=3,892 sf 011 2 Year Rainfall=3.20 0.2 Runoff Volume=0.022 of 01 Runoff Area=1,898 sf i�018 Runoff Depth>2.97" 009 Runoff Volume=0.009 of 3 0.16 Tc=5.0 min 'i,°98 LL 0.14 0.07- Runoff Depth>2.44" 0.12 CN=98 LL 006 Tc=5.0 min 0.1 0.08 005 CN=93 0.06 0.04 0.04 , 0.03 0.02 0.02 0114- .. 0 1 2 3 4 5 6 7 R 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 001 Time(hours) 0 0 1 2 3 45 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 19 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 20 Summary for Subcatchment 13S:SC201 B-2a Summary for Subcatchment 14S:SC201 B-6 Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.025 af, Depth> 2.97" Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.022 af, Depth> 2.97" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 2 Year Rainfalk3.20" Type III 24-hr 2 Year Rainfalk3.20" Area(sf) CN Description Area(sf) CN Description 4,379 98 Roofs 3,855 98 Roofs 4,379 100.00%Impervious Area 3,855 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 13S:SC201 B-2a Subcatchment 14S:SC201 B-6 �iydrogra��1 �iez=raaraa�l 0.36- 0.34 36 034 Dams 0.3 .o.s erc 032 Type III 24-hr 028 Type III 24-hr 03 2 Year-Rainfali=3.20"" 0.26 2 Year Rainfall=3.20" 0 2s , 026 Runoff Area=4,379 sf.- 0.22 Runoff Area=3,855 sf 024 022 Runoff Volume=0.025 of 0.2Runoff Volume=0.022 of ; 02 Runoff Depth>2.97" Runoff Depth>2.97" LL 0,6 Tc=5.0 minTc=5.0 min 0 u 0.14 . 0,4 -CN=98 0.12 CN=98 0.12 0.1 01 006 0.06 0.06- 0.04 0.04 0.02 0.02 . C 0.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 21 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 22 Summary for Subcatchment 15S:SC201 B-7 Summary for Subcatchment 16S:SC201 B-5 Runoff = 0.6 cfs @ 12.07 hrs, Volume= 0.050 af, Depth> 2.97" Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.021 af, Depth> 2.97" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfalk3.20" Area(sf) CN Description Area(sf) CN Description 8,826 98 Roofs 3,653 98 Roofs 8,826 100.00%Impervious Area 3,653 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 15S:SC201 B-7 Subcatchment 16S:SC201 B-5 �iydrogra��1 �ie�raaraa�l Dams 0.28 . o.s cis 065 Type III 24-hr 0.26 Type III 24-hr 0.6- 2 YearRainfali=3.20 024 2 Year Rainfall=3.20" 0.55 0.5 Runoff Area=8,826 sf. 0 '2 Runoff Area=3,653 sf 045 Runoff Volume=0.050af 018 . Runoff Volume=0.021 af ; °; Runoff Depth>2.97" -2 0.16 Runoff Depth>2.97" 0.14 - LL Tc=5.0 min- 0 Tc=5.0 min u_ 0-3- 0.12- 0.25 .12 025 CN=98 0.1 CN=98 °z °.03 015 0.06 01 0.04 0.05 0.02 C0.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 23 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 175:SC201 B-3a Summary for Subcatchment 18S:SC201 F-1 Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.023 af, Depth> 2.97" Runoff = 0.9 cfs @ 12.08 hrs, Volume= 0.060 af, Depth> 1.83" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 4,036 98 Roofs,HSG B 764 98 Bioretention Area 4,036 100.00%Impervious Area 10,638 98 Paved parking 4,174 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 1,455 61 >75o/,Grass cover,Good,HSG B (min) (feet) (ft/ft) (ft/sec) (cfs) 17,031 86 Weighted Average 5.0 Direct Entry,Min Tc 5,629 33.05%Pervious Area 11,402 66.95%Impervious Area Subcatchment 17S:SC201 B-3a Tc Length Slope Velocity Capacity Description Hydrograah (min) (feet) (ft/ft) (ft/sec) (cfs) 0.32 D Ruoofi 5.0 Direct Entry,Min Tc 03 Type III 24-hr Subcatchment 185:SC201 F-1 026 MIN ?•iydragrs '1 026 2 Year Rainfall...-3.20".. 024 Runoff Area=4,036 sf 0.95 Ronofi °02 Runoff Volume=0.023 of 85 Type 111 24-hr 016 Runoff Depth>2.97" - 0.8 2 Year Rainfall=3:20" °.7s 0,6 Tc_5.O min " - 0.7 - -- LL 014 Run-off Area=17,031 sf °ss 012 CN=98 0.6 Runoff Volume=0.060 of °' i 0 51.55 Runoff Depth>1.83" 006 0 0.45 Tc=5.0 min0.4 - LL 0 04 0.35 CN-86 0.02 0.3 ' 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.25 Time(hours) 0.2 0.15 0.1 0.05 0.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Pace 25 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 19S:SC201 F-4 Summary for Subcatchment 20S:SC201 H-2 Runoff = 0.0 cfs @ 12.11 hrs, Volume= 0.000 af, Depth> 0.44" Runoff = 0.0 cfs @ 12.09 hrs, Volume= 0.002 af, Depth> 0.78" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 447 61 >75%Grass cover,Good,HSG B 367 98 Paved parking 447 100.00%Pervious Area 514 61 >75%Grass cover,Good,HSG B 788 61 >751/.Grass cover,Good,HSG B To Length Slope Velocity Capacity Description 1,669 69 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 1,302 78.01%Pervious Area 5.0 Direct Entry,Min Tc 367 21.99%Impervious Area Subcatchment 195:SC201F-4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ''ydrograph 5.0 Direct Entry,Min Tc 0.004 °00a Subcatchment 20S:SC201 H-2 o""�s 0003 Type III 24-hr Hvdrograp1 °0032 Year Rainfall-3.20 0 ooa 0.034 0003 Runoff-Area-447 sf 0.032- Type III 24-hr - °ooa 0002 Runoff.Volume=0.000 of 0.03 . 0.028 2 Year Rainfaii_3.20" 000z Runoff Depth>0.44" 0026 Runoff Area=1,669 sf 0 000z TC=S.0 min 0.024 Runoff Volume=0.002 of u_ 000z 0.022 °001 CN=61 0.001 0.018Runoff Depth>0.78" 0.001 a LL 0.016 Tc=5.0 min 0001 �. 0.01a (,'N'.=69 °001 0000 "' 0.012 0.000 0.01 0 0.008 0 1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 18 19 20 21 22 23 24 0.006 Time(hours) 0.004 0.002 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 27 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 21 S:SC201 C-2 Summary for Subcatchment 38S:SC201 B-2b Runoff = 0.1 cfs @ 12.09 hrs, Volume= 0.005 af, Depth> 0.73" Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.021 af, Depth> 2.97" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 701 98 Paved parking,HSG B 3,661 98 Roofs,HSG B 463 53 Pavers 3,661 100.00%Impervious Area 2,042 61 >751/.Grass cover,Good,HSG B 78 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 3,284 68 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 2,583 78.65%Pervious Area 5.0 Direct Entry,Min Tc 701 21.35%Impervious Area Tc Length Slope Velocity Capacity Description Subcatchment 38S:SC201 B-2b (min) (feet) (ft/ft) (ft/sec) (cfs) Cyd=ag=a 5.0 Direct Entry,Min Tc 0.3 �Runofl 0.28 Subcatchment 21 S:SC201C-20.3 s 0.26 Type III 24-hr ydr° 0.24 2 Year Rainfall-3.20" DRnnoe 0.22 Runoff Area=3,661 sf 006- 0.2- 0.055 Type II124-hro.,a Runoff Volume=0.021 of ' _ 005 2 Year Rainfall=3.20 0.16 Runoff Depth>2.97" 0.045 Runoff Area=3,284 sf ° 0'4 Tc=5.0 min- 004 Runoff Volum$=0.005 of 0.1 CN=98 0.1 0.035 Runoff Depth>0.73" 0.08 003 TC=5.0 min 0.06 LL 00zs CN=68 0.04 0 0.02 oz 0.015 0 1 23 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 Time(hours) 0.01 0 nos 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 10 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 29 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 30 Summary for Subcatchment 39S:SC201 B-3b Summary for Reach 1 R: Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.023 af, Depth> 2.97" Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth= 0.00" for 2 Year event Inflow = 0.0 cfs @ 0.00 hrs, Volume= 0.000 of Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Outflow 0.0 cfs @ 0.00 hrs, Volume- 0.000 af, Atten-0%, Lag-0.0 min Type III 24-hr 2 Year Rainfall=3.20" Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Area(sf) CN Description 3,986 98 Roofs Reach 1 R: 3,986 100.00%Impervious Area „1ydT0grap Tc Length Slope Velocity Capacity Description infiow (min) (feet) (ft/ft) (ft/sec) (cfs) IS 001- 5.0 Direct Entry,Min Tc Inflow Area-1.664 ac Subcatchment 39S:SC201 B-3b �lyaro�rs�, 0.3213 Runofi 029 Type III 24-hr 3 026 2 Year Rainfall_3.20" LL 024 Runoff Area=3,986 sf, 0.22- 0.2 2202 Runoff Volume=0.023af - 0,9 Runoff Depth>2.97" 016 -771 o 0.14 Tc=5.0 min aA�= 012 CN=98 0C.. 1 2 3_: 4 5 6� 7 8 9:.:;0 11 12 13 14 15 16 17 18 19 20 21 2 23 24 0.1 Time(hours) 0.08 0.06 0.04 o a2 e 0 12 34 s 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 31 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 32 Summary for Reach 2R: Summary for Pond 1 P:SIG-1 Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth= 0.28" for 2 Year event Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 1.37" for 2 Year event Inflow = 0.3 cfs @ 13.26 hrs, Volume= 0.036 of Inflow = 0.9 cfs @ 12.36 hrs, Volume= 0.178 of Outflow 0.3 cfs @ 13.26 hrs, Volume- 0.036 af, Atten-0%, Lag-0.0 min Outflow 0.4 cfs @ 13.26 hrs, Volume- 0.097 af, Atten-59%, Lag-53.6 min Discarded = 0.0 cfs @ 10.10 hrs, Volume= 0.061 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary = 0.3 cfs @ 13.26 hrs, Volume= 0.036 of Reach 2R: Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=169.69'@ 13.26 hrs Surf.Area=1,798 sf Storage=3,740 cf y 'oarp Flood Elev=175.84' Surf.Area=1,798 sf Storage=4,570 cf Fim-In-fibmi 034S out to Plug-Flow detention time=(not calculated:outflow precedes inflow) a�<,s 032 Inflow Area-1.553 a Center-of-Mass det.time=86.7 min(904.3-817.6) 0.3 028 Volume Invert Avail.Storage Storage Description 0.26 #1 166.22' 2,348 cf 31.00'W x 58.001 x 4.50'H Prismatoid 0.24 8,091 cf Overall-2,222 cf Embedded=5,869 cf x 40.0%Voids 022 #2 167.72' 2,222 cf ADS_StormTech SC-740 x 48 Inside#1 N 0.2 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf 018 Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap 0 0.16 Row Length Adjustment=+0.44'x 6.45 sf x 6 rows LL 014 4,570 cf Total Available Storage 012 0.1 Device Routing Invert Outlet Devices 0.09 #1 Primary 169.43' 15.0" Round Culvert(SD-1) 0.06 L=20.0' CPP,square edge headwall, Ke=0.500 0 04 Inlet/Outlet Invert=169.43'/168.02' S=0.07057' Cc=0.900 0 02n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf 0 #2 Discarded 166.22' 1.020 in/hr Exfiltration over Surface area 0 1 2 3 4 5 6 7 s 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 #3 Device 1 169.55' 8.0" Round Culvert(8"orifices)X 6.00 Time(hours) L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.55'/169.53' S=0.0100'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.0 cfs @ 10.10 hrs HW=166.32' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.0 cfs) Primary OutFlow Max=0.3 cfs @ 13.26 hrs HW=169.69' TW=0.00' (Dynamic Tailwater) Li=Culvert(SD-1) (Passes 0.3 cfs of 0.3 cfs potential flow) t3=Culvert(8"orifices) (Barrel Controls 0.3 cfs @ 1.39 fps) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 33 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 34 Pond 1 P:SIG-1 Summary for Pond 3P:SIG-3 Hydrograph Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth> 1.39" for 2 Year event riow Inflow = 2.3 cfs @ 12.11 hrs, Volume= 0.193 of 0e"' "O too Outflow = 0.1 cfs @ 11.68 hrs, Volume= 0.166 af, Atten=94%, Lag- 0.95 ag-0.0 min Inflow Area=1.553 ac �o 0 9s Pd-rtled mOr Discarded = 0.1 cfs @ 11.68 hrs, Volume= 0.166 of °9Peak Elev=169:69 Primary = 0.0 cfs @ 0.00 hrs, Volume= 0.000 of 0 5 18 Storage-3,740 cf- Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs °o Peak Elev=170.43'@ 15.23 hrs Surf.Area=2,400 sf Storage=3,451 cf 065 Flood Elev=175.84' Surf.Area=2,400 sf Storage=6,149 cf os 055 Plug-Flow detention time=(not calculated:outflow precedes inflow) 05 1.4 Center-of-Mass det.time=165.9 min(977.8-811.9) 0.45 LL 04 Volume Invert Avail.Storage Storage Description 0.35 oa<s 03 #1 168.35' 3,100 cf 30.00'W x 80.001 x 4.50'H Prismatoid 0.25 10,800 cf Overall-3,049 cf Embedded=7,751 cf x 40.0%Voids °2 r #2 168.85' 3,049 cf ADS_StormTech SC-740 x 66 Inside#1 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf of o.0s Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap ° Row Length Adjustment=+0.44'x 6.45 sf x 6 rows 0 r 2 6 4 5 6 7 s 9 10 ri 12 13 14 a 16 n 18 19 20 21 22 23 24 6,149 of Total Available Storage Time(hours) Device Routing Invert Outlet Devices #1 Primary 170.56' 18.0" Round Culvert(SD-12) L=16.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.56'/169.00' 3=0.0975'/' Cc=0.900 n=0.013, Flow Area=1.77 sf #2 Discarded 168.35' 2.410 in/hr Exfiltration over Surface area #3 Device 1 170.68' 8.0" Round Culvert(8"orifice)X 5.00 L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.68'/170.66' S=0.0100'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.1 cfs @ 11.68 hrs HW=168.44' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.1 cfs) Primary OutFlow Max=0.0 cfs @ 0.00 hrs HW=168.35' TW=0.00' (Dynamic Tailwater) Li=Culvert(SD-12) (Controls 0.0 cfs) t3=Culvert(8"orifice) (Controls 0.0 cfs) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 35 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Pace 36 Pond 3P:SIG-3 Summary for Pond 4P:Dry Pond Hydragraph Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 1.39" for 2 Year event Inflow = 2.1 cfs @ 12.08 hrs, Volume= 0.180 of 21OotOo Outflow 0.9 cfs @ 12.36 hrs, Volume= 0.178 af, Atten=60%, La 16.8 min ED Discarded g Inflow Area=1.664 ac Pdmary Primary = 0.9 cfs @ 12.36 hrs, Volume= 0.178 of Peak Elev_170.43' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Storage=3,451 cf Peak Elev=171.30'@ 12.36 hrs Surf.Area=1,381 sf Storage=1,336 of z Flood Elev=174.25' Surf.Area=4,167 sf Storage=9,967 of Plug-Flow detention time=26.9 min calculated for 0.177 of(99%of inflow) Center-of-Mass det.time=18.3 min(817.6-799.4) aVolume Invert Avail.Storage Storage Description #1 169.00' 11,035 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store t r (feet) (sq-ft) (cubic-feet) (cubic-feet) 101 169.00 119 0 0 0o r, 170.00 447 283 283 0 . 171.00 957 702 985 6 1 2 s a 5 6 7 a 9 10 n 12 rs is re is n is 79 20 21 22 23 24 172.00 2,368 1,663 2,648 Time(hours) 173.00 3,141 2,755 5,402 174.00 3,957 3,549 8,951 174.50 4,377 2,084 11.035 Device Routing Invert Outlet Devices #1 Primary 169.40' 12.0" Round Culvert(SD-2) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.40'/169.30' S=0.0050'/' Cc=0.900 n=0.013, Flow Area=0.79 sf #2 Device 1 169.40' 5.0"Vert.Orifice/Grate C=0.600 #3 Device 1 173.75' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.9 cfs @ 12.36 hrs HW=171.30' TW=168.23' (Dynamic Tai Water) Li=Culvert(SD-2) (Passes 0.9 cfs of 4.3 cfs potential flow) _2=Orifice/Grate (Orifice Controls 0.9 cfs @ 6.26 fps) 3=Sharp-Crested Rectangular Weir (Controls 0.0 cfs) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 37 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 38 Pond 4P:Dry Pond Summary for Pond 5P:BRA-1 Hydrograph Inflow Area= 0.391 ac, 66.95%Impervious, Inflow Depth> 1.83" for 2 Year event F Inaw. Inflow = 0.9 cfs @ 12.08 hrs, Volume= 0.060 of 217f=I I D P"mery I Outflow = 0.7 cfs @ 12.13 hrs, Volume= 0.042 af, Atten=17%, Lag=3.3 min Inflow Area=1.rJ53 ac Primary = 0.7 cfs @ 12.13 hrs, Volume= 0.042 of 2 Peak Elev-171.30xRouting by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Storaa-1 336 Cf Peak Elev=175.09'@ 12.13 hrs Surf.Area=826 sf Storage=852 of g p Flood Elev=175.50' Surf.Area=868 sf Storage=1,198 cf Plug-Flow detention time=153.7 min calculated for 0.042 of(70%of inflow) Center-of-Mass det.time=58.3 min(879.4-821.1) s LL Volume Invert Avail.Storage Storage Description #1 172.00' 1,198 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 172.00 764 0.0 0 0 173.00 764 0.0 0 0 0174.00 764 0.0 0 0 o i z s a -s 6 a 9 io n1'2 is is is 19 n is 19 zo zi 22 23 za 174.50 764 100.0 382 382 Time(hours) 175.50 868 100.0 816 1,198 Device Routing Invert Outlet Devices #1 Primary 171.75' 12.0" Round Culvert(SD-17) L=93.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=171.75'/171.29' S=0.00497' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=0.7 cfs @ 12.13 hrs HW=175.09' TW=171.73' (Dynamic Tailwater) t1=Culvert(SD-17) (Passes 0.7 cfs of 4.8 cfs potential flow) t2=Orifice/Grate (Weir Controls 0.7 cfs @ 0.98 fps) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Pace 39 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Pace 40 Pond 5P:BRA-1 Summary for Pond 6P:FI-5 rlydrograpn Inflow Area= 0.500 ac, 1.14%Impervious, Inflow Depth> 0.44" for 2 Year event F Inaw. Inflow = 0.1 cfs @ 12.31 hrs, Volume= 0.018 of 095 o D Primary Outflow 0.0 cfs @ 14.55 hrs, Volume= 0.009 af, Atten=81%, Lag=134.8 min 1.9 Inflow Area=0.391 ac Primary = 0.0 cfs @ 14.55 hrs, Volume= 0.009 of 0.95 6 -Peak.Elev=1..75.09' : Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs 0.75 ° 0 7 S#Ora a=852 cf ' Peak Elev=175.01'@ 14.55 hrs Surf.Area=877 sf Storage=414 cf 0.65 g Flood Elev=175.50' Surf.Area=1,000 sf Storage=875 cf 0.6 0.55 Plug-Flow detention time=311.7 min calculated for 0.009 of(49%of inflow) 0.5 Center-of-Mass det.time=158.7 min(1.079.1-920.4) 0 0.45 LL 04 Volume Invert Avail.Storage Storage Description 035 #1 174.50' 875 of Custom Stage Data(Prismatic)Listed below(Recalc) 03 025 Elevation Surf.Area Inc.Store Cum.Store 02 0.15 (feet) (sq-ft) (cubic-feet) (cubic-feet) 01 174.50 750 0 0 0 05 175.50 1,000 875 875 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14. 15 16 17 18 19 20 21 22 23 24 Device Routing Invert Outlet Devices Time(hours) #1 Primary 171.58' 12.0" Round Culvert(SD-25) L=13.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.58'/171.51' S=0.00547' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=0.0 cfs @ 14.55 hrs HW=175.01' TW=170.84' (Dynamic Tai[water) t1=Culvert(SD-25) (Passes 0.0 cfs of 6.5 cfs potential flow) t2=Orifice/Grate (Weir Controls 0.0 cfs @ 0.32 fps) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 41 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 42 Pond 6P:H-5 Summary for Pond 7P:DMH-3 Hydrograp Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 0.95" for 2 Year event FE-Inaw.-i Inflow 1.2 cfs @ 12.12 hrs, Volume= 0.093 of D Primary Outflow 1.2 cfs @ 12.12 hrs, Volume= 0.093 af, Atten=0%, Lag=0.0 min 010 Inflow Area=0.5500 ac Primary = 1.2 cfs @ 12.12 hrs, Volume= 0.093 of 0.12- 0.11 .2s 11 - Peak-Elev=1-755.01' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs °1 Stora a=414 Cf Peak Elev=170.84'@ 12.13 hrs g Flood Elev=177.00' 0.09 oos Device Routing Invert Outlet Devices 3 0.07 #1 Primary 170.25' 18.0" Round Culvert(SD-19) LL oos L=131.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.25'/169.59' S=0.0050'/' Cc=0.900 0-05- n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf 0.04 0.03- Primary OutFlow Max=1.2 cfs @ 12.12 hrs HW=170.83' TW=170.19' (Dynamic Tai[water) 0.02 L1=Culvert(SD-19) (Outlet Controls 1.2 cfs @ 2.71 fps) 0.01 , Pond 7P:DMH-3 e 0 1 2 3 4 5 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24y`0e}eOa.'�'1 Time(hours) ' �Inflow 20 Primary Inflow Area=1.169 s Peak EIev=170.84' 18.0" Round Culvert n=0.013 LL L=131.0' S=0.0050 '/' 22 0.. 0 1 2 .._3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 43 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 44 Summary for Pond 22P:FI-7 Summary for Pond 23P:CB-1 Inflow Area= 0.068 ac, 5.02%Impervious, Inflow Depth> 0.48" for 2 Year event Inflow Area= 0.605 ac, 33.42%Impervious, Inflow Depth> 0.83" for 2 Year event Inflow = 0.0 cfs @ 12.10 hrs, Volume= 0.003 of Inflow = 0.5 cfs @ 12.14 hrs, Volume= 0.042 of Outflow 0.0 cfs @ 12.10 hrs, Volume= 0.003 af, Atten=0%, Lag=0.0 min Outflow 0.5 cfs @ 12.14 hrs, Volume= 0.042 af, Atten=0%, Lag=0.0 min Primary = 0.0 cfs @ 12.10 hrs, Volume= 0.003 of Primary = 0.5 cfs @ 12.14 hrs, Volume= 0.042 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.46'@ 12.10 hrs Peak Elev=173.29'@ 12.14 hrs Flood Elev=175.36' Flood Elev=176.51' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.36' 12.0" Round Culvert(SD-4) #1 Primary 172.86' 12.0" Round Culvert(SD-6) L=43.0' CPP,square edge headwall, Ke=0.500 L=15.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=172.36'/172.15' S=0.0049T Cc=0.900 Inlet/Outlet Invert=172.86'/172.78' S=0.0053'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.0 cfs @ 12.10 hrs HW=172.46' TW=170.93' (Dynamic Tailwater) Primary OutFlow Max=0.5 cfs @ 12.14 hrs HW=173.29' TW=172.48' (Dynamic Tai[water) L1=Culvert(SD-4) (Barrel Controls 0.0 cfs @ 1.04 fps) L1=Culvert(SD-6) (Barrel Controls 0.5 cfs @ 2.15 fps) Pond 22P:FI-7 Pond 23P:CB-1 Hydrograp, Hydrograpr 0.03- FE-101--w-11 M Inflow ooesI S Primary o.s�rS Primary 0028 Inflow Area_0.068 °`° 0.5 Inflow Area=0:605 ",f, 1,121 °024 Peak Elev=172.46' 045 Peak Elev=173.29' 0.022 12.0" 0.4 12.0" 0.02 ops 0016 Round Culvert Round Culvert = n0.013 0.3 00,6 n=0.013.. 0014 - 00.25 LL 00,2 L=43.0' LL L=15.0' 001 S=0.0049 '/' 0.2 , , Oboe 0.15 S=....0.0053 / o., 1,114 0.002 0.°5 0 '14 - "Pop, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 45 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 46 Summary for Pond 24P:DMH-2 Summary for Pond 26P:DMH-8 Inflow Area= 0.780 ac, 42.90%Impervious, Inflow Depth> 1.15" for 2 Year event Inflow Area= 0.077 ac, 57.39%Impervious, Inflow Depth> 1.70" for 2 Year event Inflow = 0.9 cfs @ 12.10 hrs, Volume= 0.075 of Inflow = 0.1 cfs @ 12.08 hrs, Volume= 0.011 of Outflow 0.9 cfs @ 12.10 hrs, Volume= 0.075 af, Atten=0%, Lag=0.0 min Outflow 0.1 cfs @ 12.08 hrs, Volume= 0.011 af, Atten=0%, Lag=0.0 min Primary = 0.9 cfs @ 12.10 hrs, Volume= 0.075 of Primary = 0.1 cfs @ 12.08 hrs, Volume= 0.011 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.50'@ 12.10 hrs Peak Elev=172.59'@ 12.10 hrs Flood Elev=175.78' Flood Elev=175.78' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 171.99' 15.0" Round Culvert(SD-3) #1 Primary 172.31' 12.0" Round Culvert(SD-7) L=77.0' CPP,square edge headwall, Ke=0.500 L=44.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.99'/171.61' S=0.0049T Cc=0.900 Inlet/Outlet Invert=172.31'/172.09' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.9 cfs @ 12.10 hrs HW=172.50' TW=170.92' (Dynamic Tailwater) Primary OutFlow Max=0.1 cfs @ 12.08 hrs HW=172.59' TW=172.48' (Dynamic Tai[water) L1=Culvert(SD-3) (Barrel Controls 0.9 cfs @ 2.71 fps) L1=Culvert(SD-7) (Outlet Controls 0.1 cfs @ 1.15 fps) Pond 24P:DMH-2 Pond 26P:DMH-8 Hydrograp1 Hydrograpr 0 95 FE-101--w-11 FE-101--w-ii S Primary 1 11S Primary B5 Inflow Area=0.780 '' 0.5 Inflow Area=0.077 '��� 5 Peak Elev=172.50' 0.14 Peak Elev=172.59' 7 -15.0"- 0.,2 12.......0., 0.65 06 Round Culvert 01 Round Culvert 0 0.11 55 05 -n=0.013 n=i0.013r 0 0.45 0 0.08- 0.4 °4 L=77.0' LL 0.07 L=44.0' 035 0.06- 0.3 .06 03 S=0.0049 '1'-. 0.05 S=0.0050 '1' 0.25 °z 0.04 . 015 0.03 01 0.02 0.05 0.01 C 0.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 47 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 48 Summary for Pond 27P:FI-2 Summary for Pond 28P:CB-2 Inflow Area= 0.099 ac, 89.61%Impervious, Inflow Depth> 2.70" for 2 Year event Inflow Area= 0.044 ac, 87.36%Impervious, Inflow Depth> 2.44" for 2 Year event Inflow = 0.3 cfs @ 12.07 hrs, Volume= 0.022 of Inflow = 0.1 cfs @ 12.07 hrs, Volume= 0.009 of Outflow 0.3 cfs @ 12.07 hrs, Volume= 0.022 af, Atten=0%, Lag=0.0 min Outflow 0.1 cfs @ 12.07 hrs, Volume= 0.009 af, Atten=0%, Lag=0.0 min Primary = 0.3 cfs @ 12.07 hrs, Volume= 0.022 of Primary = 0.1 cfs @ 12.07 hrs, Volume= 0.009 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.09'@ 12.07 hrs Peak Elev=173.04'@ 12.07 hrs Flood Elev=175.78' Flood Elev=175.83' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.78' 12.0" Round Culvert(SD-5) #1 Primary 172.83' 12.0" Round Culvert(SD-9) L=30.0' CPP,square edge headwall, Ke=0.500 L=33.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.78'/172.63' S=0.0050'P Cc=0.900 Inlet/Outlet Invert=172.83'/172.67' S=0.00487' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.3 cfs @ 12.07 hrs HW=173.09' TW=172.48' (Dynamic Tailwater) Primary OutFlow Max=0.1 cfs @ 12.07 hrs HW=173.04' TW=172.58' (Dynamic Tai[water) L1=Culvert(SD-5) (Barrel Controls 0.3 cfs @ 2.03 fps) L1=Culvert(SD-9) (Barrel Controls 0.1 cfs @ 1.61 fps) Pond 27P:FI-2 Pond 28P:CB-2 Hydrograph Hydrograpr 0.32- FE-101--w-11 -- M Inflow as ms S Primary o.r�rS Primary 03 Inflow Area=0.099°a°'s 0.13 Inflow Area=0.044 0.28 026 Peak Elev=173.09'.. - o„ Peak Elev=173.04' - o 22 12.0" 0., 12.0,r °2Round Culvert °°� Round Culvert. 018 w 0.08- 0.16- n=0.013 0.07 n=0.013 LL 0.2 L=30,0' ° 0.06 L=33.0' ; .. 0.05 0.1 S=0.0050 '1' 0.04 S=0.0048 T 0M 0 0.03 os 0.04 0.02 o.°z p 0.01 ° a.. _... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 49 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 50 Summary for Pond 29P:FI-1 Summary for Pond 30P:FI-4 Inflow Area= 0.033 ac, 18.19%Impervious, Inflow Depth> 0.73" for 2 Year event Inflow Area= 0.038 ac, 21.99%Impervious, Inflow Depth> 0.78" for 2 Year event Inflow = 0.0 cfs @ 12.09 hrs, Volume= 0.002 of Inflow = 0.0 cfs @ 12.09 hrs, Volume= 0.002 of Outflow 0.0 cfs @ 12.09 hrs, Volume= 0.002 af, Atten=0%, Lag=0.0 min Outflow 0.0 cfs @ 12.09 hrs, Volume= 0.002 af, Atten=0%, Lag=0.0 min Primary = 0.0 cfs @ 12.09 hrs, Volume= 0.002 of Primary = 0.0 cfs @ 12.09 hrs, Volume= 0.002 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.74'@ 12.10 hrs Peak Elev=172.80'@ 12.09 hrs Flood Elev=175.63' Flood Elev=175.40' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.63' 12.0" Round Culvert(SD-10) #1 Primary 172.70' 15.0" Round Culvert(SD-24) L=45.0' CPP,square edge headwall, Ke=0.500 L=60.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.63'/172.41' S=0.0049T Cc=0.900 Inlet/Outlet Invert=172.70'/172.40' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf Primary OutFlow Max=0.0 cfs @ 12.09 hrs HW=172.74' TW=172.59' (Dynamic Tailwater) Primary OutFlow Max=0.0 cfs @ 12.09 hrs HW=172.80' TW=171.58' (Dynamic Tai[water) L1=Culvert(SD-10) (Outlet Controls 0.0 cfs @ 0.84 fps) L1=Culvert(SD-24) (Barrel Controls 0.0 cfs @ 1.07 fps) Pond 29P:FI-1 Pond 30P:FI-4 Hydrograp, Hydrograpr E Inflow M Inflow D.028- S Primary - - S Primary 0026 Inflow Area=0.033 °°°'s°,= 034 Inflow Area=0.038 °O5°,, 0.032 0.024-0.022- Peak Elev=172.74' 003 Peak Elev=172.80' 0.02 12.0" 0.026 15.0" 0.024 0018 Round Culvert 0.022 Round Culvert Dols .013 °.°2 4 - ; 0.018 n n-0.013 L=45.0' ° 0.0,6 L=60.0' .014 mi S=0.0049 T 0.02 S.-0.0050 T 0 ooa 0.01 0.00s 0.008 0 ooa 0.006 '.. 0.004- 02 a.o°2 00 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 51 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 52 Summary for Pond 31 P:DMH-11 Summary for Pond 32P:DMH-9 Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 1.28" for 2 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 1.28" for 2 Year event Inflow = 1.0 cfs @ 12.13 hrs, Volume= 0.062 of Inflow = 1.0 cfs @ 12.13 hrs, Volume= 0.062 of Outflow 1.0 cfs @ 12.13 hrs, Volume= 0.062 af, Atten=0%, Lag=0.0 min Outflow 1.0 cfs @ 12.13 hrs, Volume= 0.062 af, Atten=0%, Lag=0.0 min Primary = 1.0 cfs @ 12.13 hrs, Volume= 0.062 of Primary = 1.0 cfs @ 12.13 hrs, Volume= 0.062 of Secondary= 0.0 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=171.74'@ 12.14 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Flood Elev=175.98' Peak Elev=171.49'@ 12.13 hrs Flood Elev=174.88' Device Routing Invert Outlet Devices #1 Primary 171.19' 18.0" Round Culvert(SD-23) Device Routing Invert Outlet Devices L=43.0' CPP,square edge headwall, Ke=0.500 #1 Primary 170.88' 12.0" Round Culvert(SD-21) Inlet/Outlet Invert=171.19'/170.98' S=0.0049'P Cc=0.900 L=27.0' CPP,square edge headwall, Ke=0.500 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Inlet/Outlet Invert=170.88'/170.75' S=0.00487' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.9 cfs @ 12.13 hrs HW=171.73' TW=171.49' (Dynamic Tailwater) #2 Secondary 170.88' 18.0" Round Culvert(SD-22) L1=Culvert(SD-23) (Outlet Controls 0.9 cfs @ 2.31 fps) L=27.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.88'/170.75' S=0.00487' Cc=0.900 Pond 31 P:DMH-11 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf 'tydrograp1 #3 Device 2 171.55' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) FE-In-fl-mi Primary OutFlow Max=0.9 cfs @ 12.13 hrs HW=171.49' TW4.00' (Dynamic Tailwater) o s S Primary t1=Culvert(SD-21) (Barrel Controls 0.9 cfs @ 2.73 fps) Inflow Area=0.580 °'s Secondary OutFlow Max=0.0 cfs @ 0.00 hrs HW=170.88' TW=170.67' (Dynamic Tailwater) Peak Elev=171.74' t2=Culvert(SD-22) (Controls 0.0 cfs) 18.0„ 't3=Sharp-Crested Rectangular Weir (Controls 0.0 cfs) Round Culvert n=0.013 LL L=43.0' S=0.0049 T 0 0 1 2 3 45 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Pace 53 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 54 Pond 32P:DMH-9 Summary for Pond 33P:DMH-10 Hydrograprl Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 0.95" for 2 Year event SM In fInw Inflow = 1.2 cfs @ 12.12 hrs, Volume= 0.093 of °°_ outflow Outflow 1.2 cfs @ 12.12 hrs, Volume= 0.093 af, Atten=0%, Lag=0.0 min Inflow Area=0.5 Prima" 0 as secondary Primary = 1.2 cfs @ 12.12 hrs, Volume= 0.093 of Peal( Elev=1 71.49 A Routing by Dyn-Ston-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=171.25'@ 12.13 hrs Flood Elev=175.20' Device Routing Invert Outlet Devices #1 Primary 170.67' 18.0" Round Culvert(SD-20) L=64.0' CPP,square edge headwall, Ke=0.500 a Inlet/Outlet Invert=170.67'/170.35' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Primary OutFlow Max=1.1 cfs @ 12.12 hrs HW=171.24' TW=170.83' (Dynamic Tailwater) - L1=Culvert(SD-20) (Outlet Controls 1.1 cfs @ 2.73 fps) o.o Pond 33P:DMH-10 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 13 20 21 22 23 24 HydTe}gra.p'1 Time(hours) ' �Inflow 20 Primary Inflow Area=1.169 s Peak Elev=171.25' 18.0" Round Culvert n=0.013 LL L=64.0' S=0.0050 '/' 22 0.. 0 1 Z,.._3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 55 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 56 Summary for Pond 36P:CB-3 Summary for Pond 37P:CB-4 Inflow Area= 0.151 ac, 52.47%Impervious, Inflow Depth> 1.40" for 2 Year event Inflow Area= 0.185 ac,100.00%Impervious, Inflow Depth> 2.97" for 2 Year event Inflow = 0.3 cfs @ 12.08 hrs, Volume= 0.018 of Inflow = 0.6 cfs @ 12.07 hrs, Volume= 0.046 of Outflow 0.3 cfs @ 12.08 hrs, Volume= 0.018 af, Atten=0%, Lag=0.0 min Outflow 0.6 cfs @ 12.07 hrs, Volume= 0.046 af, Atten=0%, Lag=0.0 min Primary = 0.3 cfs @ 12.08 hrs, Volume= 0.018 of Primary = 0.6 cfs @ 12.07 hrs, Volume= 0.046 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.77'@ 12.08 hrs Peak Elev=173.08'@ 12.07 hrs Flood Elev=175.49' Flood Elev=175.49' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.49' 15.0" Round Culvert(SD-27) #1 Primary 172.62' 12.0" Round Culvert(SD-15) L=8.0' CPP,square edge headwall, Ke=0.500 L=36.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.49'/172.45' S=0.0050'P Cc=0.900 Inlet/Outlet Invert=172.62'/172.44' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.3 cfs @ 12.08 hrs HW=172.77' TW=171.53' (Dynamic Tailwater) Primary OutFlow Max=0.6 cfs @ 12.07 hrs HW=173.08' TW=170.07' (Dynamic Tai[water) L1=Culvert(SD-27) (Barrel Controls 0.3 cfs @ 1.84 fps) L1=Culvert(SD-15) (Barrel Controls 0.6 cfs @ 2.46 fps) Pond 36P:CB-3 Pond 37P:CB-4 Hydrograph Hydrograpr FE-101--w-11 E Inflow 029 ea dSPrimary 1 0.65 r �o.s,f, 20 Primary 926 Inflow Area=0.151°'°'s 0.6 Inflow Area=0.:185 020. Peak Elev=172.77' 0.55 Peak Elev=173.08' °92 -15.0".. �.. 0.5- 12..,..0" 0.45 019 Round Culvert 0.4 Round Culvert 016 914 n=0.013 0.35 n=0.013 LL 912 L=8.0' 0.3 L_36.0' 0.25 999 S=0.0050 '/'_ 0.2 S=0.0050 '/' 0.06 0.15 . 904 0.1 0.92 0.05 0. 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 57 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 58 Summary for Pond 40P:DMH-5 Summary for Pond 41 P:DMH-6 Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 1.23" for 2 Year event Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 1.23" for 2 Year event Inflow = 1.7 cfs @ 12.12 hrs, Volume= 0.139 of Inflow = 1.7 cfs @ 12.12 hrs, Volume= 0.139 of Outflow 1.7 cfs @ 12.12 hrs, Volume= 0.139 af, Atten=0%, Lag=0.0 min Outflow 1.7 cfs @ 12.12 hrs, Volume= 0.139 af, Atten=0%, Lag=0.0 min Primary = 1.7 cfs @ 12.12 hrs, Volume= 0.139 of Primary = 1.7 cfs @ 12.12 hrs, Volume= 0.139 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=170.43'@ 15.26 hrs Peak Elev=170.43'@ 15.25 hrs Flood Elev=175.06' Flood Elev=174.00' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 169.49' 18.0" Round Culvert(SD-14) #1 Primary 169.02' 18.0" Round Culvert(SD-13) L=75.0' CPP,square edge headwall, Ke=0.500 L=34.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.49'/169.12' S=0.0049T Cc=0.900 Inlet/Outlet Invert=169.02'/168.85' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Primary OutFlow Max=1.6 cfs @ 12.12 hrs HW=170.19' TW=169.72' (Dynamic Tailwater) Primary OutFlow Max=1.7 cfs @ 12.12 hrs HW=169.72' TW=169.29' (Dynamic Tai[water) L1=Culvert(SD-14) (Outlet Controls 1.6 cfs @ 2.97 fps) L1=Culvert(SD-13) (Barrel Controls 1.7 cfs @ 3.06 fps) Pond 40P:DMH-5 Pond 41 P:DMH-6 Hydrograp1 Hydrograpr FE-101--w-11 E Inflow 20 Primary 20 Primary Inflow Area=1.354: Inflow Area=1.354 Peak EIev=170.43 Peak EIev=170.43r 18.0" 18.01, Round Culvert Round Culvert 1 n=0.013 1 n=0.013 LL L_75.0' LL L=34.0' S=0.0049 T S=0.0050 T 0 a. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 59 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 60 Summary for Pond 42P:FI-6 Summary for Pond OGS:Oil/Grit Separator Inflow Area= 0.184 ac,100.00%Impervious, Inflow Depth> 2.97" for 2 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 1.28" for 2 Year event Inflow = 0.6 cfs @ 12.07 hrs, Volume= 0.046 of Inflow = 1.0 cfs @ 12.13 hrs, Volume= 0.062 of Outflow 0.6 cfs @ 12.07 hrs, Volume= 0.046 af, Atten=0%, Lag=0.0 min Primary 1.0 cfs @ 12.13 hrs, Volume= 0.062 af, Atten=0%, Lag=0.0 min Primary = 0.6 cfs @ 12.07 hrs, Volume= 0.046 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.96'@ 12.07 hrs Pond OGS:Oil/Grit Separator Flood Elev=175.50' €iydroyra„'1 Device Routing Invert Outlet Devices Inflow #1 Primary 172.50' 12.0" Round Culvert(SD-11) IS Primary L=26.0' CPP,square edge headwall, Ke=0.500 Inflow Area=0.580 '°"` Inlet/Outlet Invert=172.50'/172.37' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.6 cfs @ 12.07 hrs HW=172.96' TW=169.12' (Dynamic Tailwater) L1=Culvert(SD-11) (Barrel Controls 0.6 cfs @ 2.43 fps) Pond 42P:FI-6 3 Hydrosrap LL �Inflow 0.6520 Primary s ms 96 -Inflow Area=0.184... 055 Peak Elev=172.96 95 0.45 0 12.0"_ _ Culvert ' + ',. .. 04 Round Culvert 0 1 2 3 4 5 fi 7 8 9 10 Time(hours) 14 15 16 17 18 19 20 21 22 23 24 035 n=0.013 LL 0..253 L=26.0' .` 0.2 S=0.0050 '1'- 915 0.as e 0 12 3 45 6 man,8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paoe 61 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 62 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.596 ac, 16.24%Impervious, Inflow Depth> 0.21" for 2 Year event Inflow Area= 0.450 ac, 52.68%Impervious, Inflow Depth> 1.34" for 2 Year event Inflow = 0.6 cfs @ 12.50 hrs, Volume= 0.168 of Inflow = 0.7 cfs @ 12.08 hrs, Volume= 0.050 of Primary 0.6 cfs @ 12.50 hrs, Volume- 0.168 af, Atten-0%, Lag-0.0 min Primary 0.7 cfs @ 12.08 hrs, Volume- 0.050 af, Atten-0%, Lag-0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydro9ragh Hydrograp Inflow ff Inflow 065 uems1 S Primary 1 0.8 :3 Primary 06 -Inflow Area-9.596 _ 0J5 Inflow Area=0.450.. 0.7 0.55- 0.65- 0.5- 550.650 5- 0.6 0.45- 0.4- 4504 0.5 w 0.45 035 0 3 0.4 03 0 0-35- 0.25- - 0.3- 0.2 .30 2 - 0.25 . 015 \ 0.2 ' 0.15 01 . 0.1 0.0s 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 1213 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 111 24-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 63 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 64 Summary for Link DP-3:Ex.Field Time span=0.00-24.00 hrs,dt=0.02 hrs,1201 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Primary = 0.0 cfs @ 0.00 hrs, Volume= 0.000 of Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Subcatchment 1S:SC201 A-1 Runoff Area=277.852 sf 0.05%Impervious Runoff Depth>0.88" Flow Length-1,388' Tc-16.8 min CN-55 Runoff-3.7 cfs 0.466 of Link DP-3:Ex.Field Subcatchment 2S:SC201 B-4 Runoff Area=3.602 sf 100.00%Impervious Runoff Depth>4.56" Hydrograph Tc=5.0 min CN=98 Runoff=0.4 cfs 0.031 of D Pnma y Subcatchment 3S:SC201 C-1 Runoff Area=2,221 sf 30.80%Impervious Runoff Depth>2.04" Tc=5.0 min CN=72 Runoff=0.1 cfs 0.009 of Subcatchment 4S:SC201 D Runoff Area=14,593 sf 0.901%Impervious Runoff Depth>1.18" Tc=5.0 min CN=60 Runoff=0.4 cfs 0.033 of Subcatchment 5S:SC201 E Runoff Area-26,335 sf 33.42%Impervious Runoff Depth>1.89" Flow Length=412' Tc=8.6 min CN=70 Runoff=1.2 cfs 0.095 of s Subcatchment 6S:SC201 F-3 Runoff Area=1,451 sf 18.19%Impervious Runoff Depth>1.74" LL Tc-5.0 min CN-68 Runoff-0.1 cfs 0.005 of Subcatchment 7S:SC201 G Runoff Area=21782 sf 1.14%Impervious Runoff Depth>1.25" Flow Length=130' Tc=15.4 min CN=61 Runoff=0.5 cfs 0.052 of Subcatchment 8S:SC201 H-1 Runoff Area=6,560 sf 52.47%Impervious Runoff Depth>2.72" Tc=5.0 min CN=80 Runoff=0.5 cfs 0.034 of o. Subcatchment 9S:SC202A Runoff Area=19.608 sf 52.68%Impervious Runoff Depth>2.63" o i z 3 a s 6 7 -a 9 10 -ii 12 is 14 is 16 17 16 19 20 21 22 23 24 Tc=5.O min CN=79 Runoff=1.4 cfs 0.099 of Time(hours) Subcatchment 10S:SC201 A-2 Runoff Area-2,968 sf 5.02%Impervious Runoff Depth>1.31" Tc=5.0 min CN=62 Runoff=0.1 cfs 0.007 of Subcatchment 115:SC201 F-2 Runoff Area=1,898 sf 87.36%Impervious Runoff Depth>4.00" Tc=5.0 min CN=93 Runoff=0.2 cfs 0.015 of Subcatchment 125:SC201 B-1 Runoff Area=3,892 sf 100.00%Impervious Runoff Depth>4.56" Tc-5.0 min CN-98 Runoff-0.4 cfs 0.034 of Subcatchment 13S:SC201 B-2a Runoff Area=4.379 sf 100.00%Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=0.5 cfs 0.038 of Subcatchment 14S:SC201 B-6 Runoff Area=3.855 sf 100.00%Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=0.4 cfs 0.034 of Subcatchment 15S:SC201 B-7 Runoff Area=8,826 sf 100.00%Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=1.0 cfs 0.077 of Subcatchment 165:SC201 B-5 Runoff Area-3,653 sf 100.00%Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=0.4 cfs 0.032 of 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 65 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 66 Subcatchment 17S:SC201 B-3a Runoff Area=4,036 sf 100.00%Impervious Runoff Depth>4.56" Pond 24P:DMH-2 Peak Elev=172.76' Inflow=1.8 cfs 0.149 of Tc=5.0 min CN=98 Runoff=0.4 cfs 0.035 of 15.0" Round Culvert n=0.013 L=77.0' S=0.0049'/' Outflow=1.8 cfs 0.149 of Subcatchment 18S:SC201F-1 Runoff Area=17.031 sf 66.95%Impervious Runoff Depth>3.28" Pond 26P:DMH-8 Peak EIev=172.80' Inflow=0.3 cfs 0.019 of Tc=5.0 min CN=86 Runoff=1.5 cfs 0.107 of 12.0" Round Culvert n=0.013 L=44.0' S=0.00507' Outflow=0.3 cfs 0.019 of Subcatchment 19S:SC201F-4 Runoff Area=447 sf 0.00/Impervious Runoff Depth>1.25" Pond 27P:FI-2 Peak EIev=173.17' Inflow=0.4 cfs 0.035 of Tc=5.0 min CN=61 Runoff=0.0 cfs 0.001 of 12.0" Round Culvert n=0.013 L=30.0' S=0.0050'/' Outflow=0.4 cfs 0.035 of Subcatchment 20S:SC2011-1-2 Runoff Area-1,669 sf 21.99%Impervious Runoff Depth>1.81" Pond 28P:CB-2 Peak EIev=173.09' Inflow-0.2 cfs 0.015 of Tc=5.0 min CN=69 Runoff=0.1 cfs 0.006 of 12.0" Round Culvert n=0.013 L=33.0' S=0.00487' Outflow=0.2 cfs 0.015 of Subcatchment 21 S:SC201 C-2 Runoff Area=3,284 sf 21.35%Impervious Runoff Depth>1.74" Pond 29P:FI-1 Peak EIev=172.85' Inflow=0.1 cfs 0.005 of Tc=5.0 min CN=68 Runoff=0.2 cfs 0.011 of 12.0" Round Culvert n=0.013 L=45.0' S=0.0049'/' Outflow=0.1 cfs 0.005 of Subcatchment 38S:SC201 B-2b Runoff Area=3,661 sf 100.00%Impervious Runoff Depth>4.56" Pond 30P:FI-4 Peak EIev=172.86' Inflow=0.1 cfs 0.006 of Tc-5.0 min CN-98 Runoff-0.4 cfs 0.032 of 15.0" Round Culvert n=0.013 L=60.0' S=0.0050'/' Outflow-0.1 cfs 0.006 of Subcatchment 39S:SC201 B-3b Runoff Area=3,986 sf 100.00%Impervious Runoff Depth>4.56" Pond 31 P:DMH-11 Peak EIev=172.01' Inflow=2.1 cfs 0.129 of Tc=5.0 min CN=98 Runoff=0.4 cfs 0.035 of 18.0" Round Culvert n=0.013 L=43.0' S=0.0049'/' Outflow=2.1 cfs 0.129 of Reach 1R: Inflow=1.8 cfs 0.122 of Pond 32P:DMH-9 Peak Elev=171.68' Inflow=2.1 cfs 0.129 of Outflow=1.8 cfs 0.122 of Primary=1.5 cfs 0.123 of Secondary=0.6 cfs 0.005 of Outflow=2.1 cfs 0.129 of Reach 2R: Inflow=0.9 cfs 0.177 of Pond 33P:DMH-10 Peak EIev=171.59' Inflow=2.5 cfs 0.205 of Outflow=0.9 cfs 0.177 of 18.0" Round Culvert n=0.013 L=64.0' S=0.0050'/' Outflow=2.5 cfs 0.205 of Pond 1P:SIG-1 Peak EIev=169.89' Storage-3,939 cf Inflow=1.1 cfs 0.327 of Pond 36P:CB-3 Peak EIev=172.89' Inflow=0.5 cfs 0.034 of Discarded=0.0 cfs 0.067 of Primary=0.9 cfs 0.177 of Outflow=1.0 cfs 0.244 of 15.0" Round Culvert n=0.013 L=8.0' S=0.0050'/' Outflow=0.5 cfs 0.034 of Pond 3P:SIG-3 Peak EIev=171.17' Storage=4,528 cf Inflow=4.6 cfs 0.365 of Pond 37P:CB-4 Peak EIev=173.20' Inflow=0.9 cfs 0.070 of Discarded-0.1 cfs 0.181 of Primary-1.8 cfs 0.122 of Outflow-1.9 cfs 0.303 of 12.0" Round Culvert n-0.013 L-36.0' S-0.0050'/' Outflow-0.9 cfs 0.070 of Pond 4P:Dry Pond Peak EIev=172.34' Storage=3,484 cf Inflow=4.1 cfs 0.330 of Pond 40P:DMH-5 Peak EIev=171.24' Inflow=3.4 cfs 0.275 of Outflow=1.1 cfs 0.327 of 18.0" Round Culvert n=0.013 L=75.0' S=0.0049'/' Outflow=3.4 cfs 0.275 of Pond 5P:BRA-1 Peak EIev=175.15' Storage=900 cf Inflow=1.5 cfs 0.107 of Pond 41 P:DMH-6 Peak EIev=171.20' Inflow=3.4 cfs 0.275 of Outflow=1.5 cfs 0.089 of 18.0" Round Culvert n=0.013 L=34.0' S=0.0050'/' Outflow=3.4 cfs 0.275 of Pond 6P:FI-5 Peak EIev=175.06' Storage=461 cf Inflow=0.5 cfs 0.052 of Pond 42P:FI-6 Peak EIev=173.08' Inflow=0.9 cfs 0.070 of Outflow=0.4 cfs 0.042 of 12.0" Round Culvert n=0.013 L=26.0' S=0.0050'/' Outflow=0.9 cfs 0.070 of Pond 7P:DMH-3 Peak EIev=171.33' Inflow=2.5 cfs 0.205 of Pond OGS:Oil/Grit Separator Inflow=1.5 cfs 0.123 of 18.0" Round Culvert n=0.013 L=131.0' S=0.00507' Outflow=2.5 cfs 0.205 of Primary=1.5 cfs 0.123 of Pond 22P:FI-7 Peak EIev=172.54' Inflow-0.1 cfs 0.007 of Link DP-1:Lake Inflow-5.4 cfs 0.765 of 12.0" Round Culvert n=0.013 L=43.0' S=0.0049'/' Outflow=0.1 cfs 0.007 of Primary=5.4 cfs 0.765 of Pond 23P:CB-1 Peak EIev=173.59' Inflow=1.2 cfs 0.095 of Link DP-2:Ex.Closed System Inflow=1.4 cfs 0.099 of 12.0" Round Culvert n=0.013 L=15.0' S=0.0053'/' Outflow=1.2 cfs 0.095 of Primary=1.4 cfs 0.099 of 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Pace 67 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Pace 68 Link DP-3:Ex.Field Primary=0.0 cfs 0.000 of Summary for Subcatchment 1S:SC201A-1 = Total Runoff Area=10.046 ac Runoff Volume=1.287 of Average Runoff Depth=1.54" Runoff 3.7 cfs @ 12.29 hrs, Volume= 0.466 af, Depth> 0.88" 82.13%Pervious=8.250 ac 17.87%Impervious=1.796 ac Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description 143 98 Paved parking 532 53 Porous Pavers 722 53 Porous Pavers 851 53 Grass Pavers 671 53 Grass Pavers 13,707 48 Brush,Good,HSG B 4,533 61 >75%Grass cover,Good,HSG B 37,962 55 Woods,Good,HSG B 80,454 55 Woods,Good,HSG B 138,277 55 Woods,Good,HSG B 277,852 55 Weighted Average 277,709 99.95%Pervious Area 143 0.05%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Woods:Dense underbrush n=0.800 P2=3.60" 1.4 380 0.0840 4.67 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 2.9 560 0.0410 3.26 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 16.8 1,388 Total 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 69 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 70 Subcatchment 1S:SC201A-1 Summary for Subcatchment 2S:SC201 B-4 Hydrograph Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.031 af, Depth> 4.56" 4 �Runoff Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr Type III 24-hr 10 Year Rainfall=4.80" 10 Year,Rainfall_4.80"_ Area(sf) CN Description 3 Runoff Area=277,852 sf 3,602 98 Roofs Runoff Volume=0.466of 3,602 100.00%Impervious Area t Runoff Depth>0.88" Tc Length Slope Velocity Capacity Description 2 FIOW Len th=1 388' (min) (feet) (ft/ft) (ft/sec) (cfs) LL g , 5.0 Direct Entry,Min To Tc=16.8 min CN=55 Subcatchment 2S:SC201 B-4 1 '�y�ra aa�1 0.44 Runoff 0.42 11.40c 0.3800. Type III 24-hr 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.36 Time(hoir=) 10 Year Rainfall=4.$0" 0, 0.32 Runoff Area=3,602 sf 013 Run-off Volume=0.031 of .. 0.16 _ -.-- 0.24 Runoff Depth>4.56" c 0.22 LL 0.2 Tc=5.0 min - 0.,6 CN- =98 0.16 ' 0.14 ' 0.12 ' 0.1 O.OR 0.06 0.04 M2 a. 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfal1=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 71 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 72 Summary for Subcatchment 3S:SC201C-1 Summary for Subcatchment 4S:SC201D Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.009 af, Depth> 2.04" Runoff = 0.4 cfs @ 12.09 hrs, Volume= 0.033 af, Depth> 1.18" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 684 98 Paved parking,HSG B 132 98 Paved parking 1,537 61 >75%Grass cover,Good,HSG B 508 53 Porous Pavers 2.221 72 Weighted Average 12,323 61 >75%Grass cover,Good,HSG B 1,537 69.201/.Pervious Area 1,630 55 Woods,Good,HSG B 684 30.80%Impervious Area 14,593 60 Weighted Average 14,461 99.10%Pervious Area Tc Length Slope Velocity Capacity Description 132 0.90%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 3S:SC201 C-1 5.0 Direct Entry,Min Tc Hydrograpin Subcatchment 4S:SC201 D nunorl Hyz rograah 0.13 012 Type III 24-hr �_ 0.46 DRunae 611 10 Year Rainfall=4.80" 0.42 Type III 24-hr 01 Runoff Area=2,221 sf _ 0.38 10 Year Rainfall=4.80" 0.09- Runoff Volume=0.009-af 0.36 34Runoff Area=14,593 sf Runoff Depth�2.04" °03 0.07 Run-off Volume=0.033 of . LL 006 Tc=5.0 min Runoff Depth>1.18" 72 CN= -0.24 °O6 0 0.22- Tc=5.0 min LL 0.2- 0.04- .20 04 0.,6 CN=60 . 0.03 0.16 .. 0.14 0.02 0.12 0.1 ;. 001 0.08 0 1 2 3 4 5 6 7 8 9 10 1, 12 13 14 15 16 17 18 19 20 21 22 23 24 0.04 Time(hours) 0.02 P 11 0.- 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 73 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 74 Summary for Subcatchment 5S:SC201 E Summary for Subcatchment 6S:SC201 F-3 Runoff = 1.2 cfs @ 12.13 hrs, Volume= 0.095 af, Depth> 1.89" Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.005 af, Depth> 1.74" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 8,802 98 Paved parking 264 98 Paved parking,HSG B 4,431 61 >75%Grass cover,Good,HSG B 307 61 >75%Grass cover,Good,HSG B 4.519 55 Woods,Good,HSG B 880 61 >751/.Grass cover,Good,HSG B 8,583 55 Woods,Good,HSG B 1,451 68 Weighted Average 26,335 70 Weighted Average 1,187 81.81%Pervious Area 17,533 66.58%Pervious Area 264 18.19%Impervious Area 8,802 33.42%Impervious Area To Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To 7.0 50 0.0700 0.12 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.60" Subcatchment 6S:SC201 F-3 0.9 236 0.0680 4.20 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 'yd ag a 0.7 126 0.0220 3.01 Shallow Concentrated Flow, 0.675 n�noe Paved Kv=20.3 fps 0.07 412 Total 0.67 6.665 Type III 24-hr Subcatchment 5S:SC201 E 6.66 10 Year Rainfall-4.80" Hycrogram 0055 Runoff Area-1,451 sf 0.05 Runoff Volume=0.005 affill Runoff 0.645 Type 11124-hr 3 0.04 Runoff DepthA.74" ° 0.635 Tc-5.0 min 10 Year Rainfall=4.80" LL 003 CN' -68 Runoff Area_26,335 sf 0.025 Runoff Volume=0.095 of 0.02- 0.015 Runoff DepthA.89" 0.01 LL Flow Length=412' 0.005 Tc=8.6 min 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 CN-70 Time(hours) 0 0 12 34 5 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 75 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 76 Summary for Subcatchment 7S:SC201 G Summary for Subcatchment 8S:SC201 H-1 Runoff = 0.5 cfs @ 12.24 hrs, Volume= 0.052 af, Depth> 1.25" Runoff = 0.5 cfs @ 12.08 hrs, Volume= 0.034 af, Depth> 2.72" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 248 98 Paved parking 3,442 98 Paved parking 797 53 Porous Pavers,HSG B 428 53 Porous Pavers 16.355 61 >751/.Grass cover,Good,HSG B 2,401 61 >751/.Grass cover,Good,HSG B 4,382 61 >75%Grass cover,Good,HSG B 289 61 >751/.Grass cover,Good,HSG B 21,782 61 Weighted Average 6,560 80 Weighted Average 21,534 98.86%Pervious Area 3,118 47.53%Pervious Area 248 1.14%Impervious Area 3,442 52.47%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 40 0.0068 0.04 Sheet Flow, 5.0 Direct Entry,Min Tc Woods:Light underbrush n=0.400 P2=3.60" 0.4 90 0.0560 3.81 Shallow Concentrated Flow, Subcatchment 8S:SC201 H-1 Unpaved Kv=16.1 fps 15.4 130 Total r'y�.°eraa� 0.55 . �Runoff Subcatchment 7S:SC201G Hydrograph °.5 Type III 24-hr oft 0.45 10 Year Rainfall=4.80" 05 �R 0.4 Runoff Area=6,560 sf os�,= Type III 24-hr 0,5 035 Runoff Volume=0.034 of 10 Year_Rainfall=4.80" w °° 0.3 Runoff Depth>2.72" u \ Runoff Area=21,782 sf 3 Tc=5.0 min LL 035 °,5 Runoff Volume=0.052 of 02 = 03 Runoff Depth>1.25" CN.80 v 0.15 LL 025 Flow Length=130' 02 Tc=15.4 min .. °., 0.15 CN=61 0 .O6 0.1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0 05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 111 24-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 111 24-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 77 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 78 Summary for Subcatchment 9S:SC202A Summary for Subcatchment 105:SC201A-2 Runoff = 1.4 cfs @ 12.08 hrs, Volume= 0.099 af, Depth> 2.63" Runoff = 0.1 cfs @ 12.09 hrs, Volume= 0.007 af, Depth> 1.31" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 10,330 98 Paved parking 149 98 Paved parking,HSG B 746 53 Porous Pavers,HSG B 348 53 Porous Pavers 1.692 53 Porous Pavers,HSG B 2,471 61 >751/.Grass cover,Good,HSG B 5,464 61 >75%Grass cover,Good,HSG B 2,968 62 Weighted Average 1,376 61 >75%Grass cover,Good,HSG B 2,819 94.98%Pervious Area 19,608 79 Weighted Average 149 5.02%Impervious Area 9.278 47.32%Pervious Area 10,330 52.68%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,Min To (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To Subcatchment 10S:SC201A-2 Subcatchment 9S:SC202A Hydrograph 0.11 a�Runoff 'Eydf_'4g'dpit 0.105 :o.i ns R66of1 0.095 Type 11124-hr Type 11124-hr °.665 10 Year Rainfall-4.80" 10 Year Rainfall=4.80" os Runoff Area-2,968 sf Runoff Area_19,608 sf 007 Runoff Volume=0.007 af, 6.685 0.06 e Runoff Volume=0.099.of 6.655 Runoff Dpth>1.31" Runoff Depth>2.63rr LL 6.65 Tc_5.0 min I 0.645 LL Tc-5.0 min 6.64 CN=62 0 - 0.035 CN_79 6.63 0.025 0.02 ' 0.015 ' 0.01 ',. 0.005 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0 ° 1 ___2 3 4 _:5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 79 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 80 Summary for Subcatchment 11 S:SC201 F-2 Summary for Subcatchment 12S:SC201 B-1 Runoff = 0.2 cfs @ 12.07 hrs, Volume= 0.015 af, Depth> 4.00" Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.034 af, Depth> 4.56" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 1,658 98 Paved parking 3,892 98 Roofs 240 61 >75%Grass cover,Good,HSG B 3,892 100.00%Impervious Area 1,898 93 Weighted Average 240 12.64%Pervious Area Tc Length Slope Velocity Capacity Description 1,658 87.36%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,Min Tc (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 12S:SC201 B-1 5.0 Direct Entry,Min Tc Subcatchment 11 S:SC201 F-2 0.48 0.46 yr0rap0.44 0.42 Type III 24-hr 022n°"°" 034 0.21 0.38 10 Year Rainfail=4.80"" , - oems 019 Type III 24-hr 0.34 Runoff Area=3,892 sf 016 10 Year Rainfall=4.80" 00 Runoff Volume=0.034 of 017 016 28 Runoff Area=1,898 sf � Runoff Depth>4.56"" 015 0�4 014 Runoff Volume=0.015 of R. 012 Tc=5.0 min 013 0,2 Runoff Depth>4.00" CN=98 011 - 0.16 - LL 01 TC=5.0 min 0.14 609 CN=93 0 0 OB 0.1 0.1 0.07 0.08 0.06 0.06 ' 0.05 0.04 ' 0.02 °04 °. OM 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 002 Time(hours) 0.01 0 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 2T 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 81 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 82 Summary for Subcatchment 13S:SC201 B-2a Summary for Subcatchment 14S:SC201 B-6 Runoff = 0.5 cfs @ 12.07 hrs, Volume= 0.038 af, Depth> 4.56" Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.034 af, Depth> 4.56" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 4,379 98 Roofs 3,855 98 Roofs 4,379 100.00%Impervious Area 3,855 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 13S:SC201 B-2a Subcatchment 14S:SC201 B-6 �iydrogra��1 �iez=raaraa�l Runofl 0'48 Runoff 0.46 os ms o.a ere 05 Type III X24-hr 0.42 Type III 24-hr 045 10 Year,Rainfall=4.80" ` o 8 10 Year Rainfail=4.80" 04 Runoff Area=4,379 sf0.32 Runoff Area=3,855 sf 035 Runoff Volume=0.038 of 0.3 Run-off Volume=0.034 af- t 03 Runoff DepthA.56" 0.26 Runoff DepthA.56" 0.24 0 025 Tc=5.0 min LL 002 Tc.5.0 min 02 CN=98 a:;s CN=98 0.15 0.14 ' 0.12 0.1 0.1 0.08 0.06 0.05 °.°a ea.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 83 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 84 Summary for Subcatchment 15S:SC201 B-7 Summary for Subcatchment 16S:SC201 B-5 Runoff = 1.0 cfs @ 12.07 hrs, Volume= 0.077 af, Depth> 4.56" Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.032 af, Depth> 4.56" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 8,826 98 Roofs 3,653 98 Roofs 8,826 100.00%Impervious Area 3,653 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 15S:SC201 B-7 Subcatchment 16S:SC201 B-5 �iydrogra��1 �ie�raaraa�l Runoff 0.44- 0.42 44 0.42 o.a erc Type III 24-hr 0.380.4 Type III 24-hr 10 Year Rainfall=4.80" 0.36 10 Year Rainfall=4.80' 0.34 Runoff Area=8,826 sf0.32 Runoff Area=3,653 sf Runoff Volume=0.077,of o-8 Runoff Volume=0.032 of Runoff Depth>4.56" 076 Runoff Depth>4.56" LL Tc_5.0 min LL °az Tc=5.0 min- CN=98 00.1.,86 CN=98 0.14 ' 0.12 0.1 0.08 0.. 0.04 0.02 _ •. 0 1 2 3 4 5 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfal1=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 85 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 86 Summary for Subcatchment 175:SC201 B-3a Summary for Subcatchment 18S:SC201 F-1 Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.035 af, Depth> 4.56" Runoff = 1.5 cfs @ 12.07 hrs, Volume= 0.107 af, Depth> 3.28" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 4,036 98 Roofs,HSG B 764 98 Bioretention Area 4,036 100.00%Impervious Area 10,638 98 Paved parking 4,174 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 1,455 61 >75o/,Grass cover,Good,HSG B (min) (feet) (ft/ft) (ft/sec) (cfs) 17,031 86 Weighted Average 5.0 Direct Entry,Min Tc 5,629 33.05%Pervious Area 11,402 66.95%Impervious Area Subcatchment 17S:SC201 B-3a Tc Length Slope Velocity Capacity Description Hydrograah (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5- D Ru oe 5.0 Direct Entry,Min Tc 048 0.41 044 Type III 24-hr -. Subcatchment 185:SC201 F-1 0.42 00.4 10 Year Rainfall=4.80" .38 0 Runoff Area=4,036 sfRonofl 032 Runoff Volume=0.035 of Type III 24;hr 03 w °`$ Runoff Depth>4.56" 0.26 10 Year Rainfall-4.80" 3 1.24, Tc=5.0 min LL 022 Runoff Area=17,031 sf o g CN=98 Runoff Volume=0.107 of 0.16 0140.12 - _ Runoff Depth>3.28rr °, 3 006 LL Tc_5.0 min 0 06 CN=86 o.0a 0.0z 'gwmmmim '... 0 1 2 3 4 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 2324 Time(hours) 0. 0 1 2 3.. 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Pace 87 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 88 Summary for Subcatchment 19S:SC201 F-4 Summary for Subcatchment 20S:SC201 H-2 Runoff = 0.0 cfs @ 12.09 hrs, Volume= 0.001 af, Depth> 1.25" Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.006 af, Depth> 1.81" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 447 61 >75%Grass cover,Good,HSG B 367 98 Paved parking 447 100.00%Pervious Area 514 61 >75%Grass cover,Good,HSG B 788 61 >751/.Grass cover,Good,HSG B To Length Slope Velocity Capacity Description 1,669 69 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 1,302 78.01%Pervious Area 5.0 Direct Entry,Min Tc 367 21.99%Impervious Area Subcatchment 19S:SC201F-4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Hydrograa l.. 5.0 Direct Entry,Min Tc 0.015 D rzIAf10r1 Subcatchment 20S:SC201 H-2 DD,4 Type III 24-hr ?rydragrapr 00,3 DD,2 10 Year Rainfall-4.80" 0.D9 D011 Runoff Area=447 sf 0085 G.010.08 Volume=0.001 of` 008 Type III 24-hr 0.009 Runoff Depth>1.25" ° 077 10 Year Rainfall=4.80" i 000a 0.065 Runoff Area=1,669 sf LL 0007 TC=5.0 min 0.06 5D06 0.055 Runoff Volume=0.006 of CN=61 0005 0.05 Runoff DepthA.81" o DDa 0.045 LL 0.04 Tc=5..0 min o DD3 002 0.035 CN=69 0.03 0.001 0.025 0 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.015 Time(hours) 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfal1=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 89 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 90 Summary for Subcatchment 21S:SC201 C-2 Summary for Subcatchment 38S:SC201 B-2b Runoff = 0.2 cfs @ 12.08 hrs, Volume= 0.011 af, Depth> 1.74" Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.032 af, Depth> 4.56" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 701 98 Paved parking,HSG B 3,661 98 Roofs,HSG B 463 53 Pavers 3,661 100.00%Impervious Area 2,042 61 >751/.Grass cover,Good,HSG B 78 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 3,284 68 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 2,583 78.65%Pervious Area 5.0 Direct Entry,Min Tc 701 21.35%Impervious Area Tc Length Slope Velocity Capacity Description Subcatchment 38S:SC201 B-2b (min) (feet) (ft/ft) (ft/sec) (cfs) Cyd=ag=a 5.0 Direct Entry,Min Tc 0.44 �Runofl Subcatchment 21 S:SC201 C-2 °.42 Type III 24-hr 0.36 10 Year Rainfall=4.80" 017 DRe 0.34Runoff Area=3,661 sf °.32 016 ozms ° 016 Type 111 24-hr 0.28 Runoff Volume=0.032 of 014 10 Year Rainfall=4.80" 026 0.24 Runoff Depth>4.56"" 0.2 Runoff Area=3,284 sf LL °o2 Tc=5.0 min 0.11 018 CN_98 Runoff Volume=0.011 afl 0.16 'w 01 009 Runoff Depth>1.74" 0 006 Tc=5.0 min Oa8 LL 0.0 6 o0CN=68 0.'4 005 0.02 ' C . 0.04 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 0.03 Time(hours) 0 02 001 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 91 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 92 Summary for Subcatchment 39S:SC201 B-3b Summary for Reach 1 R: Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.035 af, Depth> 4.56" Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth= 0.88" for 10 Year event Inflow = 1.8 cfs @ 12.36 hrs, Volume= 0.122 of Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Outflow 1.8 cfs @ 12.36 hrs, Volume- 0.122 af, Atten-0%, Lag-0.0 min Type III 24-hr 10 Year Rainfall=4.80" Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Area(sf) CN Description 3,986 98 Roofs Reach 1 R: 3.986 100.00%Impervious Area „1ydT0grap Tc Length Slope Velocity Capacity Description inliow (min) (feet) (ft/ft) (ft/sec) (cfs) 2- IS 001- 5.0 Direct Entry,Min Tc Inflow Area_1664 Subcatchment 39S:SC201 B-3b �lyaro�rs�, 0.48 Runofi 046 Dams : 044 Type III 24-hr 0.42 3 1 038 10 Year Rainfall=4.80 LL 036 Runoff Area=3f986 sf 0.34 00.3 32 Runoff Volume=0.035 of o26 Runoff DepthA.56" 3 0.24 LL 022 Tc-5.0 min 016 CN=98 00__ 1 2 _3:: 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 223 24 016 Time(hours) 014 012 a1 0 06 0 0G 0 04 0.02 C o _1___2 3 4 s 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 111 24-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 93 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 94 Summary for Reach 2R: Summary for Pond 1 P:SIG-1 Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 1.37" for 10 Year event Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 2.53" for 10 Year event Inflow = 0.9 cfs @ 12.87 hrs, Volume= 0.177 of Inflow = 1.1 cfs @ 12.49 hrs, Volume= 0.327 of Outflow 0.9 cfs @ 12.87 hrs, Volume- 0.177 af, Atten-0%, Lag-0.0 min Outflow 1.0 cfs @ 12.87 hrs, Volume- 0.244 af, Atten-9%, Lag-22.8 min Discarded = 0.0 cfs @ 8.76 hrs, Volume= 0.067 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary = 0.9 cfs @ 12.87 hrs, Volume= 0.177 of Reach 2R: Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=169.89'@ 12.87 hrs Surf.Area=1,798 sf Storage=3,939 cf Flood Elev=175.84' Surf.Area=1,798 sf Storage=4,570 cf Fim-In-fibmi s S out to Plug-Flow detention time=(not calculated:outflow precedes inflow) Inflow Area-1.555 a Center-of-Mass det.time=47.0 min(869.9-822.9) Volume Invert Avail.Storage Storage Description #1 166.22' 2,348 cf 31.00'W x 58.001 x 4.50'H Prismatoid 8,091 cf Overall-2,222 cf Embedded=5,869 cf x 40.0%Voids #2 167.72' 2,222 cf ADS_StormTech SC-740 x 48 Inside#1 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap i Row Length Adjustment=+0.44'x 6.45 sf x 6 rows LL 4,570 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 169.43' 15.0" Round Culvert(SD-1) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.43'/168.02' S=0.07057' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf 0 #2 Discarded 166.22' 1.020 in/hr Exfiltration over Surface area o , 2 a a 5 s a 9 10 11 12 13 14 15 16 1" ie 19 zO 21 22 23 z4 #3 Device 1 169.55' 8.0" Round Culvert(8"orifices)X 6.00 Time(hours) L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.55'/169.53' S=0.0100'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.0 cfs @ 8.76 hrs HW=166.32' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.0 cfs) Primary OutFlow Max=0.9 cfs @ 12.87 hrs HW=169.89' TW=0.00' (Dynamic Tailwater) Li=Culvert(SD-1) (Inlet Controls 0.9 cfs @ 2.31 fps) t3=Culvert(8"orifices) (Passes 0.9 cfs of 1.5 cfs potential flow) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 111 24-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 95 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 96 Pond 1 P:SIG-1 Summary for Pond 3P:SIG-3 'Sydr6gra7:t Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth> 2.63" for 10 Year event Inflow = 4.6 cfs @ 12.08 hrs, Volume= 0.365 of Outflow - 1.9 cfs @ 12.36 hrs, Volume- 0.303 af, Atten-57%, La 17.0 min ED Discarded g Inflow Area=1.553 ac Pr;mary Discarded = 0.1 cfs @ 11.10 hrs, Volume= 0.181 of Peak Elev=169.89 Primary = 1.8 cfs @ 12.36 hrs, Volume= 0.122 of r Storage=3,939 C Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=171.17'@ 12.36 hrs Surf.Area=2,400 sf Storage=4,528 cf Flood Elev=175.84' Surf.Area=2,400 sf Storage=6,149 cf Plug-Flow detention time=(not calculated:outflow precedes inflow) Center-of-Mass det.time=73.6 min(877.7-804.1) a Volume Invert AvaiLStorage Storage Description #1 168.35' 3,100 cf 30.00'W x 80.001 x 4.50'H Prismatoid > 10,800 cf Overall 3,049 cf Embedded=7,751 cf x 40.0%Voids #2 168.85' 3,049 cf ADS StormTech SC-740 x 66 Inside#1 s 1- o°os Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap 0 Row Length Adjustment=+0.44'x 6.45 sf x 6 rows 0 1 z 3 4 5 6 7 8 9 10 ri 12 13 14 15 16 n 18 19 20 21 22 23 24 6,149 of Total Available Storage Time(hours) Device Routing Invert Outlet Devices #1 Primary 170.56' 18.0" Round Culvert(SD-12) L=16.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.56'/169.00' 3=0.0975'/' Cc=0.900 n=0.013, Flow Area=1.77 sf #2 Discarded 168.35' 2.410 in/hr Exfiltration over Surface area #3 Device 1 170.68' 8.0" Round Culvert(8"orifice)X 5.00 L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.68'/170.66' S=0.0100'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.1 cfs @ 11.10 hrs HW=168.43' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.1 cfs) Primary OutFlow Max=1.8 cfs @ 12.36 hrs HW=171.17' TW=0.00' (Dynamic Tailwater) Li=Culvert(SD-12) (Inlet Controls 1.8 cfs @ 2.66 fps) t3=Culvert(8"orifice) (Passes 1.8 cfs of 2.4 cfs potential flow) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 97 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Pace 98 Pond 3P:SIG-3 Summary for Pond 4P:Dry Pond >fydragraph Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 2.55" for 10 Year event Inflow = 4.1 cfs @ 12.08 hrs, Volume= 0.330 of °' OotOo Outflow - 1.1 cfs @ 12.49 hrs, Volume- 0.327 af, Atten-73%, La 24.1 min ED Discarded - - - g 5 Inflow Area=1.664 ac Pdmary Primary = 1.1 cfs @ 12.49 hrs, Volume= 0.327 of Peak Elev=171.17 Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs 4 Storage=4,528 Cf Peak Elev=172.34'@ 12.49 hrs Surf.Area=2,627 sf Storage=3,484 of Flood Elev=174.25' Surf.Area=4,167 sf Storage=9,967 of Plug-Flow detention time=32.2 min calculated for 0.327 of(99%of inflow) 6 Center-of-Mass det.time=26.6 min(822.9-796.3) Volume Invert Avail.Storage Storage Description LL 2 a #1 169.00' 11,035 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store 1 (feet) (sq-ft) (cubic-feet) (cubic-feet) 169.00 119 0 0 170.00 447 283 283 0 171.00 957 702 985 0 1 z -3 4 5--6 7 a---s ro ii -12 13 14--15 16 n 18 19 20 21 22 23 24 172.00 2,368 1,663 2,648 Time(hours) 173.00 3,141 2,755 5,402 174.00 3,957 3,549 8,951 174.50 4,377 2,084 11.035 Device Routing Invert Outlet Devices #1 Primary 169.40' 12.0" Round Culvert(SD-2) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.40'/169.30' S=0.0050'/' Cc=0.900 n=0.013, Flow Area=0.79 sf #2 Device 1 169.40' 5.0"Vert.Orifice/Grate C=0.600 #3 Device 1 173.75' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.1 cfs @ 12.49 hrs HW=172.33' TW=169.48' (Dynamic Tai Water) Li=Culvert(SD-2) (Passes 1.1 cfs of 5.9 cfs potential flow) _2=Orifice/Grate (Orifice Controls 1.1 cfs @ 7.95 fps) 3=Sharp-Crested Rectangular Weir (Controls 0.0 cfs) 15078-POST-DEV-1 61025 Type 111 24-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type///24-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 99 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 100 Pond 4P:Dry Pond Summary for Pond 5P:BRA-1 Hydrograph Inflow Area= 0.391 ac, 66.95%Impervious, Inflow Depth> 3.28" for 10 Year event F Inaw. Inflow = 1.5 cfs @ 12.07 hrs, Volume= 0.107 of �= I D P"mery I Outflow = 1.5 cfs @ 12.09 hrs, Volume= 0.089 af, Atten=2%, Lag=0.9 min 4 Inflow Area=1.553 ac Primary = 1.5 cfs @ 12.09 hrs, Volume= 0.089 of Peak Elev=172.34xRouting by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Stora a=3 484 Cf Peak Elev=175.15'@ 12.09 hrs Surf.Area=832 sf Storage=900 of a g s Flood Elev=175.50' Surf.Area=868 sf Storage=1,198 cf Plug-Flow detention time=104.9 min calculated for 0.089 of(83%of inflow) Center-of-Mass det.time=36.5 min(841.1-804.6) s LL 2 Volume Invert Avail.Storage Storage Description #1 172.00' 1,198 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 172.00 764 0.0 0 0 173.00 764 0.0 0 0 0174.00 764 0.0 0 0 o 1 z 3 d s 6 7 a s io n1'2 is is is is n is 19 zo zi 22 23 za 174.50 764 100.0 382 382 Time(hours) 175.50 868 100.0 816 1,198 Device Routing Invert Outlet Devices #1 Primary 171.75' 12.0" Round Culvert(SD-17) L=93.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=171.75'/171.29' S=0.00497' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=1.5 cfs @ 12.09 hrs HW=175.15' TW=172.01' (Dynamic Tailwater) t1=Culvert(SD-17) (Passes 1.5 cfs of 4.9 cfs potential flow) t2=Orifice/Grate (Weir Controls 1.5 cfs @ 1.26 fps) 15078-POST-DEV-1 61025 Type 111 24-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type///24-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 101 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Pace 102 Pond 5P:BRA-1 Summary for Pond 6P:FI-5 Hydrograph Inflow Area= 0.500 ac, 1.14%Impervious, Inflow Depth> 1.25" for 10 Year event E Inaw. Inflow 0.5 cfs @ 12.24 hrs, Volume= 0.052 of D Primary I Outflow 0.4 cfs @ 12.37 hrs, Volume= 0.042 af, Atten=16%, Lag=7.9 min Inflow Area=0.391 5o Primary = 0.4 cfs @ 12.37 hrs, Volume= 0.042 of Peak Elev=175.15xRouting by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Stora a=9OO Cf Peak Elev=175.06'@ 12.37 hrs Surf.Area=891 sf Storage=461 cf g Flood Elev=175.50' Surf.Area=1,000 sf Storage=875 cf Plug-Flow detention time=112.8 min calculated for 0.042 of(82%of inflow) Center-of-Mass det.time=36.6 min(918.1-881.5) a LL Volume Invert Avail.Storage Storage Description #1 174.50' 875 of Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.50 750 0 0 175.50 1,000 875 875 o ' 0 1P 3 45 6 78 9 10 11 12 13 1415 16 1718 19 20 21 22 23 24 Device Routing Invert Outlet Devices Time(hours) #1 Primary 171.58' 12.0" Round Culvert(SD-25) L=13.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.58'/171.51' S=0.00547' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=0.4 cfs @ 12.37 hrs HW=175.06' TW=171.48' (Dynamic Tai[water) t1=Culvert(SD-25) (Passes 0.4 cfs of 6.5 cfs potential flow) t2=0rifice/Grate (Weir Controls 0.4 cfs @ 0.81 fps) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 103 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 104 Pond 6P:H-5 Summary for Pond 7P:DMH-3 Hydrograp Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 2.10" for 10 Year event FE—Inaw.—i Inflow = 2.5 cfs @ 12.08 hrs, Volume= 0.205 of osns D Primary I Outflow 2.5 cfs @ 12.08 hrs, Volume= 0.205 af, Atten=0%, Lag=0.0 min 05 Inflow Area=0.500 ac Primary = 2.5 cfs @ 12.08 hrs, Volume= 0.205 of 0.45 Peak Elev=175.06' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs °4 StOCa a= 61 Cf o Peak Elev=171.33'@ 12.37 hrs g Flood Elev=177.00' 0.35 °s Device Routing Invert Outlet Devices #1 Primary 170.25' 18.0" Round Culvert(SD-19) s °25 L=131.0' CPP,square edge headwall, Ke=0.500 LL Inlet/Outlet Invert=170.25'/169.59' S=0.0050'/' Cc=0.900 0.2 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf 015 Primary OutFlow Max=2.4 cfs @ 12.08 hrs HW=171.17' TW=170.62' (Dynamic Tailwater) ° L1=Culvert(SD-19) (Outlet Controls 2.4 cfs @ 2.97 fps) Pond 7P:DMH-3 e 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Hy`�0e}e�Oa.'�'1 Time(hours) ' �Inflow S Primary Inflow Area=1.169 z55 Peak Elev=171.33'-- 2 18.0" Round Culvert 0 n=0.013 L=131.0' S=0.0050 '/' 0.. 0 1 2 .._3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 105 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 106 Summary for Pond 22P:FI-7 Summary for Pond 23P:CB-1 Inflow Area= 0.068 ac, 5.02%Impervious, Inflow Depth> 1.31" for 10 Year event Inflow Area= 0.605 ac, 33.42%Impervious, Inflow Depth> 1.89" for 10 Year event Inflow = 0.1 cfs @ 12.09 hrs, Volume= 0.007 of Inflow = 1.2 cfs @ 12.13 hrs, Volume= 0.095 of Outflow 0.1 cfs @ 12.09 hrs, Volume= 0.007 af, Atten=0%, Lag=0.0 min Outflow 1.2 cfs @ 12.13 hrs, Volume= 0.095 af, Atten=0%, Lag=0.0 min Primary = 0.1 cfs @ 12.09 hrs, Volume= 0.007 of Primary = 1.2 cfs @ 12.13 hrs, Volume= 0.095 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.54'@ 12.09 hrs Peak Elev=173.59'@ 12.13 hrs Flood Elev=175.36' Flood Elev=176.51' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.36' 12.0" Round Culvert(SD-4) #1 Primary 172.86' 12.0" Round Culvert(SD-6) L=43.0' CPP,square edge headwall, Ke=0.500 L=15.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=172.36'/172.15' S=0.0049T Cc=0.900 Inlet/Outlet Invert=172.86'/172.78' S=0.0053'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.1 cfs @ 12.09 hrs HW=172.54' TW=171.61' (Dynamic Tailwater) Primary OutFlow Max=1.2 cfs @ 12.13 hrs HW=173.59' TW=172.74' (Dynamic Tai[water) L1=Culvert(SD-4) (Barrel Controls 0.1 cfs @ 1.52 fps) L1=Culvert(SD-6) (Barrel Controls 1.2 cfs @ 2.69 fps) Pond 22P:FI-7 Pond 23P:CB-1 Hydrograp, Hydrograpr 011 _ FE-101--w-11 E Inflow S PrimaryS Primary 0105 Inflow Area=0.06$° °'s Inflow Area=0.605 °szC 00.09 095 Peak Elev=172.54 Peak Elev=173.59' 0.085 0-0a 12.0" 12.0" 0.075 007 Round CulvertRound Culvert m 0 065 " 0.155 n=0.013 n=0.013 LL C ° 45 L=43.0' LL L=15.0' 004 0035 S=0.0049 '1' S=0.0053 0.0a 0.025 0 oz °01s 001 O.00s 0 o.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paoe 107 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 108 Summary for Pond 24P:DMH-2 Summary for Pond 26P:DMH-8 Inflow Area= 0.780 ac, 42.90%Impervious, Inflow Depth> 2.29" for 10 Year event Inflow Area= 0.077 ac, 57.39%Impervious, Inflow Depth> 3.02" for 10 Year event Inflow = 1.8 cfs @ 12.10 hrs, Volume= 0.149 of Inflow = 0.3 cfs @ 12.07 hrs, Volume= 0.019 of Outflow 1.8 cfs @ 12.10 hrs, Volume= 0.149 af, Atten=0%, Lag=0.0 min Outflow 0.3 cfs @ 12.07 hrs, Volume= 0.019 af, Atten=0%, Lag=0.0 min Primary = 1.8 cfs @ 12.10 hrs, Volume= 0.149 of Primary = 0.3 cfs @ 12.07 hrs, Volume= 0.019 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.76'@ 12.10 hrs Peak Elev=172.80'@ 12.11 hrs Flood Elev=175.78' Flood Elev=175.78' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 171.99' 15.0" Round Culvert(SD-3) #1 Primary 172.31' 12.0" Round Culvert(SD-7) L=77.0' CPP,square edge headwall, Ke=0.500 L=44.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.99'/171.61' S=0.0049T Cc=0.900 Inlet/Outlet Invert=172.31'/172.09' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=1.8 cfs @ 12.10 hrs HW=172.76' TW=171.72' (Dynamic Tailwater) Primary OutFlow Max=0.2 cfs @ 12.07 hrs HW=172.76' TW=172.73' (Dynamic Tai[water) L1=Culvert(SD-3) (Barrel Controls 1.8 cfs @ 3.27 fps) L1=Culvert(SD-7) (Outlet Controls 0.2 cfs @ 0.75 fps) Pond 24P:DMH-2 Pond 26P:DMH-8 Hydrograp1 Hydrograpr 2 E Inflow -- E Inflow 20 Primary 20 Primary Inflow Area=0.780' xc'a s 028 Inflow Area=0.077_ 0.26 . Peak Elev=172.76 024 Peak Elev=172.80' 15.0" 022 12.0,r 0.2 Round Culvert 0.18 Round Culvert r n=0.013 0.16 0.14 n=0.013 o 0 LL L=77.0' LL 0.12 L=44.0' S=0.0049 T0.1 S=0.0050 T 0.08 0.06 0.04 0.°2 lia0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 a0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 109 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 110 Summary for Pond 27P:FI-2 Summary for Pond 28P:CB-2 Inflow Area= 0.099 ac, 89.61%Impervious, Inflow Depth> 4.22" for 10 Year event Inflow Area= 0.044 ac, 87.36%Impervious, Inflow Depth> 4.00" for 10 Year event Inflow = 0.4 cfs @ 12.07 hrs, Volume= 0.035 of Inflow = 0.2 cfs @ 12.07 hrs, Volume= 0.015 of Outflow 0.4 cfs @ 12.07 hrs, Volume= 0.035 af, Atten=0%, Lag=0.0 min Outflow 0.2 cfs @ 12.07 hrs, Volume= 0.015 af, Atten=0%, Lag=0.0 min Primary = 0.4 cfs @ 12.07 hrs, Volume= 0.035 of Primary = 0.2 cfs @ 12.07 hrs, Volume= 0.015 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.17'@ 12.07 hrs Peak Elev=173.09'@ 12.07 hrs Flood Elev=175.78' Flood Elev=175.83' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.78' 12.0" Round Culvert(SD-5) #1 Primary 172.83' 12.0" Round Culvert(SD-9) L=30.0' CPP,square edge headwall, Ke=0.500 L=33.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.78'/172.63' S=0.0050'P Cc=0.900 Inlet/Outlet Invert=172.83'/172.67' S=0.00487' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.4 cfs @ 12.07 hrs HW=173.17' TW=172.73' (Dynamic Tailwater) Primary OutFlow Max=0.2 cfs @ 12.07 hrs HW=173.09' TW=172.76' (Dynamic Tai[water) L1=Culvert(SD-5) (Barrel Controls 0.4 cfs @ 2.27 fps) L1=Culvert(SD-9) (Barrel Controls 0.2 cfs @ 1.83 fps) Pond 27P:FI-2 Pond 28P:CB-2 Hydrograp1 Hydrograpr FE-101--w-11 M Inflow 046 1S Primary1 0.22 1 S Primary 044 Inflow Area=0.099°°°'s °02 Inflow Area=0.044,` - °04 Peak Elev=173.17 0;8 Peak Elev=173.09' 0.38 0.17 0.36 12.0x. 12.0" 0.34 0.,6 0.15 °03 Round Culvert 014 Round Culvert m 0.28 w 0.13 3 o 24 n=0.013 011 n=0.013 LL °03 L=30.0' LL 009 L_33.0' 010 0.08 016 S=0.0050 '/': 0.07 S=0.0048 '/' 014 012 _ 0.06 °1 0.05 0 11 0.04 .6 0.03 a 0.04 0.02 0.02 _ 0.01 C 0.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 111 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 112 Summary for Pond 29P:FI-1 Summary for Pond 30P:FI-4 Inflow Area= 0.033 ac, 18.19%Impervious, Inflow Depth> 1.74" for 10 Year event Inflow Area= 0.038 ac, 21.99%Impervious, Inflow Depth> 1.81" for 10 Year event Inflow = 0.1 cfs @ 12.08 hrs, Volume= 0.005 of Inflow = 0.1 cfs @ 12.08 hrs, Volume= 0.006 of Outflow 0.1 cfs @ 12.08 hrs, Volume= 0.005 af, Atten=0%, Lag=0.0 min Outflow 0.1 cfs @ 12.08 hrs, Volume= 0.006 af, Atten=0%, Lag=0.0 min Primary = 0.1 cfs @ 12.08 hrs, Volume= 0.005 of Primary = 0.1 cfs @ 12.08 hrs, Volume= 0.006 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.85'@ 12.12 hrs Peak Elev=172.86'@ 12.08 hrs Flood Elev=175.63' Flood Elev=175.40' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.63' 12.0" Round Culvert(SD-10) #1 Primary 172.70' 15.0" Round Culvert(SD-24) L=45.0' CPP,square edge headwall, Ke=0.500 L=60.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.63'/172.41' S=0.0049T Cc=0.900 Inlet/Outlet Invert=172.70'/172.40' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf Primary OutFlow Max=0.1 cfs @ 12.08 hrs HW=172.83' TW=172.77' (Dynamic Tailwater) Primary OutFlow Max=0.1 cfs @ 12.08 hrs HW=172.86' TW=172.01' (Dynamic Tai[water) L1=Culvert(SD-10) (Outlet Controls 0.1 cfs @ 0.73 fps) L1=Culvert(SD-24) (Barrel Controls 0.1 cfs @ 1.41 fps) Pond 29P:FI-1 Pond 30P:FI-4 Hydrograp1 Hydrograpr FE-101--w-11 M Inflow D.075 o,d� D Primary1 0.09 20 Primary 607 Inflow Area_0.033 "I'l" 0.085 Inflow Area=0.038 °ops Peak Elev=172.85' 0.075 Peak Elev=172.86' 12.0" 0.07- 15.0" 0-455 ' 0.065 °5 Round Culvert 0055 Round Culvert 004 n=0.013 - 6.65 n=0.013 0 6.03 LL 6.64 L=45.0' 0 0.64 L=60.0' LL 03 0.035 0.025 S=0.0049 '/' 6.63 S_0.0050 r�r 0.02 o.02s 0.015- 015 0.02 0.015 001 0.01 0.005 0.005 0 6 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 3 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type///24-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 113 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 114 Summary for Pond 31 P:DMH-11 Summary for Pond 32P:DMH-9 Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 2.66" for 10 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 2.66" for 10 Year event Inflow = 2.1 cfs @ 12.09 hrs, Volume= 0.129 of Inflow = 2.1 cfs @ 12.09 hrs, Volume= 0.129 of Outflow 2.1 cfs @ 12.09 hrs, Volume= 0.129 af, Atten=0%, Lag=0.0 min Outflow 2.1 cfs @ 12.09 hrs, Volume= 0.129 af, Atten=0%, Lag=0.0 min Primary = 2.1 cfs @ 12.09 hrs, Volume= 0.129 of Primary = 1.5 cfs @ 12.09 hrs, Volume= 0.123 of Secondary= 0.6 cfs @ 12.08 hrs, Volume= 0.005 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.01'@ 12.09 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Flood Elev=175.98' Peak Elev=171.68'@ 12.09 hrs Flood Elev=174.88' Device Routing Invert Outlet Devices #1 Primary 171.19' 18.0" Round Culvert(SD-23) Device Routing Invert Outlet Devices L=43.0' CPP,square edge headwall, Ke=0.500 #1 Primary 170.88' 12.0" Round Culvert(SD-21) Inlet/Outlet Invert=171.19'/170.98' S=0.0049'P Cc=0.900 L=27.0' CPP,square edge headwall, Ke=0.500 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Inlet/Outlet Invert=170.88'/170.75' S=0.00487' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=2.0 cfs @ 12.09 hrs HW=172.01' TW=171.67' (Dynamic Tailwater) #2 Secondary 170.88' 18.0" Round Culvert(SD-22) L1=Culvert(SD-23) (Outlet Controls 2.0 cfs @ 2.98 fps) L=27.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.88'/170.75' S=0.00487' Cc=0.900 Pond 31 P:DMH-11 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf 'tydrograp1 #3 Device 2 171.55' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) FE-In-fl-mi Primary OutFlow Max=1.5 cfs @ 12.09 hrs HW=171.67' TW4.00' (Dynamic Tailwater) c= D Primary I t1=Culvert(SD-21) (Barrel Controls 1.5 cfs @ 3.07 fps) 2 Inflow Area=0.580 Secondary OutFlow Max=0.5 cfs @ 12.08 hrs HW=171.67' TW=171.58' (Dynamic Tailwater) Peak Elev=172.01' t2=Culvert(SD-22) (Passes 0.5 cfs of 1.1 cfs potential flow) 't -Crested Rectangular Weir (Weir Controls 0.5 cfs @ 1.10 fps) 18.0„ Round Culvert --n=0.013 L=43.0' S=0.0049 T 014 0 1 2 3 4 5 6 7 8 9 10 1 1 12 13 14 15 16 17 18 19 20 21 22 23 24 me Ti (hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD@ 10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Pace 115 HydroCAD@ 10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Pace 116 Pond 32P:DMH-9 Summary for Pond 33P:DMH-10 Hydrograprl Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 2.10" for 10 Year event SM In fInw Inflow = 2.5 cfs @ 12.08 hrs, Volume= 0.205 of 2711 outflow Outflow 2.5 cfs @ 12.08 hrs, Volume= 0.205 af, Atten=0%, Lag=0.0 min Inflow Area=0.580�� is D Secondary Primary = 2.5 cfs @ 12.08 hrs, Volume= 0.205 of 2 Peak Elev_171.68' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=171.59'@ 12.10 hrs Flood Elev=175.20' Device Routing Invert Outlet Devices s #1 Primary 170.67' 18.0" Round Culvert(SD-20) L=64.0' CPP,square edge headwall, Ke=0.500 LL Inlet/Outlet Invert=170.67'/170.35' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Primary OutFlow Max=2.4 cfs @ 12.08 hrs HW=171.58' TW=171.17' (Dynamic Tailwater) t. L1=Culvert(SD-20) (Outlet Controls 2.4 cfs @ 3.06 fps) r,f Pond 33P:DMH-10 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 13 20 21 22 23 24 HydTe}gra.p'1 Time(hours) ' �Inflow 20 Primary Inflow Area=1.169 z55 Peak Elev=171.59'-- 2 18.0" Round Culvert n=0.013 L='.64.0' S=0.0050 a. 0 1 Z,.._3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD@ 10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 117 HydroCAD@ 10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paoe 118 Summary for Pond 36P:CB-3 Summary for Pond 37P:CB-4 Inflow Area= 0.151 ac, 52.47%Impervious, Inflow Depth> 2.72" for 10 Year event Inflow Area= 0.185 ac,100.00%Impervious, Inflow Depth> 4.56" for 10 Year event Inflow = 0.5 cfs @ 12.08 hrs, Volume= 0.034 of Inflow = 0.9 cfs @ 12.07 hrs, Volume= 0.070 of Outflow 0.5 cfs @ 12.08 hrs, Volume= 0.034 af, Atten=0%, Lag=0.0 min Outflow 0.9 cfs @ 12.07 hrs, Volume= 0.070 af, Atten=0%, Lag=0.0 min Primary = 0.5 cfs @ 12.08 hrs, Volume= 0.034 of Primary = 0.9 cfs @ 12.07 hrs, Volume= 0.070 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.89'@ 12.08 hrs Peak Elev=173.20'@ 12.07 hrs Flood Elev=175.49' Flood Elev=175.49' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.49' 15.0" Round Culvert(SD-27) #1 Primary 172.62' 12.0" Round Culvert(SD-15) L=8.0' CPP,square edge headwall, Ke=0.500 L=36.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.49'/172.45' S=0.0050'P Cc=0.900 Inlet/Outlet Invert=172.62'/172.44' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.5 cfs @ 12.08 hrs HW=172.89' TW=172.01' (Dynamic Tailwater) Primary OutFlow Max=0.9 cfs @ 12.07 hrs HW=173.20' TW=170.58' (Dynamic Tai[water) L1=Culvert(SD-27) (Barrel Controls 0.5 cfs @ 2.18 fps) L1=Culvert(SD-15) (Barrel Controls 0.9 cfs @ 2.73 fps) Pond 36P:CB-3 Pond 37P:CB-4 Hydrograph Hydrograpr 0.55- FE-101--w-11 E Inflow rims S Primary 1 o.s L S Primary 0.5 Inflow Area=0.151_...°s°'°. Inflow....Area=0.185°°s°'s 045 Peak-Elev=172.89r....... Peak Elev=173.20r'..... 0.4 15.0" 12.0" 035 Round Culvert Round Culvert 03 n=0.013 n=0.013 0 25 LL L=8.0' LL L=36.0' °2 S=0.0050 '1' S=0.0050 '/' 0.15 of ',.. ',.. '... '... '... o.os ej o. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD@ 10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paoe 119 HydroCAD@ 10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paoe 120 Summary for Pond 40P:DMH-5 Summary for Pond 41 P:DMH-6 Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 2.44" for 10 Year event Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 2.44" for 10 Year event Inflow = 3.4 cfs @ 12.08 hrs, Volume= 0.275 of Inflow = 3.4 cfs @ 12.08 hrs, Volume= 0.275 of Outflow 3.4 cfs @ 12.08 hrs, Volume= 0.275 af, Atten=0%, Lag=0.0 min Outflow 3.4 cfs @ 12.08 hrs, Volume= 0.275 af, Atten=0%, Lag=0.0 min Primary = 3.4 cfs @ 12.08 hrs, Volume= 0.275 of Primary = 3.4 cfs @ 12.08 hrs, Volume= 0.275 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=171.24'@ 12.38 hrs Peak Elev=171.20'@ 12.37 hrs Flood Elev=175.06' Flood Elev=174.00' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 169.49' 18.0" Round Culvert(SD-14) #1 Primary 169.02' 18.0" Round Culvert(SD-13) L=75.0' CPP,square edge headwall, Ke=0.500 L=34.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.49'/169.12' S=0.0049T Cc=0.900 Inlet/Outlet Invert=169.02'/168.85' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Primary OutFlow Max=3.0 cfs @ 12.08 hrs HW=170.61' TW=170.25' (Dynamic Tailwater) Primary OutFlow Max=2.1 cfs @ 12.08 hrs HW=170.25' TW=170.14' (Dynamic Tai[water) L1=Culvert(SD-14) (Outlet Controls 3.0 cfs @ 2.92 fps) L1=Culvert(SD-13) (Outlet Controls 2.1 cfs @ 1.83 fps) Pond 40P:DMH-5 Pond 41 P:DMH-6 Hydrograp1 Hydrograpr FE-101--w-11 E Inflow 20 Primary 20 Primary Inflow Area=1.354 ", Inflow Area=1.354 s° Peak Elev=171.24', 3 Peak Elev=171.20' 18.0" 18.01, Round Culvert Round Culvert 2 n=0.013 z n=0.013 LL L_75.0' LL L=34.0' S=0.0049 S=0.0050 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paoe 121 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 122 Summary for Pond 42P:FI-6 Summary for Pond OGS:Oil/Grit Separator Inflow Area= 0.184 ac,100.00%Impervious, Inflow Depth> 4.56" for 10 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 2.55" for 10 Year event Inflow = 0.9 cfs @ 12.07 hrs, Volume= 0.070 of Inflow = 1.5 cfs @ 12.09 hrs, Volume= 0.123 of Outflow 0.9 cfs @ 12.07 hrs, Volume= 0.070 af, Atten=0%, Lag=0.0 min Primary 1.5 cfs @ 12.09 hrs, Volume= 0.123 af, Atten=0%, Lag=0.0 min Primary = 0.9 cfs @ 12.07 hrs, Volume= 0.070 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.08'@ 12.07 hrs Pond OGS:Oil/Grit Separator Flood Elev=175.50' €iydroyra„'1 Device Routing Invert Outlet Devices Inflow #1 Primary 172.50' 12.0" Round Culvert(SD-11) IS Primary L=26.0' CPP,square edge headwall, Ke=0.500 Inflow Area=0.580 Inlet/Outlet Invert=172.50'/172.37' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.9 cfs @ 12.07 hrs HW=173.08' TW=170.06' (Dynamic Tailwater) L1=Culvert(SD-11) (Barrel Controls 0.9 cfs @ 2.70 fps) 1 , Pond 42P:FI-6 3 Hydrosrap LL �Inflow 095S Primary Inflow Area=0.184 s , 03g 9Peak Elev=173.08' 075 _ 07 12.0" ------------- 0.65 065 9... Round Culvert a 1 2 3 4 5 fi 7 8 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.6 Time(hours) 0 95 n=0.013 LL 0.45. L=26.0' 935 03 S=0.0050 025 02 015 01 o MOEN 0 1 2 3___4____5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 111 24-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paoe 123 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 124 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.596 ac, 16.24%Impervious, Inflow Depth> 0.96" for 10 Year event Inflow Area= 0.450 ac, 52.68%Impervious, Inflow Depth> 2.63" for 10 Year event Inflow = 5.4 cfs @ 12.32 hrs, Volume= 0.765 of Inflow = 1.4 cfs @ 12.08 hrs, Volume= 0.099 of Primary 5.4 cfs @ 12.32 hrs, Volume- 0.765 af, Atten-0%, Lag-0.0 min Primary 1.4 cfs @ 12.08 hrs, Volume- 0.099 af, Atten-0%, Lag-0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydrograph Hydrograp O Inflow ff Inflow L. S Primary S Primary s a ms a ops Inflow Area-9.596 Inflow Area-0.450 5 4 1 0 0.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 29 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 111 24-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 111 24-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 125 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 126 Summary for Link DP-3:Ex.Field Time span=0.00-24.00 hrs,dt=0.02 hrs,1201 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Primary = 0.0 cfs @ 0.00 hrs, Volume= 0.000 of Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Subcatchment 1S:SC201 A-1 Runoff Area=277.852 sf 0.05%Impervious Runoff Depth>1.51" Flow Length-1,388' Tc-16.8 min CN-55 Runoff-7.2 cfs 0.803 of Link DP-3:Ex.Field Subcatchment 2S:SC201 B-4 Runoff Area=3.602 sf 100.00%Impervious Runoff Depth>5.76" Hydrograph Tc=5.0 min CN=98 Runoff=0.5 cfs 0.040 of D Pnma y Subcatchment 3S:SC201 C-1 Runoff Area=2,221 sf 30.80%Impervious Runoff Depth>2.99" Tc=5.0 min CN=72 Runoff=0.2 cfs 0.013 of Subcatchment 4S:SC201 D Runoff Area=14,593 sf 0.901%Impervious Runoff Depth>1.92" Tc=5.0 min CN=60 Runoff=0.7 cfs 0.054 of Subcatchment 5S:SC201 E Runoff Area-26,335 sf 33.42%Impervious Runoff Depth>2.80" Flow Length=412' Tc=8.6 min CN=70 Runoff=1.8 cfs 0.141 of s Subcatchment 6S:SC201 F-3 Runoff Area=1,451 sf 18.19%Impervious Runoff Depth>2.62" LL Tc-5.0 min CN-68 Runoff-0.1 cfs 0.007 of Subcatchment 7S:SC201 G Runoff Area=21782 sf 1.14%Impervious Runoff Depth>2.00" Flow Length=130' Tc=15.4 min CN=61 Runoff=0.8 cfs 0.083 of Subcatchment 8S:SC201 H-1 Runoff Area=6,560 sf 52.47%Impervious Runoff Depth>3.78" Tc=5.0 min CN=80 Runoff=0.7 cfs 0.047 of o. Subcatchment 9S:SC202A Runoff Area=19.608 sf 52.68%Impervious Runoff Depth>3.68" o i z 3 a s 6 7 -a 9 10 -ii 12 is 14 is 16 17 16 19 20 21 22 23 24 Tc=5.O min CN=79 Runoff=2.O cfs 0.138 of Time(hours) Subcatchment 10S:SC201 A-2 Runoff Area-2,968 sf 5.02%Impervious Runoff Depth>2.09" Tc=5.0 min CN=62 Runoff=0.2 cfs 0.012 of Subcatchment 115:SC201 F-2 Runoff Area=1,898 sf 87.36%Impervious Runoff Depth>5.18" Tc=5.0 min CN=93 Runoff=0.3 cfs 0.019 of Subcatchment 125:SC201 B-1 Runoff Area=3,892 sf 100.00%Impervious Runoff Depth>5.76" Tc-5.0 min CN-98 Runoff-0.5 cfs 0.043 of Subcatchment 13S:SC201 B-2a Runoff Area=4.379 sf 100.00%Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=0.6 cfs 0.048 of Subcatchment 14S:SC201 B-6 Runoff Area=3.855 sf 100.00%Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=0.5 cfs 0.042 of Subcatchment 15S:SC201 B-7 Runoff Area=8,826 sf 100.00%Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=1.2 cfs 0.097 of Subcatchment 165:SC201 B-5 Runoff Area-3,653 sf 100.00%Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=0.5 cfs 0.040 of 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 127 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 128 Subcatchment 17S:SC201 B-3a Runoff Area=4,036 sf 100.00%Impervious Runoff Depth>5.76" Pond 24P:DMH-2 Peak EIev=173.08' Inflow=2.6 cfs 0.211 of Tc=5.0 min CN=98 Runoff=0.6 cfs 0.044 of 15.0" Round Culvert n=0.013 L=77.0' S=0.0049'/' Outflow=2.6 cfs 0.211 of Subcatchment 18S:SC201F-1 Runoff Area=17.031 sf 66.95%Impervious Runoff Depth>4.41" Pond 26P:DMH-8 Peak EIev=173.08' Inflow=0.4 cfs 0.026 of Tc=5.0 min CN=86 Runoff=2.0 cfs 0.144 of 12.0" Round Culvert n=0.013 L=44.0' S=0.00507' OutflowAA cfs 0.026 of Subcatchment 19S:SC201F-4 Runoff Area=447 sf 0.00/Impervious Runoff Depth>2.00" Pond 27P:FI-2 Peak EIev=173.23' Inflow=0.6 cfs 0.044 of Tc=5.0 min CN=61 Runoff=0.0 cfs 0.002 of 12.0" Round Culvert n=0.013 L=30.0' S=0.0050'/' Outflow=0.6 cfs 0.044 of Subcatchment 20S:SC2011-1-2 Runoff Area-1,669 sf 21.99%Impervious Runoff Depth>2.71" Pond 28P:CB-2 Peak EIev=173.13' Inflow-0.3 cfs 0.019 of Tc=5.0 min CN=69 Runoff=0.1 cfs 0.009 of 12.0" Round Culvert n=0.013 L=33.0' S=0.00487' Outflow=0.3 cfs 0.019 of Subcatchment 21 S:SC201 C-2 Runoff Area=3,284 sf 21.35%Impervious Runoff Depth>2.62" Pond 29P:FI-1 Peak EIev=173.08' Inflow=0.1 cfs 0.007 of Tc=5.0 min CN=68 Runoff=0.2 cfs 0.016 of 12.0" Round Culvert n=0.013 L=45.0' S=0.0049'/' Outflow=0.1 cfs 0.007 of Subcatchment 38S:SC201 B-2b Runoff Area=3,661 sf 100.00%Impervious Runoff Depth>5.76" Pond 30P:FI-4 Peak EIev=172.89' Inflow=0.1 cfs 0.009 of Tc-5.0 min CN-98 Runoff-0.5 cfs 0.040 of 15.0" Round Culvert n=0.013 L=60.0' S=0.0050'/' Outflow-0.1 cfs 0.009 of Subcatchment 39S:SC201 B-3b Runoff Area=3,986 sf 100.00%Impervious Runoff Depth>5.76" Pond 31 P:DMH-11 Peak EIev=172.16' Inflow=2.8 cfs 0.182 of Tc=5.0 min CN=98 Runoff=0.6 cfs 0.044 of 18.0" Round Culvert n=0.013 L=43.0' S=0.0049'/' Outflow=2.8 cfs 0.182 of Reach 1R: Inflow=4.4 cfs 0.239 of Pond 32P:DMH-9 Peak Elev=171.88' Inflow=2.8 cfs 0.182 of Outflow=4.4 cfs 0.239 of Primary=2.1 cfs 0.173 of Secondary=1.0 cfs 0.009 of Outflow=2.8 cfs 0.182 of Reach 2R: Inflow=1.1 cfs 0.297 of Pond 33P:DMH-10 Peak EIev=172.16' Inflow=3.3 cfs 0.298 of Outflow=1.1 cfs 0.297 of 18.0" Round Culvert n=0.013 L=64.0' S=0.0050'/' Outflow=3.3 cfs 0.298 of Pond 1P:SIG-1 Peak EIev=169.93' Storage=3,980 cf Inflow=1.2 cfs 0.451 of Pond 36P:CB-3 Peak EIev=172.97 Inflow=0.7 cfs 0.047 of Discarded=0.0 cfs 0.071 of Primary=1.1 cfs 0.297 of Outflow=1.2 cfs 0.368 of 15.0" Round Culvert n=0.013 L=8.0' S=0.0050'/' Outflow=0.7 cfs 0.047 of Pond 3P:SIG-3 Peak EIev=171.59' Storage=4,937 cf Inflow=6.0 cfs 0.504 of Pond 37P:CB-4 Peak EIev=173.28' Inflow=1.1 cfs 0.089 of Discarded-0.1 cfs 0.191 of Primary-4.4 cfs 0.239 of Outflow-4.6 cfs 0.430 of 12.0" Round Culvert n-0.013 L-36.0' S-0.0050'/' Outflow-1.1 cfs 0.089 of Pond 4P:Dry Pond Peak EIev=173.06' Storage=5,586 cf Inflow=5.7 cfs 0.454 of Pond 40P:DMH-5 Peak EIev=171.90' Inflow=4.5 cfs 0.387 of Outflow=1.2 cfs 0.451 of 18.0" Round Culvert n=0.013 L=75.0' S=0.0049'/' Outflow=4.5 cfs 0.387 of Pond 5P:BRA-1 Peak EIev=175.18' Storage=926 cf Inflow=2.0 cfs 0.144 of Pond 41 P:DMH-6 Peak EIev=171.75' Inflow=4.5 cfs 0.387 of Outflow=2.0 cfs 0.126 of 18.0" Round Culvert n=0.013 L=34.0' S=0.0050'/' Outflow=4.5 cfs 0.387 of Pond 6P:FI-5 Peak EIev=175.10' Storage=495 cf Inflow=0.8 cfs 0.083 of Pond 42P:FI-6 Peak Elev=173.16' Inflow=1.1 cfs 0.088 of Outflow=0.8 cfs 0.074 of 12.0" Round Culvert n=0.013 L=26.0' S=0.0050'/' Outflow=1.1 cfs 0.088 of Pond 7P:DMH-3 Peak EIev=172.03' Inflow=3.3 cfs 0.298 of Pond OGS:Oil/Grit Separator Inflow-2.1 cfs 0.173 of 18.0" Round Culvert n=0.013 L=131.0' S=0.00507' Outflow=3.3 cfs 0.298 of Primary=2.1 cfs 0.173 of Pond 22P:FI-7 Peak EIev=173.06' Inflow=0.2 cfs 0.012 of Link DP-1:Lake Inflow=10.9 cfs 1.339 of 12.0" Round Culvert n=0.013 L=43.0' S=0.0049'/' Outflow=0.2 cfs 0.012 of Primary=10.9 cfs 1.339 of Pond 23P:CB-1 Peak EIev=173.81' Inflow=1.8 cfs 0.141 of Link DP-2:Ex.Closed System Inflow=2.0 cfs 0.138 of 12.0" Round Culvert n=0.013 L=15.0' S=0.00537' Outflow=1.8 cfs 0.141 of Primary-2.0 cfs 0.138 of 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Pace 129 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Pace 130 Link DP-3:Ex.Field Primary=0.0 cfs 0.000 of Summary for Subcatchment 1S:SC201A-1 = Total Runoff Area=10.046 ac Runoff Volume=1.926 of Average Runoff Depth=2.30" Runoff 7.2 cfs @ 12.26 hrs, Volume= 0.803 af, Depth> 1.51" 82.13%Pervious=8.250 ac 17.87%Impervious=1.796 ac Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description 143 98 Paved parking 532 53 Porous Pavers 722 53 Porous Pavers 851 53 Grass Pavers 671 53 Grass Pavers 13,707 48 Brush,Good,HSG B 4,533 61 >75%Grass cover,Good,HSG B 37,962 55 Woods,Good,HSG B 80,454 55 Woods,Good,HSG B 138,277 55 Woods,Good,HSG B 277,852 55 Weighted Average 277,709 99.95%Pervious Area 143 0.05%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Woods:Dense underbrush n=0.800 P2=3.60" 1.4 380 0.0840 4.67 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 2.9 560 0.0410 3.26 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 16.8 1,388 Total 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 131 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 132 Subcatchment 1S:SC201A-1 Summary for Subcatchment 2S:SC201 B-4 Hydrograph Runoff = 0.5 cfs @ 12.07 hrs, Volume= 0.040 af, Depth> 5.76" 6 �Runoff 71<s Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs 7 Type III 24-hr Type III 24-hr 25 Year Rainfall=6.00" 25 Year,Rainfall_6.0O" Area(sf) CN Description 6 Runoff Area=277,852 sf 3,602 98 Roofs 5 Runoff Volume=0.803 of 3,602 100.00%Impervious Area t Runoff Depth>1.51" Tc Length Slope Velocity Capacity Description 0 4 (min) (feet) (ft/ft) (ft/sec) (cfs) LL Flow Length=1,388' 5.0 Direct Entry,Min To 3 Tc=16.8 min CN=55 Subcatchment 2S:SC201 B-4 z r,yraraa', 0.55Pi 11YlOff 0.5 Type III 24-hr 0 0 1 2 3 4 5 6 7 8 9 10 11 Time,(2 13 hours) 4 15 ,6 ,7 ,8 19 20 21 22 23 24 0.45 25 Year Rainfall=6.00" 0.4 Runoff Area=3,602 sf 0.35 Runoff Volume=0.040 of 0.3 Runoff Depth>5.76" 3 2 0.25 Tc=5.0 min 0.2 CN=98 0., 0.05 0. 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paw 133 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Pace 134 Summary for Subcatchment 3S:SC201C-1 Summary for Subcatchment 4S:SC201D Runoff = 0.2 cfs @ 12.08 hrs, Volume= 0.013 af, Depth> 2.99" Runoff = 0.7 cfs @ 12.08 hrs, Volume= 0.054 af, Depth> 1.92" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 684 98 Paved parking,HSG B 132 98 Paved parking 1,537 61 >75%Grass cover,Good,HSG B 508 53 Porous Pavers 2.221 72 Weighted Average 12,323 61 >75%Grass cover,Good,HSG B 1,537 69.201/.Pervious Area 1,630 55 Woods,Good,HSG B 684 30.80%Impervious Area 14,593 60 Weighted Average 14,461 99.10%Pervious Area Tc Length Slope Velocity Capacity Description 132 0.90%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 3S:SC201 C-1 5.0 Direct Entry,Min Tc Hydrograpin Subcatchment 4S:SC201 D 0.2 n°norl Hyz rograah 019 os cs 0,6 Type III 24-hr 0.8 - Ronafi 075 Type 017 0,6 25 Year Rainfall=6.00"' III 24-hr 0.7 0 4 Runoff Area=2,221 sf 0.65 25 Year Rainfall=6.00" 013 Runoff Volume-0.013 of Runoff Area=14,593 sf o„ Runoff Depth>2.99"' Oo5 Runoff Volume=0.054 of 01 Tc=5.0 min LL 009 �O.aS Run-off Depth>1.92" 0 06 `N=72 0 o.a 007 - Tc5.0 mine LL 0.35 0.06 005 0.3 CIV-.60 0 04 0.25 OM 0.2 M2 001 F ° 0.1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.055 Time(hours) 0.. 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paoe 135 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 136 Summary for Subcatchment 5S:SC201 E Summary for Subcatchment 6S:SC201 F-3 Runoff = 1.8 cfs @ 12.13 hrs, Volume= 0.141 af, Depth> 2.80" Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.007 af, Depth> 2.62" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 8,802 98 Paved parking 264 98 Paved parking,HSG B 4,431 61 >75%Grass cover,Good,HSG B 307 61 >75%Grass cover,Good,HSG B 4.519 55 Woods,Good,HSG B 880 61 >751/.Grass cover,Good,HSG B 8,583 55 Woods,Good,HSG B 1,451 68 Weighted Average 26,335 70 Weighted Average 1,187 81.81%Pervious Area 17,533 66.58%Pervious Area 264 18.19%Impervious Area 8,802 33.42%Impervious Area To Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To 7.0 50 0.0700 0.12 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.60" Subcatchment 6S:SC201 F-3 0.9 236 0.0680 4.20 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 'yd ag a 0.7 126 0.0220 3.01 Shallow Concentrated Flow, 0.115 n�noe Paved Kv=20.3 fps 0.11 8.6 412 Total 0.105 0.1 Type III 24-hr s Subcatchment 5S:SC201E °00� 25 Year Rainfall-6.00' lycrogram °.065 Runoff Area-1 451 sf 2 0.075 Runoff Volume=0.007 af. Runoff 0.07 °.065 Runoff Depth>2.62" Type III 24-hr 3 006 Tc=5.0 min 25 Year Rainfall=6.00'' LL 0.,5-0.0457 CN-68 Runoff Area_26,335 sf °.04 - 0.035 Runoff Volume=0.141 of 0.03 0.025 Runoff Depth>2.80" Oa°5 LL 1 Flow Length=412' 005 Tc=8.6 min ° 0 1 2 3 4 5 IAOMMWM�!6. 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 CN-70 Time(hours) MO 0 1 2 34 6 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paoe 137 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 138 Summary for Subcatchment 7S:SC201 G Summary for Subcatchment 8S:SC201 H-1 Runoff = 0.8 cfs @ 12.23 hrs, Volume= 0.083 af, Depth> 2.00" Runoff = 0.7 cfs @ 12.07 hrs, Volume= 0.047 af, Depth> 3.78" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 248 98 Paved parking 3,442 98 Paved parking 797 53 Porous Pavers,HSG B 428 53 Porous Pavers 16.355 61 >751/.Grass cover,Good,HSG B 2,401 61 >751/.Grass cover,Good,HSG B 4,382 61 >75%Grass cover,Good,HSG B 289 61 >751/.Grass cover,Good,HSG B 21,782 61 Weighted Average 6,560 80 Weighted Average 21,534 98.86%Pervious Area 3,118 47.53%Pervious Area 248 1.14%Impervious Area 3,442 52.47%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 40 0.0068 0.04 Sheet Flow, 5.0 Direct Entry,Min Tc Woods:Light underbrush n=0.400 P2=3.60" 0.4 90 0.0560 3.81 Shallow Concentrated Flow, Subcatchment 8S:SC201 H-1 Unpaved Kv=16.1 fps 15.4 130 Total �iyziro�raa�1 075 Subcatchment 7S:SC201G DR�noa 0.7 lydrograp, 0.65 Type III 24-hr �R or1 0.6 25 Year Rainfall-6.00" 085 oa,= 0.55 Runoff Area-6,560 sf 08 Type III 24-hr _ r� - o.5 Run-off Volume=0.047 af 0.75 25 Year Rainfall=6.00" -0.45 07 Runoff Area=21,782 f 3 0.4 Runoff Depth>3.78" 0 65 LL 0.35 Tc5.0 min 0 _ .66 Runoff Volume=0.083 of 0 03 CN'=80 05 Runoff Depth>2.00" 025 0.450.2 Length=130' °2 04 0.15 . 035 Tc=15.4-min , 0.1 03 0.25 CN=61 0.05 . 0.2 0`- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 015 Time(hours) 01 o es 0 0 11 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 111 24-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 111 24-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paw 139 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 140 Summary for Subcatchment 9S:SC202A Summary for Subcatchment 10S:SC201A-2 Runoff = 2.0 cfs @ 12.07 hrs, Volume= 0.138 af, Depth> 3.68" Runoff = 0.2 cfs @ 12.08 hrs, Volume= 0.012 af, Depth> 2.09" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 10,330 98 Paved parking 149 98 Paved parking,HSG B 746 53 Porous Pavers,HSG B 348 53 Porous Pavers 1.692 53 Porous Pavers,HSG B 2,471 61 >751/.Grass cover,Good,HSG B 5,464 61 >75%Grass cover,Good,HSG B 2,968 62 Weighted Average 1,376 61 >75%Grass cover,Good,HSG B 2,819 94.98%Pervious Area 19,608 79 Weighted Average 149 5.02%Impervious Area 9.278 47.32%Pervious Area 10,330 52.68%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,Min To (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To Subcatchment 10S:SC201A-2 Subcatchment 9S:SC202A Hydrograp Hyd rograph 0.18 s�RunuH 0.17 Runofl 0.16 Type III 24-hr 2 Type III 24-hr 0.14 25 Year Rainfall-6.00" 25 Year Rainfall=6.00" 0.,3 Runoff Area=2,968 sf 0.12Runoff Volume=0.012 of Runoff Area=19,608 sf N 0.11 Runoff Volume=0.138 of 01 Runoff Depth>2.09" 3 Runoff Depth>3.68" LL 0.08 TC=5.0 min TC=5.0 min 007 CN.62 u 1 0.06 . CN_79 0.05 0.04 0.03 ' 0.02 0.01 0. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0 0 1 ___2 3 4 _:5 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paoe 141 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 142 Summary for Subcatchment 11 S:SC201 F-2 Summary for Subcatchment 12S:SC201 B-1 Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.019 af, Depth> 5.18" Runoff = 0.5 cfs @ 12.07 hrs, Volume= 0.043 af, Depth> 5.76" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 1,658 98 Paved parking 3,892 98 Roofs 240 61 >75%Grass cover,Good,HSG B 3,892 100.00%Impervious Area 1,898 93 Weighted Average 240 12.64%Pervious Area Tc Length Slope Velocity Capacity Description 1,658 87.36%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,Min Tc (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 12S:SC201 B-1 5.0 Direct Entry,Min Tc 'Ey p'Og'a�'i Subcatchment 11 S:SC201 F-2 0.6 Hycrograpin 0.55 ' os cis Type III 24-hr 029 n°"°" 0.5 25 Year Rainfall-6.00' 026 °2a Type III 24-hr - 0.45 Run-off Area=3,892 sf 022 25 Year.:Rainfa..11=6.00" 0.4 Run-off Volume=0.043 of 02 Runoff Area=1x898 sf i� Runoff Depth>5.76" 018 Runoff Volume=0.019_af 0.3 Tc=5.0 min 016 Runoff Depth>5.18" LL 0.25 CN=98 0.12 Tc=5.0 min 0.2 0.1 CN=93 0.,6 0.1 0.06 °°a 00 0 1 2 3 4 5 6 7 R 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 002 Time(hours) ° 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 2T 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 143 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 144 Summary for Subcatchment 13S:SC201 B-2a Summary for Subcatchment 14S:SC201 B-6 Runoff = 0.6 cfs @ 12.07 hrs, Volume= 0.048 af, Depth> 5.76" Runoff = 0.5 cfs @ 12.07 hrs, Volume= 0.042 af, Depth> 5.76" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 25 Year Rainfalk6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 4,379 98 Roofs 3,855 98 Roofs 4,379 100.00%Impervious Area 3,855 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 13S:SC201 B-2a Subcatchment 14S:SC201 B-6 �iydrogra��, �ie�ra�raa�, 0 65 Runofl 0.6 Runoff Dams 55 o.s ere 06 Type III 24-hr 0. Type III 24-hr 055 25 Year_Rainfall=6.00" ` 9.5 25 Year Rainfail=6.00" 0.5- Runoff Area=4,379 sf>- 0.45 Runoff Area=3,855 sf I 1 0 L W& 045 Runoff-Volume=0.048-af 9.4 Run-off Volume=0.042 of 0.35 035 Runoff Depth>5.76"' Runoff Depth>5.76" 3.3 LL 03 Tc=5.0 min LL Tc=5.0 min 025 CN=98 0.25 CN... =98 0.2 0.2- 0.15 ' 0,5 0, 0.1 005 0.05 'JLZM=42�� 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 145 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 146 Summary for Subcatchment 15S:SC201 B-7 Summary for Subcatchment 16S:SC201 B-5 Runoff = 1.2 cfs @ 12.07 hrs, Volume= 0.097 af, Depth> 5.76" Runoff = 0.5 cfs @ 12.07 hrs, Volume= 0.040 af, Depth> 5.76" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 8,826 98 Roofs 3,653 98 Roofs 8,826 100.00%Impervious Area 3,653 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 15S:SC201 B-7 Subcatchment 16S:SC201 B-5 �iydrogra��, �ie�ra�raa�, 0.55 i z uo.s eis Type III 24-hr 0.5 Type III 24-hr 25 Year Rainfall=6.00"_ 0.45 25 Year Rainfall=6.00" Runoff Area=8,826 sf 0.4 Runoff Area=3,653 sf Runoff Volume=0.097 of 0.35 Runoff Volume=0.040 of Runoff Depth>5.76" - 0.3 Runoff Depth>5.76" LL Tc_5.0 min LL 0.25 Tc=5.0 min CN=98 0.2 CN_98 0.15- 0.1 0.05 g Pi ,. ... .. 0 0 0 12 3 4 5 6 78 9 MMMMMMWO 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 3 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paw 147 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Pace 148 Summary for Subcatchment 175:SC201 B-3a Summary for Subcatchment 18S:SC201 F-1 Runoff = 0.6 cfs @ 12.07 hrs, Volume= 0.044 af, Depth> 5.76" Runoff = 2.0 cfs @ 12.07 hrs, Volume= 0.144 af, Depth> 4.41" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 4,036 98 Roofs,HSG B 764 98 Bioretention Area 4,036 100.00%Impervious Area 10,638 98 Paved parking 4,174 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 1,455 61 >75o/,Grass cover,Good,HSG B (min) (feet) (ft/ft) (ft/sec) (cfs) 17,031 86 Weighted Average 5.0 Direct Entry,Min Tc 5,629 33.05%Pervious Area 11,402 66.95%Impervious Area Subcatchment 17S:SC201 B-3a Tc Length Slope Velocity Capacity Description Hydrograah (min) (feet) (ft/ft) (ft/sec) (cfs) D Ruoofl 5.0 Direct Entry,Min Tc o s ars 055 Type III 24-hr Subcatchment 185:SC201 F-1 95 25 Year.Rainfall=6.00" ydr� r� 045 Runoff Area=4,036 sf. Ronofl zo GS 04 Runoff Volume=0.044 of 2 Type III 24-hr w 035 Runoff Depth>5.76" 25 Year Rainfall=6.00" 3 °3 Tc_5.0 min LL Runoff Area=17,031 sf 025 CN=98 Runoff Volume=0.144 of 015 Runoff Depth>4.41' 3 °, LL Tc=5.0 min 0.05 CN..._86 0 1 2 3 4 5 6 7 8 9 101112 13 14 15 16 17 18 19 20 21 22 2324 Time(hours) 0- 0 1 2 3.. 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Pace 149 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Pace 150 Summary for Subcatchment 19S:SC201 F-4 Summary for Subcatchment 20S:SC201 H-2 Runoff = 0.0 cfs @ 12.08 hrs, Volume= 0.002 af, Depth> 2.00" Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.009 af, Depth> 2.71" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 447 61 >75%Grass cover,Good,HSG B 367 98 Paved parking 447 100.00%Pervious Area 514 61 >75%Grass cover,Good,HSG B 788 61 >751/.Grass cover,Good,HSG B To Length Slope Velocity Capacity Description 1,669 69 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 1,302 78.01%Pervious Area 5.0 Direct Entry,Min Tc 367 21.99%Impervious Area Subcatchment 19S:SC201F-4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Hydrograart. 5.0 Direct Entry,Min Tc 0.026 D ti"ooe Subcatchment 20S:SC201 H-2 0.024 Type III-24-hr Hydrograph 0022 25 Year Rainfall=6.00' 0.14 0.02 0.018 Runoff Area=447 sf 0.13 ",c= - � 0. Runoff Volume=0.002 of °'2 Type III 24-hr °16 0.11 25 Year Rainfall=6.00" 00,4 Runoff Depth>2.00" 0.1 Runoff Area=1,669 sf LL 0o1z TC=5.0 min 0.09- 0.01 CN=610.08 Runoff Volume=0.009 of , Runoff Depth>2.71" � o.m 0006 LL 0.06 Tc=5.0 min 1004 0.05 CN' =69 °o0z 0.04 0 0.03 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0.02 0.01 0.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paw 151 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 152 Summary for Subcatchment 21 S:SC201 C-2 Summary for Subcatchment 38S:SC201 B-2b Runoff = 0.2 cfs @ 12.08 hrs, Volume= 0.016 af, Depth> 2.62" Runoff = 0.5 cfs @ 12.07 hrs, Volume= 0.040 af, Depth> 5.76" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 701 98 Paved parking,HSG B 3,661 98 Roofs,HSG B 463 53 Pavers 3,661 100.00%Impervious Area 2,042 61 >751/.Grass cover,Good,HSG B 78 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 3,284 68 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 2,583 78.65%Pervious Area 5.0 Direct Entry,Min Tc 701 21.35%Impervious Area Tc Length Slope Velocity Capacity Description Subcatchment 38S:SC201 B-2b (min) (feet) (ft/ft) (ft/sec) (cfs) Cyd=ag=a 5.0 Direct Entry,Min Tc 0.55 �Runoff users Subcatchment 21 S:SC201 C-2 0.5 Type III 24-hr 25 Year Rainfall-6.00" o.as 026 DRnnoe 0.4 Runoff Area=3,661 sf 0.24- o zms Type III 24-hr 0.35 Runoff Volume=0.040 of 622 25 Year Rainfall=6.00" Runoff Depth>5.76" 0.3 018 Runoff Area=3,284 sf LL a15 Tc=5.0 min 016 Runoff Volume=0.016 of 0.2 CN=98 014 Runoff Depth>2.62" 0.15 LL 012 (T�c_5.0 mm 0.1 01 VIN=68 ,_ 0.05 0.08 0 . 0.06 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 2324 Time(hours) 0.04 0.02 C 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 153 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 154 Summary for Subcatchment 39S:SC201 B-3b Summary for Reach 1 R: Runoff = 0.6 cfs @ 12.07 hrs, Volume= 0.044 af, Depth> 5.76" Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth= 1.72" for 25 Year event Inflow = 4.4 cfs @ 12.15 hrs, Volume= 0.239 of Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Outflow 4.4 cfs @ 12.15 hrs, Volume- 0.239 af, Atten-0%, Lag-0.0 min Type III 24-hr 25 Year Rainfall=6.00" Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Area(sf) CN Description 3,986 98 Roofs Reach 1 R: 3,986 100.00%Impervious Area „1ydT0grap Tc Length Slope Velocity Capacity Description infiow (min) (feet) (ft/ft) (ft/sec) (cfs) IS 001- 5.0 Direct Entry,Min Tc Inflow Area=1.664. Subcatchment 39S:SC201 B-3b 4- 3- 0.55 3055 Type III 24-hr 0 05 25 Year..Rainfall=6.00" ` LL 2- 0.45- Runoff Area=3,986 sf_ 04 Runoff Volume=0.044_af 1- Runoff Depth>5.76"Runoff_Depth>5.76rr 03 TC=5.0 min u_ 025 Cld_98 00 1 2 _3:: 4 5 6 7 8 910 11 1213 14 15 16 17 18 19 20 21 2 23 24 ' Time(hours) 015 °1 0.05 e 0 12 3 4 s 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 155 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Facie 156 Summary for Reach 2R: Summary for Pond 1 P:SIG-1 Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 2.30" for 25 Year event Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 3.48" for 25 Year event Inflow = 1.1 cfs @ 12.67 hrs, Volume= 0.297 of Inflow = 1.2 cfs @ 12.29 hrs, Volume= 0.451 of Outflow 1.1 cfs @ 12.67 hrs, Volume- 0.297 af, Atten-0%, Lag-0.0 min Outflow 1.2 cfs @ 12.67 hrs, Volume- 0.368 af, Atten-2%, Lag-22.7 min Discarded = 0.0 cfs @ 7.88 hrs, Volume= 0.071 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary = 1.1 cfs @ 12.67 hrs, Volume= 0.297 of Reach 2R: Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=169.93'@ 12.67 hrs Surf.Area=1,798 sf Storage=3,980 cf Flood Elev=175.84' Surf.Area=1,798 sf Storage=4,570 cf i Inflow S out to Plug-Flow detention time=109.1 min calculated for 0.367 of(81%of inflow) Inflow Area=1.553 � � Center-of-Mass det.time=40.5 min(871.2-830.7) Volume Invert Avail.Storage Storage Description #1 166.22' 2,348 cf 31.00'W x 58.001 x 4.50'H Prismatoid 8,091 cf Overall-2,222 cf Embedded=5,869 cf x 40.0%Voids #2 167.72' 2,222 cf ADS_StormTech SC-740 x 48 Inside#1 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap i Row Length Adjustment=+0.44'x 6.45 sf x 6 rows LL 4,570 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 169.43' 15.0" Round Culvert(SD-1) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.43'/168.02' S=0.07057' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf 0 #2 Discarded 166.22' 1.020 in/hr Exfiltration over Surface area 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 11 18 19 20 21 22 23 24 #3 Device 1 169.55' 8.0" Round Culvert(8"orifices)X 6.00 Time(hours) L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.55'/169.53' S=0.0100'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.0 cfs @ 7.88 hrs HW=166.32' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.0 cfs) Primary OutFlow Max=1.1 cfs @ 12.67 hrs HW=169.93' TW=0.00' (Dynamic Tailwater) Li=Culvert(SD-1) (Inlet Controls 1.1 cfs @ 2.41 fps) t3=Culvert(8"orifices) (Passes 1.1 cfs of 1.8 cfs potential flow) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 157 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Facie 158 Pond 1 P:SIG-1 Summary for Pond 3P:SIG-3 'Sydr6gra7:t Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth> 3.64" for 25 Year event Inflow = 6.0 cfs @ 12.08 hrs, Volume= 0.504 of " OotOo Outflow 4.6 cfs @ 12.15 hrs, Volume- 0.430 af, Atten-24%, La 4.5 min ED Discarded g Inflow Area=1.553 c Primary Discarded = 0.1 cfs @ 10.50 hrs, Volume= 0.191 of Peal( Elev=169. Primary = 4.4 cfs @ 12.15 hrs, Volume= 0.239 of Storage=3,980 cf 0 Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=171.59'@ 12.15 hrs Surf.Area=2,400 sf Storage=4,937 cf Flood Elev=175.84' Surf.Area=2,400 sf Storage=6,149 cf Plug-Flow detention time=(not calculated:outflow precedes inflow) Center-of-Mass det.time=42.0 min(841.4-799.4) a Volume Invert Avail.Storage Storage Description { #1 168.35' 3,100 cf 30.00'W x 80.001 x 4.50'H Prismatoid 10,800 cf Overall-3,049 cf Embedded=7,751 cf x 40.0%Voids > 3- #2 168.85' 3,049 cf ADS_StormTech SC-740 x 66 Inside#1 gyg Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap 0 Row Length Adjustment=+0.44'x 6.45 sf x 6 rows 0 1 z 3 4 5 6 7 8 9 10 ri 12 13 14 15 16 n 18 19 20 21 22 23 24 6,149 of Total Available Storage Time(hours) Device Routing Invert Outlet Devices #1 Primary 170.56' 18.0" Round Culvert(SD-12) L=16.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.56'/169.00' 3=0.0975'/' Cc=0.900 n=0.013, Flow Area=1.77 sf #2 Discarded 168.35' 2.410 in/hr Exfiltration over Surface area #3 Device 1 170.68' 8.0" Round Culvert(8"orifice)X 5.00 L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.68'/170.66' S=0.0100'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.1 cfs @ 10.50 hrs HW=168.43' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.1 cfs) Primary OutFlow Max=4.4 cfs @ 12.15 hrs HW=171.58' TW=0.00' (Dynamic Tailwater) 't--1=Culvert(SD-12) (Inlet Controls 4.4 cfs @ 3.45 fps) t3=Culvert(8"orifice) (Passes 4.4 cfs of 5.6 cfs potential flow) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 159 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 160 Pond 3P:SIG-3 Summary for Pond 4P:Dry Pond Hy8ragraph Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 3.51" for 25 Year event Inflow = 5.7 cfs @ 12.09 hrs, Volume= 0.454 of °°' OotOo Outflow - 1.2 cfs @ 12.29 hrs, Volume- 0.451 af, Atten-79%, La 12.6 min ED Discarded - - - g Inflow Area=1.664 ac �Pdmary Primary = 1.2 cfs @ 12.29 hrs, Volume= 0.451 of 6 Peak Elev_171.59' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Storage=4,937 Cf_ °b``s Peak Elev=173.06'@ 12.54 his Surf.Area=3,189 sf Storage=5,586 of 5 Flood Elev=174.25' Surf.Area=4,167 sf Storage=9,967 of 4no� Plug-Flow detention time=41.6 min calculated for 0.450 of(99%of inflow) ° Center-of-Mass det.time=37.2 min(830.7-793.5) LL 3-Volume Invert Avail.Storage Storage Description 2 t #1 169.00' 11,035 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 169.00 119 0 0 170.00 447 283 283 0 171.00 957 702 985 0 1 2 3 4 5 6 7 8 9 10 n 12 18 14 15 16 n 18 19 20 21 22 23 24 172.00 2,368 1,663 2,648 Time(hours) 173.00 3,141 2,755 5,402 174.00 3,957 3,549 8,951 174.50 4,377 2,084 11.035 Device Routing Invert Outlet Devices #1 Primary 169.40' 12.0" Round Culvert(SD-2) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.40'/169.30' S=0.0050'/' Cc=0.900 n=0.013, Flow Area=0.79 sf #2 Device 1 169.40' 5.0"Vert.Orifice/Grate C=0.600 #3 Device 1 173.75' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.2 cfs @ 12.29 hrs HW=172.85' TW=169.68' (Dynamic Tai Water) Li=Culvert(SD-2) (Passes 1.2 cfs of 6.5 cfs potential flow) _2=Orifice/Grate (Orifice Controls 1.2 cfs @ 8.58 fps) 3=Sharp-Crested Rectangular Weir (Controls 0.0 cfs) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 161 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 162 Pond 4P:Dry Pond Summary for Pond 5P:BRA-1 Hydrograph Inflow Area= 0.391 ac, 66.95%Impervious, Inflow Depth> 4.41" for 25 Year event E Inaw. Inflow = 2.0 cfs @ 12.07 hrs, Volume= 0.144 of �= 1 D P"mery I Outflow = 2.0 cfs @ 12.09 hrs, Volume= 0.126 af, Atten=2%, Lag=0.9 min Inflow Area=1.553 ac Primary = 2.0 cfs @ 12.09 hrs, Volume= 0.126 of 5 Peak Elev=173.06` Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Stora a=5 586 Cf Peak Elev=175.18'@ 12.09 hrs Surf.Area=835 sf Storage=926 of g s Flood Elev=175.50' Surf.Area=868 sf Storage=1,198 cf 4 „ Plug-Flow detention time=87.9 min calculated for 0.125 of(87%of inflow) Center-of-Mass det.time=31.7 min(828.0-796.3) 3 LL Volume Invert Avail.Storage Storage Description 2 #1 172.00' 1,198 cf Custom Stage Data(Prismatic)Listed below(Recalc) s Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 172.00 764 0.0 0 0 173.00 764 0.0 0 0 0174.00 764 0.0 0 0 o 1 z 3 4---s 6 7 a s 10 n 12 13 14 15 16 n 11 19 20 21 22 23 24 174.50 764 100.0 382 382 Time(hours) 175.50 868 100.0 816 1,198 Device Routing Invert Outlet Devices #1 Primary 171.75' 12.0" Round Culvert(SD-17) L=93.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=171.75'/171.29' S=0.00497' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=2.0 cfs @ 12.09 hrs HW=175.18' TW=172.15' (Dynamic Tailwater) t1=Culvert(SD-17) (Passes 2.0 cfs of 4.9 cfs potential flow) t2=Orifice/Grate (Weir Controls 2.0 cfs @ 1.39 fps) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 163 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 164 Pond 5P:BRA-1 Summary for Pond 6P:FI-5 Hydrograph Inflow Area= 0.500 ac, 1.14%Impervious, Inflow Depth> 2.00" for 25 Year event F Inaw. Inflow = 0.8 cfs @ 12.23 hrs, Volume= 0.083 of A= I D Primary I Outflow = 0.8 cfs @ 12.25 hrs, Volume= 0.074 af, Atten=1%, Lag=1.5 min Inflow Area_0.391 Primary = 0.8 cfs @ 12.25 hrs, Volume= 0.074 of 2 Peak Elev=175.18xRouting by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Storaa=926 Cf Peak Elev=175.10'@ 12.25 hrs Surf.Area=900 sf Storage=495 cf g Flood Elev=175.50' Surf.Area=1,000 sf Storage=875 cf Plug-Flow detention time=74.6 min calculated for 0.074 of(89%of inflow) Center-of-Mass det.time=21.5 min(888.2-866.6) a LL ' Volume Invert Avail.Storage Storage Description #1 174.50' 875 of Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.50 750 0 0 175.50 1,000 875 875 o ' D 1P 3 4 5 6 7 8 9 10 11 12 13 1415 16 1718 19 20 21 22 2324 Device Routing Invert Outlet Devices Time(hours) #1 Primary 171.58' 12.0" Round Culvert(SD-25) L=13.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.58'/171.51' S=0.00547' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=0.8 cfs @ 12.25 hrs HW=175.10' TW=172.08' (Dynamic Tai[water) t1=Culvert(SD-25) (Passes 0.8 cfs of 6.6 cfs potential flow) t2=Orifice/Grate (Weir Controls 0.8 cfs @ 1.03 fps) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 165 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 166 Pond 6P:H-5 Summary for Pond 7P:DMH-3 Hydrograp Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 3.06" for 25 Year event FE-Inaw.-i Inflow = 3.3 cfs @ 12.08 hrs, Volume= 0.298 of 0.0 1D Primary I Outflow 3.3 cfs @ 12.08 hrs, Volume= 0.298 af, Atten=0%, Lag=0.0 min 085 Inflow Area=0.500 Primary = 3.3 cfs @ 12.08 hrs, Volume= 0.298 of 06 � °75 Peak EIev=175.10 Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs ° StOra a=495 Cf Peak EIev=172.03'@ 12.19 hrs 0.65 g Flood EIev=177.00' 0.6 _055 Device Routing Invert Outlet Devices t 0.5 #1 Primary 170.25' 18.0" Round Culvert(SD-19) R: 0.45 L=131.0' CPP,square edge headwall, Ke=0.500 LL 0.4 Inlet/Outlet Invert=170.25'/169.59' S=0.0050'/' Cc=0.900 0.35 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf 03 0.25 °2 Primary OutFlow Max=2.5 cfs @ 12.08 hrs HW=171.50' TW=171.25' (Dynamic Tai[water) o.1s L1=Culvert(SD-19) (Outlet Controls 2.5 cfs @ 2.12 fps) 01 Pond 7P:DMH-3 ° 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Hydrograph Time(hours) ' �Inflow 20 Primary Inflow Area=1.169_ 's 3 Peak EIev=172.03' 18.0" Round Culvert 2 n=0.013 LL L=131.0' S=0.0050 0.. 0 1 2 .._3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 167 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 168 Summary for Pond 22P:FI-7 Summary for Pond 23P:CB-1 Inflow Area= 0.068 ac, 5.02%Impervious, Inflow Depth> 2.09" for 25 Year event Inflow Area= 0.605 ac, 33.42%Impervious, Inflow Depth> 2.80" for 25 Year event Inflow = 0.2 cfs @ 12.08 hrs, Volume= 0.012 of Inflow = 1.8 cfs @ 12.13 hrs, Volume= 0.141 of Outflow 0.2 cfs @ 12.08 hrs, Volume= 0.012 af, Atten=0%, Lag=0.0 min Outflow 1.8 cfs @ 12.13 hrs, Volume= 0.141 af, Atten=0%, Lag=0.0 min Primary = 0.2 cfs @ 12.08 hrs, Volume= 0.012 of Primary = 1.8 cfs @ 12.13 hrs, Volume= 0.141 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.06'@ 12.56 hrs Peak Elev=173.81'@ 12.13 hrs Flood Elev=175.36' Flood Elev=176.51' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.36' 12.0" Round Culvert(SD-4) #1 Primary 172.86' 12.0" Round Culvert(SD-6) L=43.0' CPP,square edge headwall, Ke=0.500 L=15.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=172.36'/172.15' S=0.0049T Cc=0.900 Inlet/Outlet Invert=172.86'/172.78' S=0.0053'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.2 cfs @ 12.08 hrs HW=172.60' TW=172.05' (Dynamic Tailwater) Primary OutFlow Max=1.8 cfs @ 12.13 hrs HW=173.81' TW=172.93' (Dynamic Tai[water) L1=Culvert(SD-4) (Barrel Controls 0.2 cfs @ 1.76 fps) L1=Culvert(SD-6) (Barrel Controls 1.8 cfs @ 3.00 fps) Pond 22P:FI-7 Pond 23P:CB-1 Hydrograp1 Hydrograpr FE-101--w-11 E Inflow 016 rims S Primary1 2- mS Primary 017 Inflow Area=0.068° °'s Inflow Area=0.605 s 016 016 Peak:Elev=173.06'''. .. Peak Elev=173.81'....... '..... '..... '..... '..... 0,4 -12.0"_ _ 013 12.0" 012 Round Culvert Round Culvert .�0.11 3 009 n=0.013 n=0.013 LL o L=43.0' LL L=15.0' 006 S=0.0049 '1' S=0.0053 0.a5- 0.04 o 04 0.03 002 0.01 p 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 B 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 169 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paae 170 Summary for Pond 24P:DMH-2 Summary for Pond 26P:DMH-8 Inflow Area= 0.780 ac, 42.90%Impervious, Inflow Depth> 3.25" for 25 Year event Inflow Area= 0.077 ac, 57.39%Impervious, Inflow Depth> 4.07" for 25 Year event Inflow = 2.6 cfs @ 12.11 hrs, Volume= 0.211 of Inflow = 0.4 cfs @ 12.07 hrs, Volume= 0.026 of Outflow 2.6 cfs @ 12.11 hrs, Volume= 0.211 af, Atten=0%, Lag=0.0 min Outflow 0.4 cfs @ 12.07 hrs, Volume= 0.026 af, Atten=0%, Lag=0.0 min Primary = 2.6 cfs @ 12.11 hrs, Volume= 0.211 of Primary = 0.4 cfs @ 12.07 hrs, Volume= 0.026 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.08'@ 12.52 hrs Peak Elev=173.08'@ 12.54 hrs Flood Elev=175.78' Flood Elev=175.78' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 171.99' 15.0" Round Culvert(SD-3) #1 Primary 172.31' 12.0" Round Culvert(SD-7) L=77.0' CPP,square edge headwall, Ke=0.500 L=44.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.99'/171.61' S=0.0049T Cc=0.900 Inlet/Outlet Invert=172.31'/172.09' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=2.6 cfs @ 12.11 hrs HW=172.94' TW=172.20' (Dynamic Tailwater) Primary OutFlow Max=0.0 cfs @ 12.07 hrs HW=172.91' TW=172.91' (Dynamic Tai[water) L1=Culvert(SD-3) (Barrel Controls 2.6 cfs @ 3.58 fps) L1=Culvert(SD-7) (Controls 0.0 cfs) Pond 24P:DMH-2 Pond 26P:DMH-8 Hydrograph Hydrograpr FE-101--w-11 E Inflow S Primary 0.4 - S Primary ms o.a C Inflow Area=0.780 '°'s Inflow Area=0.077_° Peak EIev=173.08 022 Peak Elev=173.08' 15.01, 0.18- 12.0" Round Culvert �4 Round Culvert 0 0.013 00.2 n= °2 n=p.013 0 0 °,8 LL L=77.0' LL 0:,6 L=44.0' S=0.0049 T 0.2 S=0.0050 T ., 0.04 . _ 0.02 0 0.. - - - -- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 i6 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paoe 171 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 172 Summary for Pond 27P:FI-2 Summary for Pond 28P:CB-2 Inflow Area= 0.099 ac, 89.61%Impervious, Inflow Depth> 5.37" for 25 Year event Inflow Area= 0.044 ac, 87.36%Impervious, Inflow Depth> 5.18" for 25 Year event Inflow = 0.6 cfs @ 12.07 hrs, Volume= 0.044 of Inflow = 0.3 cfs @ 12.07 hrs, Volume= 0.019 of Outflow 0.6 cfs @ 12.07 hrs, Volume= 0.044 af, Atten=0%, Lag=0.0 min Outflow 0.3 cfs @ 12.07 hrs, Volume= 0.019 af, Atten=0%, Lag=0.0 min Primary = 0.6 cfs @ 12.07 hrs, Volume= 0.044 of Primary = 0.3 cfs @ 12.07 hrs, Volume= 0.019 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.23'@ 12.07 hrs Peak Elev=173.13'@ 12.10 hrs Flood Elev=175.78' Flood Elev=175.83' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.78' 12.0" Round Culvert(SD-5) #1 Primary 172.83' 12.0" Round Culvert(SD-9) L=30.0' CPP,square edge headwall, Ke=0.500 L=33.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.78'/172.63' S=0.0050'P Cc=0.900 Inlet/Outlet Invert=172.83'/172.67' S=0.00487' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.6 cfs @ 12.07 hrs HW=173.23' TW=172.90' (Dynamic Tailwater) Primary OutFlow Max=0.2 cfs @ 12.07 hrs HW=173.12' TW=172.90' (Dynamic Tai[water) L1=Culvert(SD-5) (Barrel Controls 0.6 cfs @ 2.41 fps) L1=Culvert(SD-9) (Outlet Controls 0.2 cfs @ 1.91 fps) Pond 27P:FI-2 Pond 28P:CB-2 Hydrograph Hydrograpr FE-101--w-11 M Inflow Primary 0.28 yea�i� SPrimary 955 Inflow Area=0.099°`°'s 026 Inflow Area=0.044 05 Peak-Elev=173.23'.. 024 Peak Elev=173.13' a2z ',. 0.45 12.0„ 0.2 12.0„ 0.4- Round Culvert 0.13- Round Culvert n=0./013 ;0.14 n=0.013 LL 925 L=30.0' ° 0.12 L=33.0. 92 S=0.0050 rr.. 008 . S=0.0048 'l' 915 0.06- 11 0.04- 0.05NE p MFI6.. _... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 173 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paae 174 Summary for Pond 29P:FI-1 Summary for Pond 30P:FI-4 Inflow Area= 0.033 ac, 18.19%Impervious, Inflow Depth> 2.62" for 25 Year event Inflow Area= 0.038 ac, 21.99%Impervious, Inflow Depth> 2.71" for 25 Year event Inflow = 0.1 cfs @ 12.08 hrs, Volume= 0.007 of Inflow = 0.1 cfs @ 12.08 hrs, Volume= 0.009 of Outflow 0.1 cfs @ 12.08 hrs, Volume= 0.007 af, Atten=0%, Lag=0.0 min Outflow 0.1 cfs @ 12.08 hrs, Volume= 0.009 af, Atten=0%, Lag=0.0 min Primary = 0.1 cfs @ 12.08 hrs, Volume= 0.007 of Primary = 0.1 cfs @ 12.08 hrs, Volume= 0.009 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.08'@ 12.56 hrs Peak Elev=172.89'@ 12.08 hrs Flood Elev=175.63' Flood Elev=175.40' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.63' 12.0" Round Culvert(SD-10) #1 Primary 172.70' 15.0" Round Culvert(SD-24) L=45.0' CPP,square edge headwall, Ke=0.500 L=60.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.63'/172.41' S=0.0049T Cc=0.900 Inlet/Outlet Invert=172.70'/172.40' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf Primary OutFlow Max=0.0 cfs @ 12.08 hrs HW=172.92' TW=172.92' (Dynamic Tailwater) Primary OutFlow Max=0.1 cfs @ 12.08 hrs HW=172.89' TW=172.15' (Dynamic Tai[water) L1=Culvert(SD-10) (Controls 0.0 cfs) L1=Culvert(SD-24) (Barrel Controls 0.1 cfs @ 1.60 fps) Pond 29P:FI-1 Pond 30P:FI-4 Hydrograp1 Hydrograpr FE-101--w- 0.14 20 Inflow 0.115 a�ms S Primary � � �0.��, 20 Primary 0,55 Inflow Area=0.033:°'°'s 0.13 Inflow Area=0:038 0055 Peak Elev-173.08' o„ Peak Elev=172.89' o 09 °.09 12.0„ °, 15.0" °007 Round Culvert °� Round Culvert o °°6 n=0.013 °°07 n=0.013 00055 ' 3 LL o45 L=45.0' ° 0.06 L=60.0' 0.05 ' 0 oss S=0.0049 '1' 0.04 S=0.0050 003 0 025 0.03 0 02 0 015 0.02 001 .. 0.01 0.005 0.. _... 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 175 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 176 Summary for Pond 31 P:DMH-11 Summary for Pond 32P:DMH-9 Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 3.76" for 25 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 3.76" for 25 Year event Inflow = 2.8 cfs @ 12.08 hrs, Volume= 0.182 of Inflow = 2.8 cfs @ 12.08 hrs, Volume= 0.182 of Outflow 2.8 cfs @ 12.08 hrs, Volume= 0.182 af, Atten=0%, Lag=0.0 min Outflow 2.8 cfs @ 12.08 hrs, Volume= 0.182 af, Atten=0%, Lag=0.0 min Primary = 2.8 cfs @ 12.08 hrs, Volume= 0.182 of Primary = 2.1 cfs @ 12.14 hrs, Volume= 0.173 of Secondary= 1.0 cfs @ 12.07 hrs, Volume= 0.009 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.16'@ 12.10 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Flood Elev=175.98' Peak Elev=171.88'@ 12.14 hrs Flood Elev=174.88' Device Routing Invert Outlet Devices #1 Primary 171.19' 18.0" Round Culvert(SD-23) Device Routing Invert Outlet Devices L=43.0' CPP,square edge headwall, Ke=0.500 #1 Primary 170.88' 12.0" Round Culvert(SD-21) Inlet/Outlet Invert=171.19'/170.98' S=0.0049'P Cc=0.900 L=27.0' CPP,square edge headwall, Ke=0.500 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Inlet/Outlet Invert=170.88'/170.75' S=0.00487' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=2.6 cfs @ 12.08 hrs HW=172.15' TW=171.80' (Dynamic Tailwater) #2 Secondary 170.88' 18.0" Round Culvert(SD-22) L1=Culvert(SD-23) (Outlet Controls 2.6 cfs @ 3.14 fps) L=27.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.88'/170.75' S=0.00487' Cc=0.900 Pond 31 P:DMH-11 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf 'tydrograp1 #3 Device 2 171.55' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) FE-In-fl-mi Primary OutFlow Max=2.1 cfs @ 12.14 hrs HW=171.87' TW4.00' (Dynamic Tailwater) 3 c= S Primary I L1=Culvert(SD-21) (Barrel Controls 2.1 cfs @ 3.36 fps) Inflow Area=0.5580 a Secondary OutFlow Max=0.0 cfs @ 12.07 hrs HW=171.77' TW=171.77' (Dynamic Tailwater) Peak Elev=172.16' t2=Culvert(SD-22) (Controls 0.0 cfs) e 't -Crested Rectangular Weir (Controls 0.0 cfs) 18.01 2 Round Culvert n=0.013 L=43.0' S=0.0049 T 9 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Pace 177 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Pace 178 Pond 32P:DMH-9 Summary for Pond 33P:DMH-10 Hydrograprl Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 3.06" for 25 Year event SM In flow Inflow = 3.3 cfs @ 12.08 hrs, Volume= 0.298 of outflow Outflow 3.3 cfs @ 12.08 hrs, Volume= 0.298 af, Atten=0%, Lag=0.0 min Primary Inflow Area=0.580 0 secondary Primary = 3.3 cfs @ 12.08 hrs, Volume= 0.298 of 3 Peak Elev=171.88' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.16'@ 12.21 hrs Flood Elev=175.20' 2 '... '... '... '... '... '... '... Device Routing Invert Outlet Devices #1 Primary 170.67' 18.0" Round Culvert(SD-20) r L=64.0' CPP,square edge headwall, Ke=0.500 a Inlet/Outlet Invert=170.67'/170.35' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf , Primary OutFlow Max=2.9 cfs @ 12.08 hrs HW=171.81' TW=171.50' (Dynamic Tailwater) i FOR FAMf L1=Culvert(SD-20) (Outlet Controls 2.9 cfs @ 2.80 fps) Pond 33P:DMH-10 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24y`Te}era.'�'1 Time(hours) FE-1 nflow ElPrimary Inflow Area=1.169_ 's 3 Peak Elev=172.16' 18.0" Round Culvert 2 n=0.013 LL L=64.0' S=0.0050 a. 0 1 Z,.._3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 179 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 180 Summary for Pond 36P:CB-3 Summary for Pond 37P:CB-4 Inflow Area= 0.151 ac, 52.47%Impervious, Inflow Depth> 3.78" for 25 Year event Inflow Area= 0.185 ac,100.00%Impervious, Inflow Depth> 5.76" for 25 Year event Inflow = 0.7 cfs @ 12.07 hrs, Volume= 0.047 of Inflow = 1.1 cfs @ 12.07 hrs, Volume= 0.089 of Outflow 0.7 cfs @ 12.07 hrs, Volume= 0.047 af, Atten=0%, Lag=0.0 min Outflow 1.1 cfs @ 12.07 hrs, Volume= 0.089 af, Atten=0%, Lag=0.0 min Primary = 0.7 cfs @ 12.07 hrs, Volume= 0.047 of Primary = 1.1 cfs @ 12.07 hrs, Volume= 0.089 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.97'@ 12.07 hrs Peak Elev=173.28'@ 12.07 hrs Flood Elev=175.49' Flood Elev=175.49' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.49' 15.0" Round Culvert(SD-27) #1 Primary 172.62' 12.0" Round Culvert(SD-15) L=8.0' CPP,square edge headwall, Ke=0.500 L=36.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.49'/172.45' S=0.0050'P Cc=0.900 Inlet/Outlet Invert=172.62'/172.44' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.7 cfs @ 12.07 hrs HW=172.97' TW=172.14' (Dynamic Tailwater) Primary OutFlow Max=1.1 cfs @ 12.07 hrs HW=173.28' TW=171.13' (Dynamic Tai[water) L1=Culvert(SD-27) (Barrel Controls 0.7 cfs @ 2.37 fps) L1=Culvert(SD-15) (Barrel Controls 1.1 cfs @ 2.89 fps) Pond 36P:CB-3 Pond 37P:CB-4 Hydrograp, Hydrograpr FE-101--w-11 E Inflow 0.75 S Primary S Primary ms i L 07 Inflow Area=0.151. °'° Inflow..Area=0.185. '°'s 965 Peak-Elev=172.97'.. , Peak Elev=173.28' 96 0.55 15.0,. 12.0" 90.5 Round Culvert Round Culvert 04 n=0.013 n=0.013 3 0 35 o LL o 3 L=8.0' LL L=36.0' 925 S=0.0050 '1'.. S=0.0050 '/' 92 015 ',. 0.05 p 0.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD@ 10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paoe 181 HydroCAD@ 10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paoe 182 Summary for Pond 40P:DMH-5 Summary for Pond 41 P:DMH-6 Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 3.43" for 25 Year event Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 3.43" for 25 Year event Inflow = 4.5 cfs @ 12.08 hrs, Volume= 0.387 of Inflow = 4.5 cfs @ 12.08 hrs, Volume= 0.387 of Outflow 4.5 cfs @ 12.08 hrs, Volume= 0.387 af, Atten=0%, Lag=0.0 min Outflow 4.5 cfs @ 12.08 hrs, Volume= 0.387 af, Atten=0%, Lag=0.0 min Primary = 4.5 cfs @ 12.08 hrs, Volume= 0.387 of Primary = 4.5 cfs @ 12.08 hrs, Volume= 0.387 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=171.90'@ 12.18 hrs Peak Elev=171.75'@ 12.16 hrs Flood Elev=175.06' Flood Elev=174.00' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 169.49' 18.0" Round Culvert(SD-14) #1 Primary 169.02' 18.0" Round Culvert(SD-13) L=75.0' CPP,square edge headwall, Ke=0.500 L=34.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.49'/169.12' S=0.0049T Cc=0.900 Inlet/Outlet Invert=169.02'/168.85' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Primary OutFlow Max=1.5 cfs @ 12.08 hrs HW=171.22' TW=171.19' (Dynamic Tailwater) Primary OutFlow Max=0.9 cfs @ 12.08 hrs HW=171.19' TW=171.18' (Dynamic Tai[water) L1=Culvert(SD-14) (Outlet Controls 1.5 cfs @ 0.93 fps) L1=Culvert(SD-13) (Inlet Controls 0.9 cfs @ 0.52 fps) Pond 40P:DMH-5 Pond 41 P:DMH-6 Hydrograp1 Hydrograpr FE-101--w-11 E Inflow S Primary S Primary ms s�r Inflow Area=1.354 °"s Inflow Area=1.354 4 Peak Elev=171.90 4 Peak Elev=171'.75 18.01, 18.01, Round Culvert 3 Round Culvert n=0.013 n=0.013 LL 2 L_75.0' LL 2 L=34.0' S=0.0049 '/' S=0.0050 . 44 0.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfal1=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paoe 183 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 184 Summary for Pond 42P:FI-6 Summary for Pond OGS:Oil/Grit Separator Inflow Area= 0.184 ac,100.00%Impervious, Inflow Depth> 5.76" for 25 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 3.58" for 25 Year event Inflow = 1.1 cfs @ 12.07 hrs, Volume= 0.088 of Inflow = 2.1 cfs @ 12.14 hrs, Volume= 0.173 of Outflow 1.1 cfs @ 12.07 hrs, Volume= 0.088 af, Atten=0%, Lag=0.0 min Primary 2.1 cfs @ 12.14 hrs, Volume= 0.173 af, Atten=0%, Lag=0.0 min Primary = 1.1 cfs @ 12.07 hrs, Volume= 0.088 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.16'@ 12.07 hrs Pond OGS:Oil/Grit Separator Flood Elev=175.50' €iydroyra„'1 Device Routing Invert Outlet Devices Inflow #1 Primary 172.50' 12.0" Round Culvert(SD-11) S Primary s L=26.0' CPP,square edge headwall, Ke=0.500 Inflow Area--0.580 Inlet/Outlet Invert=172.50'/172.37' S=0.0050'/' Cc=0.900 2- n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=1.1 cfs @ 12.07 hrs HW=173.16' TW=171.06' (Dynamic Tailwater) L1=Culvert(SD-11) (Barrel Controls 1.1 cfs @ 2.86 fps) Pond 42P:FI-6 Hyarflsrap, LL �Inflow S Primary Inflow Area=0.184 Peak Elev=173.16' 12.0" . �QUn� Culvert ,. ,.. ,.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) n=0.013 LL L_26.0' S=0.0050 T 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 111 24-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paoe 185 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 186 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.596 ac, 16.24%Impervious, Inflow Depth> 1.67' for 25 Year event Inflow Area= 0.450 ac, 52.68%Impervious, Inflow Depth> 3.68" for 25 Year event Inflow = 10.9 cfs @ 12.23 hrs, Volume= 1.339 of Inflow = 2.0 cfs @ 12.07 hrs, Volume= 0.138 of Primary 10.9 cfs @ 12.23 hrs, Volume- 1.339 af, Atten-0%, Lag-0.0 min Primary 2.0 cfs @ 12.07 hrs, Volume- 0.138 af, Atten-0%, Lag-0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydro9raph Hydrograp F Inflow ff Inflow 12 1S Primary - zo ois l S Primary 11 -Inflow Area=9.596.: 2 Inflow Area=0:450., 9- -F u 7 m 0 0 4 6 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 111 24-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 187 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 188 Summary for Link DP-3:Ex.Field Time span=0.00-24.00 hrs,dt=0.02 hrs,1201 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Primary = 0.0 cfs @ 0.00 hrs, Volume= 0.000 of Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Subcatchment 1S:SC201 A-1 Runoff Area=277.852 sf 0.05%Impervious Runoff Depth>3.19" Flow Length-1,388' Tc=16.8 min CN-55 Runoff=16.7 cfs 1.695 of Link DP-3:Ex.Field Subcatchment 2S:SC201 B-4 Runoff Area=3.602 sf 100.00%Impervious Runoff Depth>8.35" Hydrograph Tc=5.0 min CN=98 Runoff=0.7 cfs 0.058 of D Pnma y Subcatchment 3S:SC201 C-1 Runoff Area=2,221 sf 30.80%Impervious Runoff Depth>5.22" Tc=5.0 min CN=72 Runoff=0.3 cfs 0.022 of Subcatchment 4S:SC201 D Runoff Area=14,593 sf 0.901%Impervious Runoff Depth>3.79" Tc=5.0 min CN=60 Runoff=1.5 cfs 0.106 of Subcatchment 5S:SC201 E Runoff Area-26,335 sf 33.42%Impervious Runoff Depth>4.98" Flow Length=412' Tc=8.6 min CN=70 Runoff=3.2 cfs 0.251 of s Subcatchment 6S:SC201 F-3 Runoff Area=1,451 sf 18.19%Impervious Runoff Depth>4.74" LL Tc-5.0 min CN-68 Runoff=0.2 cfs 0.013 of Subcatchment 7S:SC201 G Runoff Area=21782 sf 1.14%Impervious Runoff Depth>3.90" Flow Length=130' Tc=15.4 min CN=61 Runoff=1.7 cfs 0.162 of Subcatchment 8S:SC201 H-1 Runoff Area=6,560 sf 52.47%Impervious Runoff Depth>6.18" Tc=5.0 min CN=80 Runoff=1.1 cfs 0.078 of o. Subcatchment 9S:SC202A Runoff Area=19.608 sf 52.68%Impervious Runoff Depth>6.06" o i z 3 a s 6 7 -a 9 10 -ii 12 is 14 is 16 17 16 19 20 21 22 23 24 Tc=5.O min CN=79 Runoff=3.3 cfs 0.227 of Time(hours) Subcatchment 10S:SC201 A-2 Runoff Area-2,968 sf 5.02%Impervious Runoff Depth>4.02" Tc=5.0 min CN=62 Runoff=0.3 cfs 0.023 of Subcatchment 115:SC201 F-2 Runoff Area=1,898 sf 87.36%Impervious Runoff Depth>7.75" Tc=5.0 min CN=93 Runoff=0.4 cfs 0.028 of Subcatchment 125:SC201 B-1 Runoff Area=3,892 sf 100.00%Impervious Runoff Depth>8.35" Tc-5.0 min CN-98 Runoff-0.8 cfs 0.062 of Subcatchment 13S:SC201 B-2a Runoff Area=4.379 sf 100.00%Impervious Runoff Depth>8.35" Tc=5.0 min CN=98 Runoff=0.9 cfs 0.070 of Subcatchment 14S:SC201 B-6 Runoff Area=3.855 sf 100.00%Impervious Runoff Depth>8.35" Tc=5.0 min CN=98 Runoff=0.8 cfs 0.062 of Subcatchment 15S:SC201 B-7 Runoff Area=8,826 sf 100.00%Impervious Runoff Depth>8.35" Tc=5.0 min CN=98 Runoff=1.8 cfs 0.141 of Subcatchment 165:SC201 B-5 Runoff Area-3,653 sf 100.00%Impervious Runoff Depth>8.35" Tc=5.0 min CN=98 Runoff=0.7 cfs 0.058 of 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 189 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 190 Subcatchment 17S:SC201 B-3a Runoff Area=4,036 sf 100.00%Impervious Runoff Depth>8.35" Pond 24P:DMH-2 Peak Elev=174.19' Inflow=4.4 cfs 0.357 of Tc=5.0 min CN=98 Runoff=0.8 cfs 0.065 of 15.0" Round Culvert n=0.013 L=77.0' S=0.0049'/' Outflow=4.4 cfs 0.357 of Subcatchment 18S:SC201F-1 Runoff Area=17.031 sf 66.95%Impervious Runoff Depth>6.91" Pond 26P:DMH-8 Peak Elev=174.19' Inflow=0.6 cfs 0.041 of Tc=5.0 min CN=86 Runoff=3.1 cfs 0.225 of 12.0" Round Culvert n=0.013 L=44.0' S=0.0050'/' Outflow=0.6 cfs 0.041 of Subcatchment 19S:SC201F-4 Runoff Area=447 sf 0.00/Impervious Runoff Depth>3.90" Pond 27P:FI-2 Peak Elev=174.19' Inflow=0.8 cfs 0.065 of Tc=5.0 min CN=61 Runoff=0.0 cfs 0.003 of 12.0" Round Culvert n=0.013 L=30.0' S=0.0050'/' Outflow=0.8 cfs 0.065 of Subcatchment 20S:SC2011-1-2 Runoff Area-1,669 sf 21.99%Impervious Runoff Depth>4.86" Pond 28P:CB-2 Peak Elev=174.19' Inflow-0.4 cfs 0.028 of Tc=5.0 min CN=69 Runoff=0.2 cfs 0.016 of 12.0" Round Culvert n=0.013 L=33.0' S=0.00487' Outflow=0.4 cfs 0.028 of Subcatchment 21 S:SC201 C-2 Runoff Area=3,284 sf 21.35%Impervious Runoff Depth>4.74" Pond 29P:FI-1 Peak Elev=174.19' Inflow=0.2 cfs 0.013 of Tc=5.0 min CN=68 Runoff=0.4 cfs 0.030 of 12.0" Round Culvert n=0.013 L=45.0' S=0.0049'/' Outflow=0.2 cfs 0.013 of Subcatchment 38S:SC201 B-2b Runoff Area=3,661 sf 100.00%Impervious Runoff Depth>8.35" Pond 30P:FI-4 Peak Elev=173.18' Inflow=0.2 cfs 0.016 of Tc-5.0 min CN-98 Runoff-0.7 cfs 0.059 of 15.0" Round Culvert n=0.013 L=60.0' S=0.0050'/' Outflow-0.2 cfs 0.016 of Subcatchment 39S:SC201 B-3b Runoff Area=3,986 sf 100.00%Impervious Runoff Depth>8.35" Pond 31 P:DMH-11 Peak Elev=173.15' Inflow=4.4 cfs 0.300 of Tc=5.0 min CN=98 Runoff=0.8 cfs 0.064 of 18.0" Round Culvert n=0.013 L=43.0' S=0.0049'/' Outflow=4.4 cfs 0.300 of Reach 1R: Inflow=8.8 cfs 0.529 of Pond 32P:DMH-9 Peak EIev=172.90' Inflow=4.4 cfs 0.300 of Outflow=8.8 cfs 0.529 of Primary=4.4 cfs 0.297 of Secondary=0.5 cfs 0.004 of Outflow=4.4 cfs 0.300 of Reach 2R: Inflow=3.4 cfs 0.580 of Pond 33P:DMH-10 Peak EIev=174.76' Inflow=6.1 cfs 0.515 of Outflow=3.4 cfs 0.580 of 18.0" Round Culvert n=0.013 L=64.0' S=0.0050'/' Outflow=6.1 cfs 0.515 of Pond 1P:SIG-1 Peak EIev=170.39' Storage=4,332 cf Inflow=3.5 cfs 0.739 of Pond 36P:CB-3 Peak EIev=173.24' Inflow=1.1 cfs 0.078 of Discarded=0.0 cfs 0.075 of Primary=3.4 cfs 0.580 of Outflow=3.4 cfs 0.655 of 15.0" Round Culvert n=0.013 L=8.0' S=0.0050'/' Outflow=1.1 cfs 0.078 of Pond 3P:SIG-3 Peak EIev=172.38' Storage=5,696 cf Inflow=10.0 cfs 0.824 of Pond 37P:CB-4 Peak EIev=173.85' Inflow=1.6 cfs 0.129 of Discarded-0.1 cfs 0.206 of Primary-8.8 cfs 0.529 of Outflow-8.9 cfs 0.736 of 12.0" Round Culvert n-0.013 L-36.0' S-0.0050'/' Outflow-1.6 cfs 0.129 of Pond 4P:Dry Pond Peak EIev=174.06' Storage=9,192 cf Inflow=9.4 cfs 0.743 of Pond 40P:DMH-5 Peak EIev=173.74' Inflow=7.7 cfs 0.644 of Outflow=3.5 cfs 0.739 of 18.0" Round Culvert n=0.013 L=75.0' S=0.0049'/' Outflow=7.7 cfs 0.644 of Pond 5P:BRA-1 Peak EIev=175.24' Storage=976 cf Inflow=3.1 cfs 0.225 of Pond 41 P:DMH-6 Peak EIev=173.03' Inflow=7.7 cfs 0.644 of Outflow=3.1 cfs 0.207 of 18.0" Round Culvert n=0.013 L=34.0' S=0.0050'/' Outflow=7.7 cfs 0.644 of Pond 6P:FI-5 Peak Elev=175.16' Storage=550 cf Inflow=1.7 cfs 0.162 of Pond 42P:FI-6 Peak Elev=173.33' Inflow=1.6 cfs 0.128 of Outflow=1.7 cfs 0.153 of 12.0" Round Culvert n=0.013 L=26.0' S=0.0050'/' Outflow=1.6 cfs 0.128 of Pond 7P:DMH-3 Peak EIev=174.36' Inflow-6.1 cfs 0.515 of Pond OGS:Oil/Grit Separator Inflow-4.4 cfs 0.297 of 18.0" Round Culvert n=0.013 L=131.0' S=0.00507' Outflow=6.1 cfs 0.515 of Primary=4.4 cfs 0.297 of Pond 22P:FI-7 Peak EIev=174.06' Inflow=0.3 cfs 0.023 of Link DP-1:Lake Inflow-25.0 cfs 2.804 of 12.0" Round Culvert n=0.013 L=43.0' S=0.0049'/' Outflow=0.3 cfs 0.023 of Primary=25.0 cfs 2.804 of Pond 23P:CB-1 Peak EIev=174.97' Inflow=3.2 cfs 0.251 of Link DP-2:Ex.Closed System Inflow=3.3 cfs 0.227 of 12.0" Round Culvert n=0.013 L=15.0' S=0.0053'/' Outflow-3.2 cfs 0.251 of Primary-3.3 cfs 0.227 of 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Pace 191 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Pace 192 Link DP-3:Ex.Field Primary=0.0 cfs 0.000 of Summary for Subcatchment 1S:SC201A-1 = Total Runoff Area=10.046 ac Runoff Volume=3.516 of Average Runoff Depth=4.20" Runoff 16.7 cfs @ 12.24 hrs, Volume= 1.695 af, Depth> 3.19" 82.13%Pervious=8.250 ac 17.87%Impervious=1.796 ac Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description 143 98 Paved parking 532 53 Porous Pavers 722 53 Porous Pavers 851 53 Grass Pavers 671 53 Grass Pavers 13,707 48 Brush,Good,HSG B 4,533 61 >75%Grass cover,Good,HSG B 37,962 55 Woods,Good,HSG B 80,454 55 Woods,Good,HSG B 138,277 55 Woods,Good,HSG B 277,852 55 Weighted Average 277,709 99.95%Pervious Area 143 0.05%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Woods:Dense underbrush n=0.800 P2=3.60" 1.4 380 0.0840 4.67 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 2.9 560 0.0410 3.26 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 16.8 1,388 Total 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 193 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 194 Subcatchment 1S:SC201A-1 Summary for Subcatchment 2S:SC201 B-4 Hydrograph Runoff = 0.7 cfs @ 12.07 hrs, Volume= 0.058 af, Depth> 8.35' 16 �Runoff 17 � Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs 16 Type 11124-hr Type III 24-hr 100 Year Rainfall=8.60" 15 100 Year Rainfall-8.60" Area(sf) CN Description 3 Runoff Area=277,852 sf I 3,602 98 Roofs 12Runoff Volume=1.695raf 3,602 100.00%Impervious Area 711 t 19 Runoff Depth>3.19', Tc Length Slope Velocity Capacity Description 3 s (min) (feet) (ft/ft) (ft/sec) (cfs) LL 3 Flow Length=1,388' 5.0 Direct Entry,Min To 7 Tc=16.8-min s CN=55 Subcatchment 2S:SC201 B-4 a rlyz=roraa'1 3 2 0.3 �Runoff 1 - 0.75 0.7 Type III 24-hr ° , 2 3 4 5 6 7 8 6 10 11 Time 12 13 1415 16 17 18 19 20 21 22 23 24 0.65 100 Year Rainfall-8.60".- 0.6- 0.55 Runoff Area=3,602 sf 0.5 Runoff Volume=0.058 of i0.45 Runoff Depth>8.35" 3 0.4 LL 0.35 Tc=5.0 min 0.3 CN=98 0.25 0.2 0.15 0.1 0.05 0.. 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 195 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Pace 196 Summary for Subcatchment 3S:SC201C-1 Summary for Subcatchment 4S:SC201D Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.022 af, Depth> 5.22" Runoff = 1.5 cfs @ 12.08 hrs, Volume= 0.106 af, Depth> 3.79" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 684 98 Paved parking,HSG B 132 98 Paved parking 1,537 61 >75%Grass cover,Good,HSG B 508 53 Porous Pavers 2.221 72 Weighted Average 12,323 61 >7594,Grass cover,Good,HSG B 1,537 69.201/.Pervious Area 1,630 55 Woods,Good,HSG B 684 30.80%Impervious Area 14,593 60 Weighted Average 14,461 99.10%Pervious Area Tc Length Slope Velocity Capacity Description 132 0.90%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 3S:SC201 C-1 5.0 Direct Entry,Min Tc Hyarograpin Subcatchment 4S:SC201 D 0.36- 0.34 36 034 'Ey t€rira 'i 0.32- Type III 24-hr Ronafl 628 100 Year Rainfall=8.60" Type III 24;hr 626 Runoff Area=2,221 sf.- 0.24 1....00 Year Rainfall., =8.60" ;.. 0i2 Runoff Volume=0.022 of Runoff Area=14,593 sf Runoff Depth}5.22" Runoff Volume=0.106 of � 018 LL 0,6 Tc=5.0 min 1 Runoff Depth>3.79" 0,4 CN=72 . 0,2 LL Tc_5.0 min °, CN=60 0.08 006 0.04 0.'2 ° '... 0 1 2 3 4 5 6 7 8 910 11 12 13 14 15 16 17 18 19 20 21 22 23 24 _ Time(hours) 0. 0 1 2 3.. 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paoe 197 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 198 Summary for Subcatchment 5S:SC201 E Summary for Subcatchment 6S:SC201 F-3 Runoff = 3.2 cfs @ 12.12 hrs, Volume= 0.251 af, Depth> 4.98" Runoff = 0.2 cfs @ 12.08 hrs, Volume= 0.013 af, Depth> 4.74" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 8,802 98 Paved parking 264 98 Paved parking,HSG B 4,431 61 >75%Grass cover,Good,HSG B 307 61 >75%Grass cover,Good,HSG B 4.519 55 Woods,Good,HSG B 880 61 >751/.Grass cover,Good,HSG B 8,583 55 Woods,Good,HSG B 1,451 68 Weighted Average 26,335 70 Weighted Average 1,187 81.81%Pervious Area 17,533 66.58%Pervious Area 264 18.19%Impervious Area 8,802 33.42%Impervious Area To Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To 7.0 50 0.0700 0.12 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.60" Subcatchment 6S:SC201 F-3 0.9 236 0.0680 4.20 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 'yd ag a 0.7 126 0.0220 3.01 Shallow Concentrated Flow, 0.21 n�noe Paved Kv=20.3 fps °2 8.6 412 Total0.,9 Type III 24-hr 6.18 Subcatchment 5S:SC201 E 0.17 100 Year Rainfall-8.60' HYd:ag:aar 66.1.165Runoff Area=1,451 Sf 0'4 6.13 Runoff Volume=0.013 of Runoff Runoff Depth>4.74" Type III 24-hr v 3 Tc=5.0 min 100 Year Rainfall=8.60" LL 0.06 CN=68 Runoff Area_26,335 sf 0.07 0.06 Runoff Volume=0.251 of 0.05 2 Runoff Depth>4.98" a.�3 LL Flow Length=412' a:o; 14 Tc=8.6 min 0 0 1 2 3 4 5_..6. 7 8 9 1' 11 12 13 14 15 16 17 18 19 20 21 22 23 24 1 CN=70 Time(hours) 0 - 6 12 34 5 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paoe 199 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 200 Summary for Subcatchment 7S:SC201 G Summary for Subcatchment 8S:SC201 H-1 Runoff = 1.7 cfs @ 12.22 hrs, Volume= 0.162 af, Depth> 3.90" Runoff = 1.1 cfs @ 12.07 hrs, Volume= 0.078 af, Depth> 6.18" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 248 98 Paved parking 3,442 98 Paved parking 797 53 Porous Pavers,HSG B 428 53 Porous Pavers 16.355 61 >751/.Grass cover,Good,HSG B 2,401 61 >751/.Grass cover,Good,HSG B 4,382 61 >75%Grass cover,Good,HSG B 289 61 >751/.Grass cover,Good,HSG B 21,782 61 Weighted Average 6,560 80 Weighted Average 21,534 98.86%Pervious Area 3,118 47.53%Pervious Area 248 1.14%Impervious Area 3,442 52.47%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 40 0.0068 0.04 Sheet Flow, 5.0 Direct Entry,Min Tc Woods:Light underbrush n=0.400 P2=3.60" 0.4 90 0.0560 3.81 Shallow Concentrated Flow, Subcatchment 8S:SC201 H-1 Unpaved Kv=16.1 fps 15.4 130 Total ?iydro�raa�, Subcatchment 7S:SC201GRonofl Hydrograp, Type_III 24-hr Py Runofl 1 100 Year Rainfall=8.60" Type 11124-hr Runoff Area=6,560 sf Runoff Volume=0.078 of 100 Year Rainfall=8.60x, Runoff Depth>6.18" Runoff Area=21,782 sf Tc_5.0 min Runoff Volume=0.162 of CN=80 Runoff Depth>3.90" LL Flow Length=130' Tc=15.4 min CN=61 0.. 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0 C 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type III 24-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paoe 201 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 202 Summary for Subcatchment 9S:SC202A Summary for Subcatchment 105:SC201A-2 Runoff = 3.3 cfs @ 12.07 hrs, Volume= 0.227 af, Depth> 6.06" Runoff = 0.3 cfs @ 12.08 hrs, Volume= 0.023 af, Depth> 4.02" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 10,330 98 Paved parking 149 98 Paved parking,HSG B 746 53 Porous Pavers,HSG B 348 53 Porous Pavers 1.692 53 Porous Pavers,HSG B 2,471 61 >751/.Grass cover,Good,HSG B 5,464 61 >75%Grass cover,Good,HSG B 2,968 62 Weighted Average 1,376 61 >75%Grass cover,Good,HSG B 2,819 94.98%Pervious Area 19,608 79 Weighted Average 149 5.02%Impervious Area 9.278 47.32%Pervious Area 10,330 52.68%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,Min To (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To Subcatchment 10S:SC201A-2 Subcatchment 9S:SC202A Hydrograp Hyd rograph 0.36 s�Runoff 0.34 Runofl 0.12 Type 11124-hr Type 11124-hr 1, 02s 100 Year Rainfall-8.60" - � 3 100 Year Rainfall=8.60" 0.26 Runoff Area_2,968 sf °92 14 Runoff Area=19,608 sf 0� Runoff Volume=0.023 of � Runoff Volume=0.227 of 3 o.8 Runoff Depth>4.02" i 2 Runoff Depth>6.06" LL 0,6 Tc=5.0 min LL Tc=5.0 min a.,� CN.62 CN_79 0.1 0.08 0.06 0.04 0.02- 0 .020. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0 0 1 2 3 4 5 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paoe 203 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 204 Summary for Subcatchment 11 S:SC201 F-2 Summary for Subcatchment 12S:SC201 B-1 Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.028 af, Depth> 7.75" Runoff = 0.8 cfs @ 12.07 hrs, Volume= 0.062 af, Depth> 8.35" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 1,658 98 Paved parking 3,892 98 Roofs 240 61 >75%Grass cover,Good,HSG B 3,892 100.00%Impervious Area 1,898 93 Weighted Average 240 12.64%Pervious Area Tc Length Slope Velocity Capacity Description 1,658 87.36%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,Min Tc (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 12S:SC201 B-1 5.0 Direct Entry,Min Tc 'ibdragraa�l Subcatchment 11 S:SC201 F-2 0.85 Hycrogragi 0.8 o.a"is 075 Type III 24-hr 04 0.7 100 Year Rainfall=8.60',- IA- 036 Type 11124-hr Ooh Runoff Area=3,892 sf 034 100 Year Rainfall=8.60" 0.55 032 Runoff Volume=0.062 of ° Runoff Area=1;898 sf- 045 Runoff Depth>8.35r' 026 Runoff Volume=0.028-af ; 0.4 Tc 5.0 min- m 0.24 022 Runoff Depth>7.75" 003 CN.-98 o °2 LL 016 Tc=5.0 min 0.25 U,6 -CN.93 0.2 0 14 0.15 0.12 0.1 01 0 06 0.05 ' o°6 0. 0 1 2 3 4 5 6 7 R 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 04 Time(hours) 0.02 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 205 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 206 Summary for Subcatchment 13S:SC201 B-2a Summary for Subcatchment 14S:SC201 B-6 Runoff = 0.9 cfs @ 12.07 hrs, Volume= 0.070 af, Depth> 8.35" Runoff = 0.8 cfs @ 12.07 hrs, Volume= 0.062 af, Depth> 8.35" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 4,379 98 Roofs 3,855 98 Roofs 4,379 100.00%Impervious Area 3,855 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 13S:SC201 B-2a Subcatchment 14S:SC201 B-6 �iydrogra�� �ie�ra�raa�l 0.95 Runofl 0.85 Runoff os 0.8 665 Type III 24-hr 0.75 Type III 24-hr 0.75 100 Year Rainfall=8.60x" ` 05 100 Year Rainfall-8.60' 07 Runoff Area=4,379 sf.- 606 Runoff Area=3,855 sf 0.65 0.6 Runoff Volume=0.070 of 055 Runoff Volume=0.062 of .. 0s °05 Runoff Depth>8.35"' 6.45 Runoff Depth>8.35"' 0 045 Tc=5.0 min LL 0.4 Tc=5.0 min 0.35 CN=98 603 CN=98 03 0.25 ' 025 0.2 62 015 0.15 6.1 Q0.1 0.05 0.05 C 0.. ;.. 0 1 2 3 4 5 5 7 8 9 10 1 1 12 13 11 12 13 14 16 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 15 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 207 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 208 Summary for Subcatchment 15S:SC201 B-7 Summary for Subcatchment 16S:SC201 B-5 Runoff = 1.8 cfs @ 12.07 hrs, Volume= 0.141 af, Depth> 8.35" Runoff = 0.7 cfs @ 12.07 hrs, Volume= 0.058 af, Depth> 8.35" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 8,826 98 Roofs 3,653 98 Roofs 8,826 100.00%Impervious Area 3,653 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 15S:SC201 B-7 Subcatchment 16S:SC201 B-5 �iydrogra��, �iez=ra�raa�, Runoff 0.8 Runoff ibw 0.75- Type .75 Type III 24-hr 0.7 Type III 24-hr 100 Year Rainfall-8.60" 0.65 100 Year Rainfall=-8.60' Runoff Area=8,826 sf ass0.6 Runoff Area=3,653 sf Runoff Volume=0.141,of 0.5 Runoff Volume=0.058 of Runoff Depth>8.35" 0.45 Runoff Depth>8.35" LL Tc_5.0 min LL '.35 Tc=5.0 min CN=98 0.3 CN=98 0.25 0.2 ',. 0.15 0.1 0.05 ... 0 0 0 12 3 4 5 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 3 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 209 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Pace 210 Summary for Subcatchment 175:SC201 B-3a Summary for Subcatchment 18S:SC201 F-1 Runoff = 0.8 cfs @ 12.07 hrs, Volume= 0.065 af, Depth> 8.35" Runoff = 3.1 cfs @ 12.07 hrs, Volume= 0.225 af, Depth> 6.91" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 4,036 98 Roofs,HSG B 764 98 Bioretention Area 4,036 100.00%Impervious Area 10,638 98 Paved parking 4,174 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 1,455 61 >75o/,Grass cover,Good,HSG B (min) (feet) (ft/ft) (ft/sec) (cfs) 17,031 86 Weighted Average 5.0 Direct Entry,Min Tc 5,629 33.05%Pervious Area 11,402 66.95%Impervious Area Subcatchment 17S:SC201 B-3a Tc Length Slope Velocity Capacity Description Hydrograah (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9-/ D Ruoofl 5.0 Direct Entry,Min Tc 0 85 06 Type III 24-hr Subcatchment 185:SC201 F-1 0 75 HydrograDh 97 1.....00 Year Rainfall=8.60" 065 Runoff Area=4,036 sfRonofl 055 Runoff Volume=0.065 of Type 111 24=hr 05 Runoff Depth>8.35" 100 Year Rainfall=8.60" 3 0.45- LL 04 Tc=5.0 min Runoff Area=17,031 sf 035 CN=98 Run-off Volume=0.225 of U-35 � 2 Runoff Depth>6.91" oz ; 9,5 LL Tc_5.0 min 9, CN.. -86 c 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0. 0 1 2 3.. 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Pace 211 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Pace 212 Summary for Subcatchment 19S:SC201 F-4 Summary for Subcatchment 20S:SC201 H-2 Runoff = 0.0 cfs @ 12.08 hrs, Volume= 0.003 af, Depth> 3.90" Runoff = 0.2 cfs @ 12.08 hrs, Volume= 0.016 af, Depth> 4.86" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 447 61 >75%Grass cover,Good,HSG B 367 98 Paved parking 447 100.00%Pervious Area 514 61 >75%Grass cover,Good,HSG B 788 61 >751/.Grass cover,Good,HSG B To Length Slope Velocity Capacity Description 1,669 69 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 1,302 78.01%Pervious Area 5.0 Direct Entry,Min Tc 367 21.99%Impervious Area Subcatchment 195:SC201F-4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Hydrograah.. 5.0 Direct Entry,Min Tc � �Runofl 005 0."<s Subcatchment 20S:SC201 H-2 Type III 24-hr Hydrograpr 0.045 � 100 Year Rainfall=8.60" 0.25 gin„„of, °°' Runoff_Area=447 sf 0.23 Type III 24-hr °635 Runoff Volume=0.003 of , o:2; °03 Runoff Depth>3.90" 0.2- 100 Year Rainfall=8.60 0.19 6.18 Runoff Area=1,669 sf o °625 0.17 Tc_5.0 min LL Runoff Volume=0,016 of 0.02 CN=61 o u 014 0.015 0.1 3 Runoff DepthA.86" u_ 0.11 Tc=5.0 min- o, 0.090., CN=69 0 005 ', 0.08 0.07 0.06 0 . 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 13 20 21 22 23 24 Time(hours) 0.00.05 4 0.03 0.02 0.01 o.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paw 213 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 214 Summary for Subcatchment 21S:SC201 C-2 Summary for Subcatchment 38S:SC201 B-2b Runoff = 0.4 cfs @ 12.08 hrs, Volume= 0.030 af, Depth> 4.74" Runoff = 0.7 cfs @ 12.07 hrs, Volume= 0.059 af, Depth> 8.35" Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 701 98 Paved parking,HSG B 3,661 98 Roofs,HSG B 463 53 Pavers 3,661 100.00%Impervious Area 2,042 61 >751/.Grass cover,Good,HSG B 78 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 3,284 68 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 2,583 78.65%Pervious Area 5.0 Direct Entry,Min Tc 701 21.35%Impervious Area Tc Length Slope Velocity Capacity Description Subcatchment 38S:SC201 B-2b (min) (feet) (ft/ft) (ft/sec) (cfs) Cyd=ag=a 5.0 Direct Entry,Min Tc 0,9 �Runofi Subcatchment 21 S:SC201 C-2 0.75 LEE 0.7 . Type III 24-hr - 0.65 100 Year Rainfall-8.60 046R��o° 0.6 Runoff Area=3,661 sf 0.46 °ss 044 0.42 Type III 24-hr 0.5 Runoff Volume=0.059 of 03g 10 Year Rainfiall=8.60" 045 Runoff Depth>8.35" 034 Runoff Area=3,284 sf.:- LL 0.'5 Tc=5.0 min - 032 0-5- Runoff Volume=0.030-af 0.0 CN=98 15 026 Runoff Depth>4.74"' ° 2 0.24- 0.2 LL 022 Tc=5.0 min 0.15 °;g CN=68 0.16 0.05 0.14 o 012 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 0 1 Time(hours) 0 08 0. 0.04 0.02 MWO0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 215 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 216 Summary for Subcatchment 39S:SC201 B-3b Summary for Reach 1 R: Runoff = 0.8 cfs @ 12.07 hrs, Volume= 0.064 af, Depth> 8.35" Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth= 3.82" for 100 Year event Inflow = 8.8 cfs @ 12.12 hrs, Volume= 0.529 of Runoff by SCS TR-20 method,UH-SCS,Weighted-CN,Time Span-0.00-24.00 hrs,dt-0.02 hrs Outflow 8.8 cfs @ 12.12 hrs, Volume- 0.529 af, Atten-0%, Lag-0.0 min Type III 24-hr 100 Year Rainfall=8.60" Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Area(sf) CN Description 3,986 98 Roofs Reach 1 R: 3,986 100.00%Impervious Area Hydragraph Tc Length Slope Velocity Capacity Description infiow (min) (feet) (ft/ft) (ft/sec) (cfs) IS 001- 5.0 Direct Entry,Min Tc 9 Inflow Area=1.664 Subcatchment 39S:SC201 B-3b 6 yarora 0 BS : : Runofi 6 Dams w 60.9.5 Type III 24-hr 3 5 07 1.00 Year Rainfall=8.60" 4- 0.65- 065 Runoff area=3,986 sf-.- 3 0.6 055 Runoff Volume=0.064af _ , '.. 045 Runoff Depth>8.35" 04 Tc=5.0 thin 035 ��=98 °C 1 2 _3:: 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 03 98 Time(hours) 0.25 02 015 01 0 05 C14 0 _1___2 3 4 s 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 217 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Facie 218 Summary for Reach 2R: Summary for Pond 1 P:SIG-1 Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 4.48" for 100 Year event Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 5.71" for 100 Year event Inflow = 3.4 cfs @ 12.41 hrs, Volume= 0.580 of Inflow = 3.5 cfs @ 12.37 hrs, Volume= 0.739 of Outflow 3.4 cfs @ 12.41 hrs, Volume- 0.580 af, Atten-0%, Lag-0.0 min Outflow 3.4 cfs @ 12.41 hrs, Volume- 0.655 af, Atten-2%, Lag-2.7 min Discarded = 0.0 cfs @ 5.90 hrs, Volume= 0.075 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary = 3.4 cfs @ 12.41 hrs, Volume= 0.580 of Reach 2R: Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=170.39'@ 12.41 hrs Surf.Area=1,798 sf Storage=4,332 cf Flood Elev=175.84' Surf.Area=1,798 sf Storage=4,570 cf Fim-In-fibmi S out to Plug-Flow detention time=82.1 min calculated for 0.655 of(89%of inflow) Inflow Area-1.553 34 Center-of-Mass det.time=33.7 min(869.7-836.0) a Volume Invert Avail.Storage Storage Description #1 166.22' 2,348 cf 31.00'W x 58.001 x 4.50'H Prismatoid 8,091 cf Overall-2,222 cf Embedded=5,869 cf x 40.0%Voids #2 167.72' 2,222 cf ADS_StormTech SC-740 x 48 Inside#1 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf z Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap i Row Length Adjustment=+0.44'x 6.45 sf x 6 rows LL 4,570 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 169.43' 15.0" Round Culvert(SD-1) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.43'/168.02' S=0.07057' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf #2 Discarded 166.22 1.020 in/hr Exfiltration over Surface area 0 1 2 0 4 5 6 a 9 10 11 12 10 14 15 16 1" ie 19 20 21 22 23 24 #3 Device 1 169.55' 8.0" Round Culvert(8"orifices)X 6.00 Time(hours) L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.55'/169.53' S=0.0100'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.0 cfs @ 5.90 hrs HW=166.32' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.0 cfs) Primary OutFlow Max=3.4 cfs @ 12.41 hrs HW=170.39' TW=0.00' (Dynamic Tailwater) Li=Culvert(SD-1) (Inlet Controls 3.4 cfs @ 3.33 fps) t3=Culvert(8"orifices) (Passes 3.4 cfs of 6.3 cfs potential flow) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 219 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Facie 220 Pond 1 P:SIG-1 Summary for Pond 3P:SIG-3 'Sydr6gra7:t Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth> 5.94" for 100 Year event Inflow = 10.0 cfs @ 12.08 hrs, Volume= 0.824 of °t0o Outflow 8.9 cfs @ 12.12 hrs, Volume- 0.736 af, Atten-11%, La 2.7 min ED n startled g Inflow Area=1.553 Pri-ry Discarded = 0.1 cfs @ 9.24 hrs, Volume= 0.206 of Peak Elev=170. '3a== Primary = 8.8 cfs @ 12.12 hrs, Volume= 0.529 of Storage=4,332 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs 3 Peak Elev=172.38'@ 12.12 hrs Surf.Area=2,400 sf Storage=5,696 cf Flood Elev=175.84' Surf.Area=2,400 sf Storage=6,149 cf `. Plug-Flow detention time=(not calculated:outflow precedes inflow) z Center-of-Mass det.time=21.0 min(812.6-791.6) o ' LL r Volume Invert Avail.Storage Storage Description #1 168.35' 3,100 cf 30.00'W x 80.001 x 4.50'H Prismatoid 10,800 cf Overall-3,049 cf Embedded=7,751 cf x 40.0%Voids #2 168.85' 3,049 cf ADS_StormTech SC-740 x 66 Inside#1 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap 0 Row Length Adjustment=+0.44'x 6.45 sf x 6 rows 0 1 z 3 4 5 6 7 8 9 re ri 12 13 14 15 16 n 18 19 20 21 22 23 24 6,149 of Total Available Storage Time(hours) Device Routing Invert Outlet Devices #1 Primary 170.56' 18.0" Round Culvert(SD-12) L=16.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.56'/169.00' 3=0.0975'/' Cc=0.900 n=0.013, Flow Area=1.77 sf #2 Discarded 168.35' 2.410 in/hr Exfiltration over Surface area #3 Device 1 170.68' 8.0" Round Culvert(8"orifice)X 5.00 L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.68'/170.66' S=0.0100'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.1 cfs @ 9.24 hrs HW=168.42' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.1 cfs) Primary OutFlow Max=8.8 cfs @ 12.12 hrs HW=172.37' TW=0.00' (Dynamic Tailwater) 't--1=Culvert(SD-12) (Inlet Controls 8.8 cfs @ 4.96 fps) t3=Culvert(8"orifice) (Passes 8.8 cfs of 9.8 cfs potential flow) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 221 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 222 Pond 3P:SIG-3 Summary for Pond 4P:Dry Pond >fy8ragraph Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 5.74" for 100 Year event Inflow = 9.4 cfs @ 12.09 hrs, Volume= 0.743 of Outflow 3.5 cfs @ 12.37 hrs, Volume= 0.739 af, Atten=63%, La 17.0 min EDsca Dirded Lag- 11 Inflow Area=1.664 ac Primary Primary = 3.5 cfs @ 12.37 hrs, Volume= 0.739 of 10 Peak Elev=172.38' 9t Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs 5 Storage=5,696 -1 Peak Elev=174.06'@ 12.37 hrs Surf.Area=4,008 sf Storage=9,192 of Flood Elev=174.25' Surf.Area=4,167 sf Storage=9,967 of e 7 Plug-Flow detention time=51.3 min calculated for 0.738 of(99%of inflow) s Center-of-Mass det.time=48.3 min(836.0-787.7) s Volume Invert Avail.Storage Storage Description LL 4 #1 169.00' 11,035 cf Custom Stage Data(Prismatic)Listed below(Recalc) 3 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 169.00 119 0 0 170.00 447 283 283 0 171.00 957 702 985 0 1 z 3 4 5 e 7 a s 10 n 12 13 14 rs 16 n ie is 20 21 22 23 24 172.00 2,368 1,663 2,648 Time(hours) 173.00 3,141 2,755 5,402 174.00 3,957 3,549 8,951 174.50 4,377 2,084 11.035 Device Routing Invert Outlet Devices #1 Primary 169.40' 12.0" Round Culvert(SD-2) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.40'/169.30' S=0.0050'/' Cc=0.900 n=0.013, Flow Area=0.79 sf #2 Device 1 169.40' 5.0"Vert.Orifice/Grate C=0.600 #3 Device 1 173.75' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.5 cfs @ 12.37 hrs HW=174.06' TW=170.37' (Dynamic Tai Water) Li=Culvert(SD-2) (Passes 3.5 cfs of 7.3 cfs potential flow) _2=Orifice/Grate (Orifice Controls 1.3 cfs @ 9.25 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 2.2 cfs(P 1.82 fps) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 223 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 224 Pond 4P:Dry Pond Summary for Pond 5P:BRA-1 Hy8rograph Inflow Area= 0.391 ac, 66.95%Impervious, Inflow Depth> 6.91" for 100 Year event E Inaw. Inflow = 3.1 cfs @ 12.07 hrs, Volume= 0.225 of 9sA�= D P-ary Outflow = 3.1 cfs @ 12.08 hrs, Volume= 0.207 af, Atten=1%, Lag=0.8 min Inflow Area=1.553 a%-,m Primary = 3.1 cfs @ 12.08 hrs, Volume= 0.207 of 9 Peak Elev=174.06r Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs B Peak Elev=175.24'@ 12.08 hrs Surf.Area=841 sf Storage=976 of 7 Storage-9,192 Cf Flood Elev=175.50' Surf.Area=868 sf Storage=1,198 cf 7 6 Plug-Flow detention time=67.1 min calculated for 0.207 of(92%of inflow) Center-of-Mass det.time=26.1 min(810.1-784.0) 0 5 LL 4 Volume Invert Avail.Storage Storage Description #1 172.00' 1,198 cf Custom Stage Data(Prismatic)Listed below(Recalc) 3 Elevation Surf.Area Voids Inc.Store Cum.Store e (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 172.00 764 0.0 0 0 173.00 764 0.0 0 0 0 174.00 764 0.0 0 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 174.50 764 100.0 382 382 Time(hours) 175.50 868 100.0 816 1,198 Device Routing Invert Outlet Devices #1 Primary 171.75' 12.0" Round Culvert(SD-17) L=93.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=171.75'/171.29' S=0.00497' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=3.1 cfs @ 12.08 hrs HW=175.24' TW=173.10' (Dynamic Tailwater) t1=Culvert(SD-17) (Passes 3.1 cfs of 4.2 cfs potential flow) t2=Orifice/Grate (Weir Controls 3.1 cfs @ 1.60 fps) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 225 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 226 Pond 5P:BRA-1 Summary for Pond 6P:FI-5 Hydrograph Inflow Area= 0.500 ac, 1.14%Impervious, Inflow Depth> 3.90" for 100 Year event F Inaw. Inflow = 1.7 cfs @ 12.22 hrs, Volume= 0.162 of d= I D Primary I Outflow = 1.7 cfs @ 12.23 hrs, Volume= 0.153 af, Atten=1%, Lag=1.1 min Inflow Area=0.391 '`s Primary = 1.7 cfs @ 12.23 hrs, Volume= 0.153 of 3 Peak Elev=175.24' R Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Storaa=976 Cf Peak Elev=175.16'@ 12.23 hrs Surf.Area=915 sf Storage=550 cf g Flood Elev=175.50' Surf.Area=1,000 sf Storage=875 cf 2 Plug-Flow detention time=43.3 min calculated for 0.153 of(94%of inflow) Center-of-Mass det.time=12.8 min(859.7-846.9) a LL Volume Invert Avail.Storage Storage Description #1 174.50' 875 of Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.50 750 0 0 175.50 1,000 875 875 o ' 0 1 P 3 4 8 6 7 8 9 10 11 12 13 14 15 1s 17 18 19 20 21 22 23 24 Time(hours) Device Routing Invert Outlet Devices #1 Primary 171.58' 12.0" Round Culvert(SD-25) L=13.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.58'/171.51' S=0.00547' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=1.7 cfs @ 12.23 hrs HW=175.16' TW=173.73' (Dynamic Tai[water) t1=Culvert(SD-25) (Passes 1.7 cfs of 4.5 cfs potential flow) t2=Orifice/Grate (Weir Controls 1.7 cfs @ 1.31 fps) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 227 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 228 Pond 6P:H-5 Summary for Pond 7P:DMH-3 Hydrograp Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 5.29" for 100 Year event FE—Inaw.—i Inflow 6.1 cfs @ 12.09 hrs, Volume= 0.515 of D PrimaryI Outflow 6.1 cfs @ 12.09 hrs, Volume= 0.515 af, Atten=0%, Lag=0.0 min Inflow Area=0.500 Primary = 6.1 cfs @ 12.09 hrs, Volume= 0.515 of Peak Elev=175.16' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Stora a-550 Cf Peak Elev=174.36'@ 12.12 hrs g — Flood Elev=177.00' Device Routing Invert Outlet Devices 1 #1 Primary 170.25' 18.0" Round Culvert(SD-19) s L=131.0' CPP,square edge headwall, Ke=0.500 LL Inlet/Outlet Invert=170.25'/169.59' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Primary OutFlow Max=4.7 cfs @ 12.09 hrs HW=174.03' TW=173.59' (Dynamic Tailwater) L1=Culvert(SD-19) (Outlet Controls 4.7 cfs @ 2.67 fps) i Pond 7P:DMH-3 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24y`0e}eOa.'�'1 Time(hours) ' �Inflow I S Primary s Inflow Area=1.169+s"'s Peak Elev=174.36' 5 18.0" 4 Round Culvert n=0.013 3 L=131.0' 2 S=0.0050 '/' MM 0.. 0 1 Z,.._3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 229 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 230 Summary for Pond 22P:FI-7 Summary for Pond 23P:CB-1 Inflow Area= 0.068 ac, 5.02%Impervious, Inflow Depth> 4.02" for 100 Year event Inflow Area= 0.605 ac, 33.42%Impervious, Inflow Depth> 4.98" for 100 Year event Inflow = 0.3 cfs @ 12.08 hrs, Volume= 0.023 of Inflow = 3.2 cfs @ 12.12 hrs, Volume= 0.251 of Outflow 0.3 cfs @ 12.08 hrs, Volume= 0.023 af, Atten=0%, Lag=0.0 min Outflow 3.2 cfs @ 12.12 hrs, Volume= 0.251 af, Atten=0%, Lag=0.0 min Primary = 0.3 cfs @ 12.08 hrs, Volume= 0.023 of Primary = 3.2 cfs @ 12.12 hrs, Volume= 0.251 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=174.06'@ 12.39 hrs Peak Elev=174.97'@ 12.15 hrs Flood Elev=175.36' Flood Elev=176.51' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.36' 12.0" Round Culvert(SD-4) #1 Primary 172.86' 12.0" Round Culvert(SD-6) L=43.0' CPP,square edge headwall, Ke=0.500 L=15.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=172.36'/172.15' S=0.0049T Cc=0.900 Inlet/Outlet Invert=172.86'/172.78' S=0.0053'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.0 cfs @ 12.08 hrs HW=172.86' TW=172.97' (Dynamic Tailwater) Primary OutFlow Max=2.9 cfs @ 12.12 hrs HW=174.80' TW=173.83' (Dynamic Tai[water) L1=Culvert(SD-4) (Controls 0.0 cfs) L1=Culvert(SD-6) (Inlet Controls 2.9 cfs @ 3.74 fps) Pond 22P:FI-7 Pond 23P:CB-1 Hydrograp1 Hydrograpr FE-101--w-11 E Inflow 0.361 Primary S Primary ms a z�r 934 Inflow Area=0.068 '°'s Inflow Area=0.605 032 93 Peak.:Elev=:174.06'.'... 3 Peak Elev=174.97"...... '...... '...... '...... '...... 0.28 0.26 12.0" 12.0" 02 °z2 Round Culvert N Round Culvert '2n=0.01 3 2 n=0.013 LL o;4 L=43.0' LL L=15.0' ` S=0.0049 '1' 1 S=0.0053 '/' 0.08 - '... 0.06 0 04 0.02 e o. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 231 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 232 Summary for Pond 24P:DMH-2 Summary for Pond 26P:DMH-8 Inflow Area= 0.780 ac, 42.90%Impervious, Inflow Depth> 5.49" for 100 Year event Inflow Area= 0.077 ac, 57.39%Impervious, Inflow Depth> 6.45" for 100 Year event Inflow = 4.4 cfs @ 12.11 hrs, Volume= 0.357 of Inflow = 0.6 cfs @ 12.07 hrs, Volume= 0.041 of Outflow 4.4 cfs @ 12.11 hrs, Volume= 0.357 af, Atten=0%, Lag=0.0 min Outflow 0.6 cfs @ 12.07 hrs, Volume= 0.041 af, Atten=0%, Lag=0.0 min Primary = 4.4 cfs @ 12.11 hrs, Volume= 0.357 of Primary = 0.6 cfs @ 12.07 hrs, Volume= 0.041 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=174.19'@ 12.33 hrs Peak Elev=174.19'@ 12.34 hrs Flood Elev=175.78' Flood Elev=175.78' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 171.99' 15.0" Round Culvert(SD-3) #1 Primary 172.31' 12.0" Round Culvert(SD-7) L=77.0' CPP,square edge headwall, Ke=0.500 L=44.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.99'/171.61' S=0.0049T Cc=0.900 Inlet/Outlet Invert=172.31'/172.09' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=3.7 cfs @ 12.11 hrs HW=173.67' TW=173.21' (Dynamic Tailwater) Primary OutFlow Max=0.0 cfs @ 12.07 hrs HW=173.27' TW=173.38' (Dynamic Tai[water) L1=Culvert(SD-3) (Outlet Controls 3.7 cfs @ 2.99 fps) L1=Culvert(SD-7) (Controls 0.0 cfs) Pond 24P:DMH-2 Pond 26P:DMH-8 Hydrograp, Hydrograpr FE-101--w-11 E Inflow 20 Primary1 _ e.s��, Primary Inflow Area=0.780 "°'s 20 Inflow Area=0.077'. 4 Peak Elev=174.19 °5 Peak Elev=174.19'__ 15.01, 0.45 12.0" 3 Round Culvert 0.4 Round Culvert 0.35 n=0.013 6.3 n=0.013 LL L=77.0' LL 0.25 L=44.0' S=0.0049 T 0.2 S=0.0050 '/' °., o.°s 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 233 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paae 234 Summary for Pond 27P:FI-2 Summary for Pond 28P:CB-2 Inflow Area= 0.099 ac, 89.61%Impervious, Inflow Depth> 7.89" for 100 Year event Inflow Area= 0.044 ac, 87.36%Impervious, Inflow Depth> 7.75" for 100 Year event Inflow = 0.8 cfs @ 12.07 hrs, Volume= 0.065 of Inflow = 0.4 cfs @ 12.07 hrs, Volume= 0.028 of Outflow 0.8 cfs @ 12.07 hrs, Volume= 0.065 af, Atten=0%, Lag=0.0 min Outflow 0.4 cfs @ 12.07 hrs, Volume= 0.028 af, Atten=0%, Lag=0.0 min Primary = 0.8 cfs @ 12.07 hrs, Volume= 0.065 of Primary = 0.4 cfs @ 12.07 hrs, Volume= 0.028 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=174.19'@ 12.34 hrs Peak Elev=174.19'@ 12.36 hrs Flood Elev=175.78' Flood Elev=175.83' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.78' 12.0" Round Culvert(SD-5) #1 Primary 172.83' 12.0" Round Culvert(SD-9) L=30.0' CPP,square edge headwall, Ke=0.500 L=33.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.78'/172.63' S=0.0050'P Cc=0.900 Inlet/Outlet Invert=172.83'/172.67' S=0.00487' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.4 cfs @ 12.07 hrs HW=173.41' TW=173.37' (Dynamic Tailwater) Primary OutFlow Max=0.1 cfs @ 12.07 hrs HW=173.27' TW=173.26' (Dynamic Tai[water) L1=Culvert(SD-5) (Outlet Controls 0.4 cfs @ 1.08 fps) L1=Culvert(SD-9) (Outlet Controls 0.1 cfs @ 0.52 fps) Pond 27P:FI-2 Pond 28P:CB-2 Hydrograp1 Hydrograpr F Inflow M Inflow 0.9 S Primary 0 4 20 Primary Inflow Area=0.099 cs oac, 065 s°'s 0.36 Inflow Area=0.044.`°°' °8 0.36 075 PeakElev=174.19'I 0.34 Peak Elev=174.19' 0.7 0.32 0.65 r 2.0" 0.3 12.0" O6 018 055 Round Culvert 026 Round Culvert m „014 °45 n=0.013 022 n=0.013 0 0 °.2 LL o 5 L=30.0' LL 0.6 L_33.0' 925 -S=0.0050 '/'- a;2 S =0.0048 '/' 0.1 02 0.08 015 0.06 01 0.04 0.05 0.02 4jolm BIRO C 0.. -' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 235 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paae 236 Summary for Pond 29P:FI-1 Summary for Pond 30P:FI-4 Inflow Area= 0.033 ac, 18.19%Impervious, Inflow Depth> 4.74" for 100 Year event Inflow Area= 0.038 ac, 21.99%Impervious, Inflow Depth> 4.86" for 100 Year event Inflow = 0.2 cfs @ 12.08 hrs, Volume= 0.013 of Inflow = 0.2 cfs @ 12.08 hrs, Volume= 0.016 of Outflow 0.2 cfs @ 12.08 hrs, Volume= 0.013 af, Atten=0%, Lag=0.0 min Outflow 0.2 cfs @ 12.08 hrs, Volume= 0.016 af, Atten=0%, Lag=0.0 min Primary = 0.2 cfs @ 12.08 hrs, Volume= 0.013 of Primary = 0.2 cfs @ 12.08 hrs, Volume= 0.016 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=174.19'@ 12.36 hrs Peak Elev=173.18'@ 12.12 hrs Flood Elev=175.63' Flood Elev=175.40' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.63' 12.0" Round Culvert(SD-10) #1 Primary 172.70' 15.0" Round Culvert(SD-24) L=45.0' CPP,square edge headwall, Ke=0.500 L=60.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.63'/172.41' S=0.0049T Cc=0.900 Inlet/Outlet Invert=172.70'/172.40' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf Primary OutFlow Max=0.0 cfs @ 12.08 hrs HW=173.19' TW=173.29' (Dynamic Tailwater) Primary OutFlow Max=0.0 cfs @ 12.08 hrs HW=172.97' TW=173.00' (Dynamic Tai[water) L1=Culvert(SD-10) (Controls 0.0 cfs) L1=Culvert(SD-24) (Controls 0.0 cfs) Pond 29P:FI-1 Pond 30P:FI-4 Hydrograp1 Hydrograpr FE-101--w-11 M Inflow 0.21 1S Primary1 0.25 o S Primary z 02 Inflow Area=0.033 °'s 023 Inflow Area=0.038 019 °.22 0 7 Peakflev=174.19'�� °oz Peak Elev=173.18' 0.19 0. 5 12.0x• 0.,3 15.0" 014 0.1 7 - 013 Round Culvert 016 Round Culvert 0.12 � o.1a 011 n=0.013 ;0.3, n=0.013 0 01 0 009 L=45.0' L=60.0' 008 MIS S=0.0049 '1' 009 0. S=0A050 ,!, 08 MIS - 0.07 0.05 0.°s 0 04 0.05 0.03 0.°4 0.02 0.03 0.02 0.01 % °0.1 o °`- -. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 237 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 238 Summary for Pond 31 P:DMH-11 Summary for Pond 32P:DMH-9 Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 6.21" for 100 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 6.21" for 100 Year event Inflow = 4.4 cfs @ 12.08 hrs, Volume= 0.300 of Inflow = 4.4 cfs @ 12.08 hrs, Volume= 0.300 of Outflow 4.4 cfs @ 12.08 hrs, Volume= 0.300 af, Atten=0%, Lag=0.0 min Outflow 4.4 cfs @ 12.08 hrs, Volume= 0.300 af, Atten=0%, Lag=0.0 min Primary = 4.4 cfs @ 12.08 hrs, Volume= 0.300 of Primary = 4.4 cfs @ 12.08 hrs, Volume= 0.297 of Secondary= 0.5 cfs @ 12.03 hrs, Volume= 0.004 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.15'@ 12.10 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Flood Elev=175.98' Peak Elev=172.90'@ 12.08 hrs Flood Elev=174.88' Device Routing Invert Outlet Devices #1 Primary 171.19' 18.0" Round Culvert(SD-23) Device Routing Invert Outlet Devices L=43.0' CPP,square edge headwall, Ke=0.500 #1 Primary 170.88' 12.0" Round Culvert(SD-21) Inlet/Outlet Invert=171.19'/170.98' S=0.0049'P Cc=0.900 L=27.0' CPP,square edge headwall, Ke=0.500 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Inlet/Outlet Invert=170.88'/170.75' S=0.00487' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=3.7 cfs @ 12.08 hrs HW=173.09' TW=172.90' (Dynamic Tailwater) #2 Secondary 170.88' 18.0" Round Culvert(SD-22) 't-1=Culvert(SD-23) (Inlet Controls 3.7 cfs @ 2.11 fps) L=27.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.88'/170.75' S=0.00487' Cc=0.900 Pond 31 P:DMH-11 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf 'tydrograp1 #3 Device 2 171.55' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) FE-In-fl-mi Primary OutFlow Max=4.4 cfs @ 12.08 hrs HW=172.90' TW4.00' (Dynamic Tailwater) c� S Primary I t1=Culvert(SD-21) (Barrel Controls 4.4 cfs @ 5.61 fps) Inflow Area=0.580 4.41, Secondary OutFlow Max=0.0 cfs @ 12.03 hrs HW=172.31' TW=172.61' (Dynamic Tailwater) 4 Peak Elev=173.15' t2=Culvert(SD-22) (Controls 0.0 cfs) 18.0" 't3=Sharp-Crested Rectangular Weir (Controls 0.0 cfs) 3 Round Culvert n=0.013 L=43.0' S=0.0049 9 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Pace 239 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Pace 240 Pond 32P:DMH-9 Summary for Pond 33P:DMH-10 Hydrograprl Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 5.29" for 100 Year event SM In flow Inflow = 6.1 cfs @ 12.09 hrs, Volume= 0.515 of Outflow Outflow 6.1 cfs @ 12.09 hrs, Volume= 0.515 af, Atten=0%, Lag=0.0 min Inflow Area=0.5 0 Pima" „s secondary Primary = 6.1 cfs @ 12.09 hrs, Volume= 0.515 of Peak Elev 172.90 Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs 4 _ _ Peak Elev=174.76'@ 12.14 hrs Flood Elev=175.20' 3 Device Routing Invert Outlet Devices #1 Primary 170.67' 18.0" Round Culvert(SD-20) L=64.0' CPP,square edge headwall, Ke=0.500 - Inlet/Outlet Invert=170.67'/170.35' S=0.0050'/' Cc=0.900 LL 2 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Primary OutFlow Max=2.5 cfs @ 12.09 hrs HW=174.11' TW=174.03' (Dynamic Tailwater) 1 `,- L1=Culvert(SD-20) (Inlet Controls 2.5 cfs @ 1.40 fps) ss t s Pond 33P:DMH-10 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 13 20 21 22 23 24 HydTe}gra.p'1 Time(hours) FE-1 nflow S Primary g Inflow Area=1.169 Peak Elev=174.76' 5 18.0" 4 Round Culvert n=0.013 3 L=64.0' 2 S=0.0050 '/' MM 0.. 0 1 Z,.._3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 241 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 242 Summary for Pond 36P:CB-3 Summary for Pond 37P:CB-4 Inflow Area= 0.151 ac, 52.47%Impervious, Inflow Depth> 6.18" for 100 Year event Inflow Area= 0.185 ac,100.00%Impervious, Inflow Depth> 8.35" for 100 Year event Inflow = 1.1 cfs @ 12.07 hrs, Volume= 0.078 of Inflow = 1.6 cfs @ 12.07 hrs, Volume= 0.129 of Outflow 1.1 cfs @ 12.07 hrs, Volume= 0.078 af, Atten=0%, Lag=0.0 min Outflow 1.6 cfs @ 12.07 hrs, Volume= 0.129 af, Atten=0%, Lag=0.0 min Primary = 1.1 cfs @ 12.07 hrs, Volume= 0.078 of Primary = 1.6 cfs @ 12.07 hrs, Volume= 0.129 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.24'@ 12.12 hrs Peak Elev=173.85'@ 12.13 hrs Flood Elev=175.49' Flood Elev=175.49' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.49' 15.0" Round Culvert(SD-27) #1 Primary 172.62' 12.0" Round Culvert(SD-15) L=8.0' CPP,square edge headwall, Ke=0.500 L=36.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.49'/172.45' S=0.0050'P Cc=0.900 Inlet/Outlet Invert=172.62'/172.44' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=1.0 cfs @ 12.07 hrs HW=173.10' TW=172.95' (Dynamic Tailwater) Primary OutFlow Max=0.9 cfs @ 12.07 hrs HW=173.47' TW=173.36' (Dynamic Tai[water) L1=Culvert(SD-27) (Outlet Controls 1.0 cfs @ 2.38 fps) L1=Culvert(SD-15) (Outlet Controls 0.9 cfs @ 1.70 fps) Pond 36P:CB-3 Pond 37P:CB-4 Hydrograp1 Hydrograpr FE-101--w-11 FE-101--w-ii S Primary S Primary ms s�r Inflow Area=0.151 '°'s Inflow Area=0.185 s's Peak Elev=173.24 Peak Elev=173.85r' 15.0" 12.0" Round Culvert s Round Culvert n=0.013 n=0.013 LL L=8.0' LL L=36.0' S=0.0050 T S=0.0050 T NEW MW0 a. 0 1 2 3 45 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 243 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paae 244 Summary for Pond 40P:DMH-5 Summary for Pond 41 P:DMH-6 Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 5.71" for 100 Year event Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 5.71" for 100 Year event Inflow = 7.7 cfs @ 12.08 hrs, Volume= 0.644 of Inflow = 7.7 cfs @ 12.08 hrs, Volume= 0.644 of Outflow 7.7 cfs @ 12.08 hrs, Volume= 0.644 af, Atten=0%, Lag=0.0 min Outflow 7.7 cfs @ 12.08 hrs, Volume= 0.644 af, Atten=0%, Lag=0.0 min Primary = 7.7 cfs @ 12.08 hrs, Volume= 0.644 of Primary = 7.7 cfs @ 12.08 hrs, Volume= 0.644 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.74'@ 12.11 hrs Peak Elev=173.03'@ 12.11 hrs Flood Elev=175.06' Flood Elev=174.00' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 169.49' 18.0" Round Culvert(SD-14) #1 Primary 169.02' 18.0" Round Culvert(SD-13) L=75.0' CPP,square edge headwall, Ke=0.500 L=34.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.49'/169.12' S=0.0049T Cc=0.900 Inlet/Outlet Invert=169.02'/168.85' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Primary OutFlow Max=6.7 cfs @ 12.08 hrs HW=173.56' TW=172.92' (Dynamic Tailwater) Primary OutFlow Max=7.0 cfs @ 12.08 hrs HW=172.92' TW=172.24' (Dynamic Tai[water) L1=Culvert(SD-14) (Outlet Controls 6.7 cfs @ 3.79 fps) L1=Culvert(SD-13) (Inlet Controls 7.0 cfs @ 3.95 fps) Pond 40P:DMH-5 Pond 41 P:DMH-6 Hydrograph Hydrograpr FE-101--w-11 E Inflow S Primary �.�iS Primary s Inflow.Area=1.354 "°'s 8 Inflow Area=1.354 "°'s Peak Elev=173.74 7 Peak Elev=173.03 6 18.0" 6 18.0" m 5 Round Culvert N 5 Round Culvert 4 n=0.013 0 4 n=0.013 LL L=75.0' LL L=34.0' 3 S=0.0049 '/' 3 S=0.0050 'f' 2 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 9 4 5 6 7 8 B 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfal1=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paoe 245 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 246 Summary for Pond 42P:FI-6 Summary for Pond OGS:Oil/Grit Separator Inflow Area= 0.184 ac,100.00%Impervious, Inflow Depth> 8.35" for 100 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 6.14" for 100 Year event Inflow = 1.6 cfs @ 12.07 hrs, Volume= 0.128 of Inflow = 4.4 cfs @ 12.08 hrs, Volume= 0.297 of Outflow 1.6 cfs @ 12.07 hrs, Volume= 0.128 af, Atten=0%, Lag=0.0 min Primary 4.4 cfs @ 12.08 hrs, Volume= 0.297 af, Atten=0%, Lag=0.0 min Primary = 1.6 cfs @ 12.07 hrs, Volume= 0.128 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.33'@ 12.07 hrs Pond OGS:Oil/Grit Separator Flood Elev=175.50' €iydroyra„'1 Device Routing Invert Outlet Devices 1nf10w #1 Primary 172.50' 12.0" Round Culvert(SD-11) IS Prmary L=26.0' CPP,square edge headwall, Ke=0.500 Inflow Area=0.580 ` Inlet/Outlet Invert=172.50'/172.37' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf 4- Primary OutFlow Max=1.6 cfs @ 12.07 hrs HW=173.32' TW=172.15' (Dynamic Tailwater) L1=Culvert(SD-11) (Barrel Controls 1.6 cfs @ 3.14 fps) 3 Pond 42P:FI-6 3 Hyarograp ° u 2 20 Primary I 20 Inflow Inflow Area=0.184 Peak Elev=173.33 OF 12.0" Culvert �... I�OUnti CUIVert 0 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) n=0.013 LL L_26.0' S=0.0050 T 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paoe 247 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 248 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.596 ac, 16.24%Impervious, Inflow Depth> 3.51" for 100 Year event Inflow Area= 0.450 ac, 52.68%Impervious, Inflow Depth> 6.06" for 100 Year event Inflow = 25.0 cfs @ 12.23 hrs, Volume= 2.804 of Inflow = 3.3 cfs @ 12.07 hrs, Volume= 0.227 of Primary 25.0 cfs @ 12.23 hrs, Volume- 2.804 af, Atten-0%, Lag-0.0 min Primary 3.3 cfs @ 12.07 hrs, Volume- 0.227 af, Atten-0%, Lag-0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydro9raph Hydrograp 28 O Inflow ff Inflow 211 ms1 S Primary as ois :3 Primary 26 Inflow Area-9.596' ° Inflow Area_0450'''° 24 :.. 22 3 20- is 0 13 'R 16 m 2 14 0 3 12- 10- B- 6 08 6 4 2 0 0... .. _ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 249 Summary for Link DP-3:Ex.Field Primary = 0.0 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow-Inflow,Time Span-0.00-24.00 hrs,dt-0.02 hrs Link DP-3:Ex.Field Hydrograpn oo�= 0 0 12 3 4___5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Project: �a .a x, Date: Designed by: Page: 1/1 f c� � R 1 r -or&e-ory ` [ rte, P - €)Vj 5g pi C v ,j _a r 00 10 , 1 , C /� Edgewood Ret,r&,,("t,,&rit SaL ,tafl, Hmr,"r e Project Stormwater Management Report Water Quality Calculations Appendix E • Water Quality Treatment Volume Calculation • Water Quality Treatment Volume by Simple Dynamic Method Infiltration Gallery Sizing Calculations; Stormtech Data Backup • Pretreatment Water Quality Treatment Volume Calculation — Sediment Forebay • Pretreatment Water Quality Treatment Volume Calculation — Oil/Grit Separator • Mounding Analysis ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY ""n I"t l I'I C,C 0""n EDGEWOOD RETIREMENT COMMUNITY-SMALL HOME PROJECT Calculated By: MAF NORTH ANDOVER, MASSACHUSETTS Date: 10/25/2016 STORMWATER CALCULATIONS Page 1 of 4 Water Quality Treatment Volume Total Impervious-Pond Pasture Parcel V_wq=(D_wq/12 inches/foot) * (A_imp*43,560 sq ft/ac) V_wq =Required Water Quality Volume(cf) D_wq =Water Quality Depth (inches) 1.0 inches A_imp= Impervious Area (acres) 1.53 acres V_wq = 5570 cf SIG-1 V_wq=(D_wq/12 inches/foot) * (A_imp*43,560 sq ft/ac) V_wq =Required Water Quality Volume(cf) D_wq =Water Quality Depth (inches) 1.0 inches A_imp= Impervious Area (acres) 0.71 acres V_wq = 2567 cf SIG-3 V_wq=(D_wq/12 inches/foot) *(A_imp*43,560 sq ft/ac) V_wq =Required Water Quality Volume(cf) D_wq =Water Quality Depth (inches) 1.0 inches A_imp= Impervious Area (acres) 0.83 acres V_wq = 3003 cf Total V_wq= 5570 cf EDGEWOOD RETIREMENT COMMUNITY-SMALL HOME PROJECT Calculated By: MAF NORTH ANDOVER,MASSACHUSETTS Date: 10/25/2016 STORMWATER CALCULATIONS Page 2 of 4 Infiltration Galleries Design Criteria Design Criteria Minimum infiltration rate 0.17 in/hr Minimum infiltration rate 0.17 in/hr Rawls Infiltration Rate(@ 6'BGS)(K) Soil Type Infiltration(in/hr) Rawls Infiltration Rate(@ 6'BGS)(K) Soil Type Infiltration(in/hr) Sandy Loam(HSG B) 1.02 Loamy Sand(HSG A) 2.41 Drawdown within 72 hours Drawdown within 72 hours Stone Porosity 40.0% Stone Porosity 40.0% Stone Bed Depth 6 inches Stone Bed Depth 6 inches Storage per chamber Storage per chamber (per manufacturer data-24"depth of water within system) 48.19 cf (per manufacturer data-24"depth of water within system) 48.19 cf Area per chamber(per manufacturer data) 45.9 sf Area per chamber(per manufacturer data) 45.9 sf Simple Dynamic Infiltration Time(T) 2 hr Simple Dynamic Infiltration Time(T) 2 hr SIG-1 SIG-3 WATER QUALITY VOLUME(WQV) 2567 cf WATER QUALITY VOLUME(WQV] 3003 cf Required Storage(via Simple Dynamic Method) Required Storage(via Simple Dynamic Method) A=WQV/(D+KT) A=WQV/(D+KT) D=Volume chamber(published)/Area Chamber(published) 1.05 ft D=Volume chamber(published)/Area Chamber(published) 1.05 ft A=Required Area[A=WQV/(D+KT)] 2104.29 sf A=Required Area[A=WQV/(D+KT)] 2461.56 sf Required Storage Volume[A*D] 2209.271 cf Required Storage Volume 2584;37.cf Required No.Chambers(SC-740) 46 Required No.Chambers(SC-740) 54 Provided No.Chambers(SC-740) 48 Provided No.Chambers(SC-740) 66 Total Area 2203.20 sf Total Area 3029.40 sf Total Storage 231112 cf Total Storage 3180.54.cf Rate of Exfiltration 0.052 cfs Rate of Exfiltration 0.072 cf- Draw Draw Down Time 12.35 hr Draw Down Time 12.35 hr TOTAL WATER QUALITY VOLUME(REQUIRED) 4794 cf TOTAL WATER QUALITY VOLUME[PIROVIDEO)� 54931.66 cf. mAF C)U jr'wartl HJT'Y_ 55(6-1 - 6'LOAM&SEED AASHTO M288 GLASS 2 NON-WOVEN GEOTEXTILE CLEAN BACKFILL AROUND SIDES&TOP OF TRENCH INFILTRATION GALLERY NOTES _. .. EQUIVALENT SUBSURFACE STORAGE CHAMBER APPROVED BY THE ENGINEER. q' 1 2. THE ENTIRE SUBSURFACE SYSTEM,INCLUDING THE CRUSHED STONE O O o STORAGE VOLUME,THE FILTER MEDIA,AND UNDERDRAIN MATERIALS,SHALL BE WRAPPED IN A NON-WOVEN GEOTEXTILE FABRIC(MIRAFI 140N OR 12"MIN. o o © opo M EQUIVALENT). COVER IN o Iaft LAWN AREA O � ( OO A NON-WOVEN AASHTO M288 CLASS 2 GEOTEXTILE(MIRAFI 160N OR EQUIVALENT)SHALL BE DRAPED OVER THE ENTIRE LENGTH OF THE CHAMBERS. THIS FABRIC WILL TRAP SEDIMENTS AND PROVIDE SEPARATION BETWEEN THE CHAMBERS AND SURROUNDING STONE. 0 o Q O THE EMBEDMENT STONE SURROUNDING THE CHAMBERS SHALL BE A EXISTING O ® o WASHED,ANGULAR STONE WITH THE MAJORITY OF PARTICLES BETWEEN 3/4 SUBGRADE INCH AND 2 INCH. THE BOTTOM 12 INCH LAYER OF STONE THAT ACTS AS THE o D U O FOUNDATION BELOW THE CHAMBERS SHALL BE COMPACTED TO ACHIEVE A SO o O 951 STANDARD PRQGTOR DENSITY. 1 1 111 Val I1 -T-1 1=TI-1 I i i I'=1 1 11 SII=III !11 11_� I _i, �i�I��llill�1� �„ i�ii=u� In �����uii T��� 4'1 1'-0" 6"DEEP FILTER LAYER OF BANKRUN GRAVEL; MASSDOT M1.03.0 GRAVEL BORROW-TYPE B SC-740 CHAMBER(CHAMBERS SHALL MEET ASTM F 2418-09'STANDARD SPECIFICATION FOR EXISTING SUBGRADE VE_ POLYPROPYLENE(PP)GORREGATED WALL STORMWATER COLLECTION CHAMBERS') INFILTRATION CHAMBER SECTION & NOTES A8 3/4'=1-T s F Illlllh'# S 740 GIIIII, Illlllh iiiiiii Illlllh iiiiiii SC-740 Cumulative Storage Volumes Per Chamber SC-740 Cumulative Storage Volumes Per Chamber(cont.) Assumes 40% / ) y � �.U on a 6" 150 mm Stone Base Under the Chambers. i771 "tone oros)t . a cu ations are ase ii;'� �!����� �u�����. �� ) 4.41 (0.125) 11.66(0.,330)) 2.21 0.063 9.21 (0.264) 42(1067) 45.90(1.300) 74.90(2.121) ) 0 6.76(0.191) 41 (1041) 45.90(1.300) 73.77(2.089) ) 6 5.63(0.160) 40(1016) Stone 45.90(1.300) 72.64(2.057) ) Stone Foundation 0 4.51 (0.125) 39(991) Cover 45.90(1.300) 71.52(2.025) ) 0 3.38(0.095)38(965) 45.90(1.300) 70.39(1.993) ) 0 2.25(0.064) 37(948) 45.90 1.300 69.26(1.961) ) 0 1.13(0.032) 36(914) 45.90(1.300) 68.14(1.929) Note:Add 1.13 cu. ft. (0.032 m-')of storage for each additional 35(889) 45.85 1.298 66.98 1.897 inch(25 mm)of stone foundation. 34(864) 45.69(1.294) 65.75(1.862) Storage Volume Per Chamber ft'(m') 33(838) 45.41 1.286 64.46 1.825 32(813) 44.81 1.269 62.97 1.783 Bare Chamber and Stone 31 (787) 44.01 (1.246) 61.36(1.737 Chamber Stone Foundation Depth 30(762) 43.06 1.219 59.66 1.689Storage in. (mm) 29(737) 41.98(1:1 Y) 57.890.§39_.. 3 3 6(150) 1 12(300) 18(450) 28(711) 40.80 1.155 56.05 1.587 StormTech S11G-740 45.9(l.3) 74.9(2.1) 81.7(2.3) 88.4(2.5) 27(686) 39.54 1.120 54.17 1.534 o e: ssumes mm o s one above chambers, 6"(150 mm) 26(660) 38.18 1.081 52.23 1.479 row spacing and 40%porosity. 24 610 3.5.....2.2."""(0 7 48.19 1.365 Amount of Stone Per Chamber 5 3.64 0.953Stone Foundation Depth 22(559) 31.99 0.906 44.00 1.246 ENGLISH TONs(yd3 6" 12" 18" 21 (533) 30.29 0.858 41.85 1.185 StormTech SC-740 3.8(2.8 yd') 4.6(3.3 yd') 5.5(3.9 yd') 20(508) 28.54 0.808 39.67 1.123 METRIC KILOGRAMS(m') 150 mm 300 mm 450 mm 19(483) 26.74(0.757) 37.47(1.061) StormTech SC-740 1 3450(2.1 m3) 4170(2.5 m3) 4490(3.0 m3) 18(457) 24.89 0.705 35.230.997 Note:Assumes 6"(150 mm)of stone above,and between chambers. 17(432) 23.00(0.651) 32.96(0.939) 16(406) 21.06 0.596 30.68 0.869 Volume of Excavation Per Chamber yd'(m') 15(381) 19.09 0.541 28.36 0.803 14(356) 17.08(0.484) 26.,03(0.737) Stone Foundation Depth 13(330) 15.04 0.426 23.68 0.670 6"(150 mm) 12"(300 mm) 18"(450 mm) 12(305) 12.97(0.367) 21.31 (0.608) StormTech SC-740 5.5 (4.2) 6.2 (4.7) 6.8 (5.2) 11 (279) 10.87 0.309 18.92 0.535 Note:Assumes 6"(150 mm)of row separation and 18"(450 mm)of 10(254) 8.74(0.247) 16.51 (0.468 cover. Volume of excavation will vary as depth of cover increases. 9(229) 6.58(0.186) 14.09(0.399) CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". CHAMBERS SHALL MEET THE REQUIREMENTS OF GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES,<35%FINES, ASTM F2418 POLYPROPLENE(PP)CHAMBERS COMPACT IN 6"(150 mm)MAX LIFTS TO 95%STANDARD PROCTOR OR ASTM F2922 POLYETHYLENE(PE)CHAMBERS DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN,CRUSHED,ANGULAR STONE IN A&B LAYERS PAVEMENT LAYER i "TO BOTTOM OF FLE%IBLE G FR MENT.FOL UNPAVED $ INSTALLATION E RUTTIN VEHICLES MAY OCCUR mcaEasE coeL To za,eoo mmz 18�� (2.4 m) (450 mm)MIN* MAX 6"(150 mm)MIN 30., F (760 mm) PERIMETER STONE I EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) DESIGN ENGINEER IS RESPONSIBLE FOR L DEPTH OF STONE TO BE ENSURING THE REQUIRED BEARING DETERMINED BY DESIGN 12'(300 mm)MIN SC-740 CAPACITY OF SUBGRADE SOILS ENGINEER 6"(150 mm)MIN END CAP 6^ (150 mm)MIN 51"(1295 mm) 12"(300 mm)TYP THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS,WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 9 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. EDGEWOOD RETIREMENT COMMUNITY-SMALL HOME PROJECT Calculated By: MAF NORTH ANDOVER, MASSACHUSETTS Date: 9/29/2016 STORMWATER CALCULATIONS Page 3 of 4 Water Quality Treatment Volume- Pretreatment Sediment Forebay(SIG-1) Sediment Forebay Volume Provided Minimum sizing=0.1 in/impervious acre V_wq=(D_wq/12 inches/foot) *(A_imp*43,560 sq ft/ac) Cumulative Storage Elevation Area Inc Storage* Cum.Storage V_wq= Required Water Quality Volume(cf) (ft) (sf) (cf) (cf) D_wq=Water Quality Depth (inches) 0.1 inches 169 135 0 0 A_imp=Impervious Area (acres) 0.71 acres 170 302 219 219 171 526 414 633 V_wq (required)= 257 cf (A1 +A2) V_wq(provided)= 633 cf * V— h 2 EDGEWOOD RETIREMENT COMMUNITY-SMALL HOME PROJECT Calculated By: MAF NORTH ANDOVER, MASSACHUSETTS Date: 9/29/2016 STORMWATER CALCULATIONS Page 4 of 4 Water Quality Treatment Volume- Pretreatment Oil/Grit Seperator(SC201H-1 and SC201H-2-->SIG-2) Minimum sizing=400 cf/impervious acre or WQV V_wq=(D_wq/12 inches/foot) * (A_imp*43,560 sq ft/ac) By WQV V_wq =Required Water Quality Volume(cf) D_wq =Water Quality Depth (inches) 1.0 inches A_imp= Impervious Area (acres) 0.09 acres V_wq = 317 cf By 400 cf/impervious acre V_wq =400 cf* impervious area A_imp= Impervious Area (acres) 0.09 acres V_wq = 35 cf USE V-wq= 317 cf Volume within first chamber of oil/grit separator V=depth * length *width Depth 7.5 ft Length 7 ft Width 6.5 ft Volume Provided= 341 ft 9%== Pr Mounding Analysis ESIG-3 This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S.Geological Survey Scientific Investigations Report 2010-5102"Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate(R),specific yield(Sy),horizontal hydraulic conductivity(0), basin dimensions(x,y),duration of infiltration period(t),and the initial thickness of the saturated zone(hi(0),height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length(x=y). For a rectangular basin,if the user wants the water-table changes perpendicular to the long side,specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side,specify y as the short dimension,x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue"Re-Calculate Now"button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values(for example,feet and days) use consistent units(e.g.feet&days or inches&hours) Conversion Table Input Values inch/hour feet/day 4.8200 R Recharge(infiltration)rate(feet/day) 0.67 1.33 0,160 Sy Specific yield,Sy(dimensionless,between 0 and 1) 40,00 K Horizontal hydraulic conductivity,Kh (feet/day)* 2.00 4.00 In the report accompanying this spreadsheet 15,000' x 1/2 length of basin(x direction,in feet) (USGS SIR 2010-5102),vertical soil permeability 40,000 y 1/2 width of basin(y direction,in feet) hours days (ft/d)is assumed to be one-tenth horizontal 01220 t duration of infiltration period(days) 36 1.50 hydraulic conductivity(ft/d). 18,0001 hi(0) initial thickness of saturated zone(feet) h(max) maximum thickness of saturated zone(beneath center of basin at end of infiltration period) ah(max) maximum groundwater mounding(beneath center of basin at end of infiltration period) Ground- Distance from water center of basin Mounding,in in x direction,in feet feet 0 IRR-CalculateIRe-Calculate INS 2tf 40 50 Groundwater Mounding, in feet 50 g, 70 3.000 go, 90 2.500 100 2.000 120 1.500 1.000 0.500 0.000 r 4 0 20 40 60 SO 100 120 140 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet(other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report.The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. Edgewood Ret,r&,,""("t,,&rit Sa,fofll Hmr,"r e Project Stormwater Management Report MassDEP TSS Worksheets Appendix F • Pretreatment TSS Worksheets (SIG-1) • Treatment Train TSS Worksheets (SIG-1 & SIG-3) ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY ""n I"t l I'I c,c 0""n V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Pre-treatment SIG-1 (from SC201 E and SC201 F) B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed (C*D) Load (D-E) (L) Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75 O O Sediment Forebay 0.25 0.75 0.19 0.56 E G� 0 0.00 0.56 0.00 0.56 •— ~ 0.00 0.56 0.00 0.56 V V 0.00 0.56 0.00 0.56 Separate Form Needs to be Completed for Each Total TSS Removal = 44% Outlet or BIVIP Train Edgewood Retirementcommunity- Project: Small Home Project Prepared By: SMRT *Equals remaining load from previous BMP (E) Non-automated TSS Calculation Sheet Date: 25-Oct which enters the BMP must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Pre-treatment SIG-3 (from SC201 H) B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed (C*D) Load (D-E) 0 Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75 0 0 Oil Grit Separator 0.25 0.75 0.19 0.56 E G� 0 0.00 0.56 0.00 0.56 •— ~ 0.00 0.56 0.00 0.56 V V 0.00 0.56 0.00 0.56 Separate Form Needs to e Completed for Each Total TSS Removal = 44% Outlet or BIVIP Train Edgewood Retirementcommunity- Project: Small Home Project Prepared By: SMRT *Equals remaining load from previous BMP (E) Non-automated TSS Calculation Sheet Date: 25-Oct which enters the BMP must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Treatment Train SIG-1 (from SC201 E and SC201 F) B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed (C*D) Load (D-E) 0 Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75 0 0 Sediment Forebay 0.25 0.75 0.19 0.56 E G� C Subsurface Infiltration 0 Structure 0.80 0.56 0.45 0.11 •— ~ 0.00 0.11 0.00 0.11 V V 0.00 0.11 0.00 0.11 Separate Form Needs to be Completed for Each Total TSS Removal - 89% Outlet or BIVIP Train Edgewood Retirementcommunity- Project: Small Home Project Prepared By: SMRT *Equals remaining load from previous BMP (E) Non-automated TSS Calculation Sheet Date: 25-Oct which enters the BMP must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Treatment Train SIG-3 (from SC201 H) B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed (C*D) Load (D-E) 0 Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75 0 0 Oil Grit Separator 0.25 0.75 0.19 0.56 E G� C Subsurface Infiltration 0 Structure 0.80 0.56 0.45 0.11 •— ~ 0.00 0.11 0.00 0.11 V V 0.00 0.11 0.00 0.11 Separate Form Needs to be Completed for Each Total TSS Removal - 89% Outlet or BIVIP Train Edgewood Retirementcommunity- Project: Small Home Project Prepared By: SMRT *Equals remaining load from previous BMP (E) Non-automated TSS Calculation Sheet Date: 25-Oct which enters the BMP must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Treatment Train SIG-3 (From Roof Runoff) B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed (C*D) Load (D-E) 0 Subsurface Infiltration 0 Structure 0.80 1.00 0.80 0.20 t 0 0 0.00 0.20 0.00 0.20 E G� 0 0.00 0.20 0.00 0.20 •— ~ 0.00 0.20 0.00 0.20 V V 0.00 E-0-20 0.00 0.20 Separate Form Needs to be Completed for Each Total TSS Removal - 80% Outlet or IBIVIP Train Edgewood Retirementcommunity- Project: Small Home Project Prepared By: SMRT *Equals remaining load from previous BMP (E) Non-automated TSS Calculation Sheet Date: 25-Oct which enters the BMP must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept.of Environmental Protection Edgewood Retirer"'("t,,&rilt Sa'fofll Hmr'r e Project Stormwater Management Report Stormwater Facilities Operation, Inspection & Maintenance Plan Appendix G ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY ""n I"t l I'I C'C 0""n STORMWATER FACILITIES OPERATION, INSPECTION AND MAINTENANCE PLAN Edgewood Retirement Community—Small Home Project North Andover, Massachusetts During construction activities, the maintenance of all stormwater measures will be the direct responsibility of the Contractor undertaking the work. All work shall conform to the terms and conditions of all relevant local, State and/or Federal permits. After acceptance by the Owner, the maintenance of all stormwater management facilities, the establishment of any contract services required to implement the program, and the keeping of records and maintenance log book will be the responsibility of Edgewood Retirement Community. Notwithstanding any other schedule noted below, general inspections should be conducted by facilities staff monthly during wet weather conditions from March to November. Ditches,Swales, and Pipe Outlet Aprons Open swales, ditches and aprons shall be inspected at a minimum on a quarterly basis, and before and after a major rainfall event to assure that debris and/or sediments do not reduce the effectiveness of the system. Debris noticed during an inspection shall be removed at that time, or within 24-hours of the inspection. Any sign of erosion or blockage shall be immediately repaired and stabilized to ensure the stability of the structure and proper function. Maintenance shall include, but not be limited to, mowing, trimming and removal vegetation in the ditches as required to prevent vegetation from blocking or diverting storm flows, replacement of riprap channel lining to prevent scour of the channel invert, removing vegetation and debris from the culverts, inlet and outlet structures. Riprap ditches, aprons, and level spreaders where stone is displaced should be replaced and chinked to assure stability. With time, additional riprap may be added to maintain design depths and grades. Vegetation growing through riprap and accumulated sediments and debris should be removed on a bi- annual basis. Drainage Pipes and Culverts Culverts and piped drainage systems shall be inspected on an annual basis to remove any obstructions to flow; remove accumulated sediments and debris at the inlet, at the outlet, and within the conduit; and to repair any erosion damage at the pipe inlet and outlet. Sediment should be removed when its level exceeds 20% of the pipe diameter. This may be accomplished by hydraulic flushing or any mechanical means. However, care should be taken to contain the sediment at the pipe outlet, and not flush the sediments into the bioretention area (in the main entrance parking lot) as this will reduce the ponds capacity and ability to filter/infiltrate runoff, and will hasten the time when the pond must be cleaned/rehabilitated. Driveways,Walkways and Parking Lots Accumulations of winter sand along paved surfaces shall be cleared at least once a year, preferably in the spring, to minimize transportation of sediment during rainfall events. Accumulations on pavement may be removed by pavement sweeping. Stormwater Facilities—Operations, Inspection and Maintenance Plan September 2016 Porous Pavers/Grass Pavers Monitor porous pavers to ensure surface is draining properly after storms. Inspect surface annually for deterioration and assess exfiltration capacity. For porous pavers, add joint material (sand) as needed to replace material that has been transported. For grass pavers, reseed to fill bare spots. Never reseal or repave with impermeable materials. Keep landscaped areas well maintained to prevent soil from being transported onto the pavement. No winter sanding or salting is allowed. Attach rollers to the bottoms of snowplows to prevent them from catching on the edges of grass pavers and paving stones. Inlet and Outlet Grates Inlet and outlet grates are intended to trap and control floatables and debris within the stormwater system. The grates should be inspected on a quarterly basis, and after large storm events for build up of debris and other potentially detrimental material. Periodic maintenance of these features will be required to keep grates clear and prevent damage to either the grate itself or the attached structure. Catch Basins Inspect deep sump catch basins at least four times a year, and at the end of foliage and snow removal seasons. Remove sediments from catch basin at least four times per year or whenever 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 basin. (Removal of sediments shall occur a minimum of once per year). Clean out must include the removal and legal disposal of accumulated sediments and debris at the bottom of the basin, at any inlet grates, at any inflow channels to the basin, and at any pipes between basins. If the basin outlet is designed to trap floatable materials, then remove the floating debris and any floating oils (using oil- absorptive pads). Oil/Grit Separator Inspect oil/grit separators monthly and clean them out at least twice per year. The more frequent the cleaning, the less likely sediments will be resuspended and subsequently discharged. Also, frequent cleaning makes more volume available for future storms and enhances overall performance. Cleaning includes the removal of accumulated oil and grease and sediment using a vacuum truck or other ordinary catch basin cleaning device. Polluted water or sediments removed from an oil/grit separator shall be disposed of in accordance with all applicable local, state, and federal laws. Sediment Forebay Inspect sediment forebay monthly. Clean sediment forebays at least four (4) times per year. Stabilize the floor and sidewalls of the sediment forebay before malting it operational. When mowing grass, keep the greass height no greater than 6 inches. Set mower blades no lower than 3 to 4 inches. Check for signs of rilling and gullying and repair as needed. After removal of sediment, replace any vegetation damaged during cleanout by either reseeding or re-sodding. When reseeding, incorporate practices such as hydroseeding with tackifer, blanket or similar practice to ensure that no scour occurs in the forebay, while the seeds germinate and develop roots. Stormwater Facilities—Operations, Inspection and Maintenance Plan September 2016 Dry Detention Basin Inspect dry detention basins at least once per year to ensure that they are operating as intended. Inspect basins during and after storms to determine if the basin is meeting the expected detention times. Inspect the outlet structure for evidence of clogging or outflow release velocities that are greater than design flow. Potential problems that should be checked include: subsidence, erosion, cracking or tree growth on the embankment; damage to the emergency spillway; sediment accumulation around the outlet; inadequacy of the inlet/outlet channel erosion control measures; changes in the condition of the pilot channel; and erosion within the basin and banks. Make any necessary repairs immediately. During inspections, note changes to the detention basin or the contributing watershed because these changes could affect basin performance. Mow the side slopes, embankment, and emergency spillway at least twice per year. Remove trash and debris at this time. Remove sediment from the basin as necessary, and at least once every 10 years or when the basin is 50% full. Provide for an on-site sediment disposal area to reduce the overall sediment removal costs. Subsurface Infiltration Gallery Initially, the Isolator Row shall 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. 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. The subsurface infiltration structures shall be inspected annually at a minimum. Subsurface infiltration structures should be inspected following a rain event of at least one inch to ensure structures are draining within the required 72 hours. Bioretention Area The Bioretention cell should be managed as part of the overall landscape maintenance for the property. Minor tilling and the addition of mulch may be required to maintain an even bed surface. The Bioretention area should be monitored after significant rainfall events (following a rain event of at least one inch to ensure structures are draining within the required 72 hours). Should standing water be observed for longer periods after rainfall deep tilling may be required to loosen up the filter soil material. The outlet overflow grates should be periodically inspected and cleared of any plant material and/or debris. Inspection of the outlet structures will also show if the underdrains are running freely after rainfall events. If standing water is present in the area and no outflow is observed from the underdrain pipes, flushing may be required. This should be done through the cleanouts provided at the end of each underdrain. Stormwater Facilities—Operations, Inspection and Maintenance Plan September 2016 Plantings will require periodic maintenance, which will include occasional cropping and removal of excess growth. This maintenance should be undertaken by hand and under no circumstances should heavy machinery be used within the Bioretention area. Bioretention areas shall be inspected annually at a minimum. Owner: Party responsible for Operations and Management: Owners Name: Name: Owners Signature: Address: Date: Phone: The Town of North Andover reserves the right to inspect the stormwater management system at reasonable times and in a reasonable manner. Stormwater Facilities—Operations, Inspection and Maintenance Plan September 2016 STORMWATER FACILITIES OPERATION, INSPECTION AND MAINTENANCE INSPECTION REPORT GENERAL Project: Edgewood Retirement Community—Small Home Project North Andover, Massachusetts Inspector: Qualifications: Date/Time: Inspection Type: ❑ Annual/Biannual/ ❑ Storm Event-Storm start date & rainfall (inches): Weather conditions (at time of inspection): General Observations: Outstanding Issues from Previous Report: BMP's Functional? Condition? Notes Ditches, Swales, and Pipe Outlet Aprons: ❑ Yes ❑ No Drainage Pipes and Culverts: ❑ Yes ❑ No Driveways, Walkways and Parking Lots: ❑ Yes ❑ No Porous Pavers: ❑ Yes ❑ No Grass Pavers: ❑Yes ❑ No Inlet and Outlet Grates: ❑ Yes ❑ No Catch Basins: ❑ Yes ❑ No Oil/Grit Separator: ❑ Yes ❑ No Stormwater Facilities—Operations, Inspection and Maintenance Plan September 2016 Sediment Forebay: ❑ Yes ❑ No Dry Detention Pond: ❑ Yes ❑ No Subsurface Infiltration Gallery: ❑ Yes ❑ No Bioretention Area: ❑ Yes ❑ No Riprap: ❑ Yes ❑ No Mulch: ❑ Yes ❑ No Other: HOUSEKEEPING Observed? Condition? Notes Contaminants/Chemicals: ❑ Yes ❑ No Dumpster(s)/Litter Control: ❑ Yes ❑ No Sanitary Facilities: ❑ Yes ❑ No Vehicle Maintenance: ❑ Yes ❑ No Other: CORRECTIVE ACTIONS, FOLLOW UP, SCHEDULE, RESPONSIBLE PARTIES AND GENERAL NOTES Inspector's Name and Signature: Stormwater Facilities—Operations, Inspection and Maintenance Plan September 2016 2 4 6 5 SMRT Architects and Engineers s One Dundee Park,Suite 4 Andover,Massachusetts 01810 ' 1.877.700.7678 www.smrtinc.com kA E ' RRCMITEQURE ENGINEERING PLAN I'C IInrj,,IIER4G, E (D I \ C NON IDISCMS,^�rc,EC'ICNE 75 o•_f::. W N"loo R ll SNOW STORAGE AREA NON OIS gR�'ZCNf pC �ATl 9.p• \ \ \ I R 700'CCRC CA'20NF \ ERIME7ER SOCK / Lu cfl POROUS PAVERS \ 0 o (SIDEWALK) DEEP SUMP&HOODED / 1 I SEDIF(IENT \ Z O M CATCH BASINS,TYP. I FOREBAY LL o POROUS PAVERS w (pA N.GSPACES) \. \ DRY POND \` N w BRA-1 I 17 w w 11 s r POROUS PAVERS (SIDEWALK) a r _ SIG-1 F_ > � ! o w 1a r ...u........ ` \ ���� oG III ",I o �� � 0�5 . o w C, oo LU o PROJECT NO: 15078.03 - GRASS PAVERSc� LU o PROJECT MANAGER: CDP 1 ! �SIDEIK) W AIE OF RECORD: MAF Ap \ I 0 o JOB CAPTAIN: JLR e f- L~ � DRAWN BY: MAF OIL/GRIT SEPARATOR 0:� LU SMRT FILE: POROUS PAVERSw (SIDEWALK) O O Q -FLARED RAP�OUTLET, w J N STORMWATER POROUS PAVERS TYP OF 4O Q BMP PLAN (SIDEWALK) o SIG-3 W U) 0 80' ABBREVIATIONS: BRA=BIORETENTION AREA Fes= r I . SIG=SUBSURFACE INFILTRATION GALLERY r PROJECT NORTH: SHEET TITLE: Edgewood Ret,r&,,("t,,&rit SaL ,f ofl, Hmr,"r e Project Stormwater Management Report Long Term Pollution Prevention Plan Appendix H ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY ""n I"t l I'I c,c 0""n LONG-TERM POLLUTION PREVENTION PLAN Edgewood Retirement Community—Small Home Project North Andover, Massachusetts During construction activities, the maintenance of all stormwater measures will be the direct responsibility of the Contractor undertaking the work. All work shall conform to the terms and conditions of all relevant local, State and/or Federal permits. After acceptance by the Owner, the maintenance of all stormwater management facilities, the establishment of any contract services required implementing the program and the keeping of records and maintenance log book will be the responsibility of Edgewood Retirement Community. Notwithstanding any other schedule noted below, general inspections should be conducted by facilities staff monthly during wet weather conditions from March to November. Housekeeping Practices Housekeeping practices should be conducted year round on an as needed basis. This includes but is not limited to the follow: • Clear accumulations of winter sand in parking lots and along roadways at least once a year, preferably in the spring. • Remove litter and debris from parking area weekly so as to prevent these materials from entering the stormwater system. • Maintain grass or mulch cover in landscaped areas to prevent soil erosion into the stormwater system. • Repair erosion within landscape areas in a timely manner. Provisions for Storing Materials No materials or waste products should be stored in any outdoor/uncovered areas. Any waste materials removed from the site should be disposed of according to local and state regulations. Vehicle Washing Controls Washing of vehicles is not allowed. Requirements for Routine Inspections and Maintenance of Stormwater BMPs Please see the attached Operations, Inspection and Maintenance Plan for inspection requirements for the site's BMPs. Spill Prevention and Response Plans We do not anticipate the outdoor handling of chemicals that may require a spill prevention and response plan. Long-Term Pollution Prevention Plan August 2016 Provisions for Maintenance of Lawns,Gardens,and other Landscaped Areas. Plantings will require periodic maintenance, which will include occasional cropping and removal of excess growth and weeding. Fertilizers, herbicides and pesticides should be used as needed on a minimal basis. Requirements for Storage and Use of Fertilizers, Herbicides and Pesticides All storage of fertilizers, herbicides and pesticides shall be inside, under cover away from exposure to the elements. Pet Waste Management Provisions Any pet waste should be collected and disposed of properly so as to not allow it to enter the stormwater system. Provisions for Solid Waste Management Solid waste management is not included as part of this project. Snow Disposal and Plowing Plans relative to Wetland Resource Areas No snow from outside the Watershed Protection District shall be stored within the Watershed Protection District. Care shall be taken to not plow/store snow in the bioretention areas on site. Winter Road Salt and/or Sand Use and Storage Restrictions These materials are used by the Edgewood staff on an as needed basis. Use of these materials should be in limited quantities. Road salt or other deicing material shall not be stockiled on site. Street Sweeping Schedule Parking lot sweeping shall be completed as required. Provisions for Prevention of Illicit discharges to the Stormwater Management System Due to the nature of the project there is minimal potential for an illicit discharge to the stormwater management system. Documentation that Stormwater BMP's are Designed to Provide for Shutdown and Containment in the Event of a Spill. Due to the nature of the proposed project the BMP's have not been designed for shutdown. Training for Staff or Personnel Involved in with Implementing the Long Term Pollution Prevention Plan Edgewood Retirement Community will be responsible for training the personnel responsible for implementing and maintaining the Long Term Pollution Prevention Plan. Long-Term Pollution Prevention Plan August 2016 Edgewood Ret,r&,,("t,,&rit SaL ,f ofl, Hmr,"r e Project Stormwater Management Report Scour Calculations Appendix I ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY ""n I"t l I'I C,C 0""n Project: Designed by: �� �_ Fags: r, i •- " .ry } py 1 l lk ! Y p Dale: Designed by: � � - P��e: ��urr!rf J r {{ GG6 y �e wp Figure 513.12 Outlet Protection Design—Minimum Tailwater Condition (Design of Outlet Protection from a Round Pipe Flowing Full, Minimum Tailwater Condition: T, < 0.5DO) (USDA aziS duidi 8 09P Lo C! ch _O- A OL ,gym zp=:,,,:�............... 77=7= �........ ......... ;4 4Z .......... 4 A, .... ...... ..... ........... M'21 t 0 ............ —7,71= 7 . . ........ It C) + LrI) CT L LAI, M fir, a 4.7.rt-777 77, 77 7, .......... LamLP ......... 77 C� ................... . B Lr) ===: 00 ii m CD 11 7 7 LLJ 'D L0 U) 01 August 2005 Page 5B.25 New York Standards and Specifications For Erosion and Sediment Control M�ag�4/4 Figure 513.14 Riprap Outlet Protection Detail (1) A-1 SYMBOL PROFILE w DISCHARGE TINS of UNCONFINED ED ECTION FLARED OUTLET) <MINIMUM TAIL WATER CONDITION) LW A_.j Lck RISER eLANVIE DISCH, NO OVE FALL EXISTING PIPE - 0.0 STABILIZED. CHANNEL " MIN, ADDED AGGREGATE � FILTER' OR FILTER CLOTH V91 NOTE, AP OINK 0 ZERO GRADE 1.ID� SIDE SLOPE 24 PROFILE VIEW d + 0.4 L 2 1 f 1L 6& SEE I IPN AP STANDARDS AND SPECIFICATIONS GRADED AGGREGATE FILTER OR FILTER CLOTH CROSS ECTIII N A—A SEE RIPRAP STANDARDS AND SPECIFICATIONS MINIMUM T'AIL' A,TER CONDITIONS ADAPTED FROM 'DE''TAIL PROVIDED BY, USDA — NN C , RIPRAP OUiTL�ET NEW YORK STATE DEPARTMENT OF TRAHnU'SPORTATICNN+ »�EI '� NUE YORK `TATE DEPARTMENT OF El"NVIMWEN�YTAL CONSERVATION,, DN NEW "9ORK STATE SGIL & WATER CONSERVATION COMMITTEE EXAMPLE August 2005 Page 5B.27 New York Standards and Specifications For Erosion and Sediment Control