Loading...
HomeMy WebLinkAbout2014-04-15 Drainage Report SPR 3/14/2014 y Lei'v�"�"F4 F 3�awx r)sfi, a; w me :; S �•rf � a f r M4, ::',�.b"�� �• r. s_. '�.�P,'„.u'"' $ � J.: Y ;. a ram„ �::�� ,� x^r�� �� b.a, ..at .y • r • 1 1 • 1 { ► l i` Design Consultants, Inc. CIVIL ENGINEERS an I_ SURVEYORS 120 Ailddlosax Avonun, We d �Somarville,MA 02145 4I.T-770.3350p 617-�4.77101 li ( ) West Mill, High Street,Andover,MA {' ) Table of Contents INTRODUCTION 1 { 1 EXISTING CONDITIONS 1 ( ) SOILS 1 { PROPOSED CONDITIONS 2 HYDROLOGIC MODEL 2 } TABLE 1--EXISTING vs PROPOSED SUMMARY 3 .i CONCLUSION 3 { ) Appendix A Pre and Post Project Hydrology 5 1 Appendix B NRCS Web Soil Survey qg 1 Appendix C Operation and Maintenance Plan 55 { .1 { i f ) .i � l i j ( 1 f_1 C) West Mill,High Street,Andover,MA ! !' INTRODUCTION E i RCG, LLC proposes to construct additional parking spaces at the West Mill complex, In particular ( within the existing u-shaped courtyard area off High Street in North Andover. The proposed ( ) parking areas will be permeable pavement,utilizing concrete units pavers. To mitigate any t -1 increase in runoff rate or volume,several vegetated bloretention areas will be constructed. (. Pretreatment for the runoff is provided via gravel and grass combination. Each bio-retention area has been sized to mitigate the 100-year storm event. Taken as a whole,the proposed f Improvements decrease the runoff to the on-site drainage system,which is tributary to two ( ) large existing culverts which run under the existing mill buildings. l I EXISTING CONDITIONS ( 1 The area of study Is a portion of a much larger mill building complex. The entire complex covers ( j an area of approximately 9.5 acres. The study area Is limited to that portion of the u-shaped ( ) courtyard area off High Street which is between the existing building and the property line along ( � High Street. ( 1 The existing study area Is a combination of paved walkways and outdoor patio areas, landscaped j areas and grass meadow. There are currently 5 parking spaces located within the courtyard, ( ) The driveway is concrete with decorative brick banding. Within the courtyard are walkways connecting to a central outdoor patio. Many mature shade trees are located both inside the ,i courtyard and also between the driveway and existing mill buildings. t .3 Two large diameter(60")reinforced concrete pipes traverse the courtyard running northwest connecting Mill Pond to Osgood Pond and eventually connecting to the Merrimac River. On-site drainage consists of catch basins which are collected at a drain manhole. This manhole has a gravity outlet(12")which is tributary to Mil Pond as well as an overflow outlet which is tributary to a 15,000 gallon overflow tank that pumps to one of the large diameter pipes in time of severe storm events. G.) SOILS The MRCS Web Soil Survey characterizes the soil at the site as being Urban land. This area is l most likely a combination of fill, urban fill and construction debris dating from the time of the construction of the mills. , 1 I 1 ` 1 West Mill,High Street,Andover,MA Nearby soils are classified as Woodbridge fine sandy loam,3 to 8 percent slopes(HSG C), Chariton fine sandy loam, 3 to 8 percent slopes(HSG B)and Canton fine sandy loam,3 to 8 percent slopes(HSG B), For the purpose of these calculations,the HSG for the underlying soils is assumed to be HSG C. PROPOSED CONDITIONS The proposed Improvements include the construction of 30 parking spaces. These spaces will be constructed of concrete unit pavers on a sand setting bed which is a type of porous pavement. The proposed parking spaces are graded to drain away from the existing driveway and will drain to a low point within the parking area. Adjacent to the low point will be located a break In the vertical granite curbing that will allow stormwater runoff to travel across a pea stone strip,then across a sod filter strip and into a bioretention area. The bioretention areas have been sized to mitigate the increase In runoff rate and volume up to and including the 100.year storm event. The bioretention areas feature a one foot berm,which together with a broad crested weir and overflow Inlet provide a ponding depth of approximately 8". The bioretention areas also contain 3 feet of soil medium to allow for storage and TSS removal. A broadcrested weir and overflow Inlet provide for overflow protection while allowing stormwater to pond and infiltrate the soil medium below. As part of the proposed work,the existing closed storm drain system will be completely cleaned and the pumps In the overflow tank tested to ensure proper functioning. HYDROLOGIC MODEL The hydrologic model used for this analysis Is based upon the SCS Method. The SCS Method allows for variable rainfall Intensity throughout the storm duration,peaking near the middle of the Type III,24-hour storm. Both existing and proposed conditions are modeled for the 2-year, 10-year, 25-year and 100-year storm events. As required by the North Andover Stormwater Management and Erosion Control Regulations,the 24-hour rainfall amounts are based on the Northeast Regional Climate Center"Atlas of Precipitation Extremes for the Northeastern united States and Southeastern Canada. The specific rainfall amounts used are 3,2 inches(2-year),4.8 Inches(10-year), 6.0 Inches(25-year)and 8.6 inches(100-year). The time of concentration (tJ for all catchment areas was taken as 5 minutes,due to the very small catchment areas in the study area. Complete calculations are Included in Appendix A,see Table 1 for summary results. 2 it � l West Mill,High Street,Andover,MA i ) TABLE 1—EXISTING vs PROPOSED SUMMARY ( � Total Offsite Runoff Peak Discharges(CFS) and Volumes(AF) t 1 Description Existing Conditions Proposed Conditions 1 Drainage Area 46,016 sf 46,016 sf 1. Storm Event Offsite Peak Offsite Runoff Offsite Peak Offsite Runoff Runoff(CFS) Volume (AF) Runoff(CFS) Volume (AF) f ) f ) 2 Yr(3.2") 2.06 0.142 1.85 0.127 10 Yr(4.8") 3.83 0.264 3.38 0.233 25 Yr(6.0") 5.19 0.360 4.55 0.317 € t 100 Yr(8.6") 8.15 0,577 7.08 0.507 } CONCLUSION ( i The proposed site improvements have negligible Impact on the existing hydrology of the site. � ) Existing stormwater flow patterns are maintained. No increase In peak rate or volume to the on-site storm drainage system is proposed, resulting in no increase to peak rate and volume to f, ,I the existing large diameter pipes traversing the site for the 2, 10,25 and 100-year storm events. 1 Based on NCI's analysis of the existing and proposed conditions,the proposed site condition 1 meets the criteria set forth by the Town of North Andover Stormwater Management and r Erosion Control Regulations. . 1 � J . l , 1 3 i 4 West Mill,High Street,Andover,MA it Appendix A Pre and Post-Project Hydrology 6 ( l S93 SJ,s-E.i !K K hIZ Ac � •e Y nr-ias otc ll n�vrrnn:Z.»s) 91 k r -~ Lvwi.N ! �.J A'a h~..7&ZI —j 7l axu ' 7'.Lv-ir K.Tr 9�9— � 1V I Ixe L.1 l {iM1TSF) ! �r / *� E f F'.+75m LaJ59 �-cM L9<my9 �\ i .-- m t_ { h � LP,L'S - IthMKL � k3 �SIY y is a�tu .. - �. t � U(r SFl9Aif O.iAS oua.� 11.TR1Y1 McLih\s .' HIGH STREET (PAVED PUBLIC R,0.11i. — 50 1'f1DE) 1y E 7 FS/ 1f �� \ /" 1:Ir iar J stY 119 I{ 3 *iW I ur SCALE: V=50' " • r WEST MILL FIG. 1 HIGH STREET EXISTING = L NORTH ANDOVER, MA HYDROLOGY 2014-014.00 8 I. �1. I :i h "i Ill gg r, �fgrpqL` r 1012 WEST MILL 1 3 , f ` f ' 0esign.Coi l: .. , .ts, (nc GfVi! GNGINCEFt pnd .Ayp W YV Y0RS HIGH STREET + . 120hiiddlnsoxAvoquouit020, • • � �Somo4lo;MA02145 "1 • • 17.�X1D 3350p(317• Et•7.710�' . � Ile. i 31 io it ( 1 � 7 � 1 } Proposed Parking 1 �Pos ed Parking 2 ( ) Rain Gten 1 ain Garden 2 ( ) Existing Overland Flow Prop sed Rain Garden proposed Parking U4 [ a ( ) Rain en 5 Rain Garden ( J 5S ` 4S Proposed Parking 7 Proposed Parking 5W ! j E.. t. 1 j Suaal' Reaclt ort 111k Drainage Diagram for 2014-014 Hydrology E.,r--Pl)V9J0 ared by Design Consultants,Inc., Printed 311 312 01 4 sln 00884 02010 HydroCAD Software So€ulions LLC 1 11 i 2014-014 Hydrology Type ///24-hr2-Yr Rainfall=3.20" Prepared by Design Consultants, Inc. Printed 3/13/2014 IHydroCADO 9.10 sin 00884 O 2010 HydroCAD_Software Solutions LLC _ Page 22 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method Pond routing by Stor-Ind method SubcatchmentOS: Existing Runoff Area=46,016 sf 36.00% Impervious Runoff Depth=1.61" Tc=5.0 min CN=83 Runoff=2.06 cfs 0.142 of Subcatchment 1 S: Proposed Parking 1 Runoff Area=858 sf 0.00% Impervious Runoff Depth=1.09" Tc=5.0 min CN=75 Runoff=0.03 cfs 0.002 of Subcatchrrment2S: Proposed Parking 2 Runoff Area=1,482 sf 0.00% Impervious Runoff Depth=1.09" Tc=5.0 min CN=75 Runoff=0.04 cfs 0.003 of Subcatchment3S: Proposed Parking 3&4 Runoff Area=1,714 sf 0.00% Impervious Runoff Depth=1.09" Tc=5.0 min CN=75 Runoff=0.05 cfs 0.004 of Subcatchment4S: Proposed Parking 5&6 Runoff Area=1,546 sf 0.00% Impervious Runoff Depth=1.09" Tc=5.0 min CN=75 Runoff=0.05 cfs 0.003 of Subcatchment6S: Proposed Parking 7 Runoff Area=960 sf 0.00% Impervious Runoff Depth=1.09" Tc=5.0 min CN=75 Runoff=0.03 cfs 0,002 of Subcatchment6S: Overland Plow Runoff Area=39,456 sf 41.98% Impervious Runoff Depth=1.68" Tc=6,0 min CN=84 Runoff=1.85 cfs 0.127 of Reach 1R. Proposed Inflow=1.85 cfs 0.127 of Outflow=1.85 cfs 0.127 of Pond 1P: Rain Garden 1 Peak Elev=0.63' Storage=39 cf Inflow=0.03 cfs 0.002 of Discarded=0.00 cfs 0.002 of Primary=0.00 cfs 0.000 of Outflow=0.40 cfs 0.002 of Pond 2P: Rain Garden 2 Peak Elev=0.67' Storage=69 cf Inflow=0.04 cfs 0.003 of Discarded=0.00 cfs 0.003 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.003 of Pond 3P: Rain Garden 3 Peak Elev=0.64' Storage=79 of Inflow=0.05 cfs 0.004 of Discarded=0.00 cfs 0.004 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0,004 of Pond 4P: Rain Garden 4 Peak Elev=0.57' Storage=68 cf Inflow=0,05 cfs 0.003 of Discarded=0.00 cfs 0,003 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.003 of Pond 513: Rain Garden 5 Peak Elev=0.42' Storage=38 cf Inflow=0.03 cfs 0.002 of Discarded=0.00 cfs 0.002 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.002 of 12 2014-014 Hydrology Type fff 24-hr 2-Yr Rainfef1=3.20" Prepared by Design Consultants, Inc, Printed 3/13/2014 HydroCAD®9,10 sln 00884 02014 HydroCAD Software Solutions LLC Pape 3 Summary for Subcatchment OS: Existing t Runoff = 2.06 cfs @ 12.08 hrs, Volume= 0.142 af, Depth= 1.61" Runoff by SCS TR 20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type Ili 24-hr 2-Yr Rainfall=3.20" Area (so CN Description 16,564 98 Paved parking, HSG C 29,452 74 >75% Grass cover, Good, HSG C _ 46,016 83 Weighted Average 29,452 64.00% Pervious Area 16,564 36,00% Impervious Area To Length Slope Velocity Capacity Description min feet ft/ft ft/sec ofs t 5.0 Direct Entry, Direct Entry Summary for Subcatchment 1S: Proposed Parking 1 Runoff = 0A3 cfs @ 12.08 hrs, Volume= 0.002 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Yr Rainfall=3.20" r : Areas ON Description * 651 75 Porous Wavers 207 74 >76% Grass cover, Good, HSG C 858 75 Weighted Average 858 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet)_ (ftlft) (ft/sec) _(cfs} _ 5.0 Direct Entry, Dirent Entry Summary for Subcatchment 2S: Proposed Parking 2 Runoff = 0.04 cfs @ 12.08 hrs, Volume= 0.003 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Yr Rainfall=3.20" Area (so CN Description * 1,138 75 Porous Pavers 344 74 >75% Grass cover, Good HSG C 1,482 75 Weighted Average 1,482 100.00% Pervious Area 13 2014-014 Hydrology Type f1124-hr 2-Yr Raint'a11=3.20" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAM 9.10 sin 00884 ©2010 W droCAD Software Solutions LLC Page 4 Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 5.0 Direct Entry, Dirent Entry Summary for Subcatchment 3S: Proposed Parking 3&4 Runoff = 0.05 cfs @ 12.08 hrs, Volume= 0.004 af, Depth= 1 A9" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48,00 hrs, dt= 0.01 hrs Type Ill 24-hr 2-Yr Rainfall=3.20" Area (sf) CN Description * 654 75 Porous Pavers * 652 75 Porous Pavers 408 74 >75% Grass cover, Good, HSG C 1,714 75 Weighted Average 1,714 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) _(feet) _(Rift) _fUsec (cfs) 5.0 Direct Entry, Dirent Entry ^� Summary for Subcatchment 4S: Proposed Parking 5&6 Runoff _ 0.05 cfs @ 12.08 hrs, Volume= 0.003 af, Depths 1.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48,00 hrs, dt= 0.01 hrs Type III 24-hr 2-Yr Rainfall=3.20" Area_(sf} C-N Description * 330 75 Porous Pavers * 814 75 Porous Pavers 402 74 >75% Grass cover, Good HSG C 1,646 75 Weighted Average 1,546 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (ruin) (feet) (ftlft) (fUsec) (cfs) 5.0 Direct Entry, Dirent Entry Summary for Subcatchment 5S: Proposed Parking 7 Runoff = 0.03 cfs @ 12.08 hrs, Volume= 0.002 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Yr Rainfall=3.20" 14 t 1 2014-014 Hydrology Type/I/24-hr2-Yr Rainfall=3.20" Prepared by Design Consultants, Inc, Printed 3/13/2014 H droCADO 9.10 sln 00884 0 2010 H droCAD Software Solutions LLC Page 5 Area Lso- ON --Description 652 75 Porous Pavers 308 74 >75% Grass cover, Good HSG C 960 75 Weighted Average 960 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6.0 Direct Entry, Dirent Entry Summary for Subcatchment 6S: Overland Flow Runoff = 1.85 cfs @ 12.08 hrs, Volume= 0.127 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt=0.01 hrs Type III 24-hr 2-Yr Rainfall=3.20" Area (so CN Description 16,564 98 paved parking, HSG C 22,892 74 >75% Grass cover,Good HSG C 39,456 84 Weighted Average 22,892 58.02% Pervious Area 16,564 41.98% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ftlft) (ft/sec) 5.0 Direct Entry, Direct Entry Summary for Reach 1 R: Proposed Inflow Area= 1.056 ac, 36.00% Impervious, Inflow Depth = 1.44" for 2-Yr event Inflow = 1,85 cfs @ 12.08 hrs, Volume= 0.127 of Outflow = 1.85 cfs @ 12.08 hrs, Volume= 0.127 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Pond 1 P: Rain Garden 1 Inflow Area= 0.020 ac, 0.00% Impervious, Inflow Depth = 1.09" for 2-Yr event Inflow = 0.03 cfs @ 12.08 hrs, Volume= 0.002 of Outflow = 0.00 cis @ 11.67 hrs, Volume= 0.002 af, Atten= 95%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.67 hrs, Volume= 0.002 of Primary - 0.00 cfs @ 0.00 hrs, Volume= 0A00 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 0.63' @ 15.51 hrs Surf.Area= 207 sf Storage= 39 of Plug-Flow detention fime= 325.8 min calculated for 0.002 of(100%of inflow) Center-of-Mass det. time= 325.8 min ( 1,183.7 - 857.9 } 16 2014-014 Hydrology Type 11124-hr 2-Yr Rainfall=3.20" Prepared by Design Consultants, Inc. Printed 3/13/2014 HydroCAD®9.10 s/n 00884 @ 2010 HydroCAD Software Solutions LLC Page 6 Volume Invert Avail.Stora a -Storage Description #1 0.00, 337 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) ---(sq-ft) (%) ----- (cubic-feet) (cubic-feet) 0.00 207 0.0 0 0 0.01 207 30.0 1 1 1.00 207 30.0 61 62 2.00 207 30.0 62 124 3.00 207 30.0 62 186 3.01 95 100.0 2 188 4.00 207 100.0 149 337 Device Routing Invert Outlet Devices #1 Discarded 0.00' 0.270 in/hr Exfiitra#Ian over Surface area #2 Primary 3.80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0,80 1.00 1,20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 11.67 hrs HW=0.01' (Free Discharge) q=Exfiltration (E;xfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) 2=19road-Crested Rectangular Weir( Controls 0.00 cfs) t3=Orif ice/G rate ( Controls 0.00 cfs) Summary for Pond 2P. Rain Garden 2 Inflow Area = 0.034 ac, 0,00% Impervious, Inflow Depth = 1.09" for 2-Yr event Inflow - 0,04 cfs @ 12.08 hrs, Volume= 0A03 of Outflow - 0.00 cfs @ 11.66 hrs, Volume= 0,003 af, Atten= 95%, Lag=0.0 min Discarded = 0.00 cfs @ 11.66 hrs, Volume= 0.003 of Primary - 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span= 0.00-48.00 hrs, dl=0.01 hrs Peak Elev= 0.67' @ 15.62 hrs Surf.Area= 344 sf Storage=69 cf Plug-Flow detention time= 344.9 min calculated for 0.003 of(100% of inflow) Center-of-Mass det. lime= 344.9 min ( 1,202.8 - 857.9 ) Volume Invert Avail.Storage Storage Description _ #1 0.00, 671 cf Custom Stage Data (Prismatic)Listed below (Recalc) 16 ' 2014.014 Hydrology Type N 24-hr 2-Yr Rainfa11=3.20" Prepared by Design Consultants, Inc. Printed 3/13/2014 ICI. droCAD0 9.1_0 s/n 00884 O 2010 HydroCAD Software Solutions LLC Y. Page 7 Elevation Surf Area Voids Inc.Store Cum.Store feet s -ft % cubic-feet cubic-feet 0.00 344 0.0 0 0 0.01 344 30.0 i 1 1.00 344 30.0 102 103 2.00 344 30.0 103 206 3.00 344 30.0 103 310 3.01 178 100.0 3 312 4.00 344 100.0 258 571 Device Routing Invert Outlet Devices ##1 Discarded 0.00' 0.270 in/hr Exfiltra#ion over Surface area #2 Primary 3.80' 5.0' tong x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Viscarded OutFlow Max=0.00 cfs @ 11.66 hrs HW=0.01' (Free Discharge) 1=Exfiitrat1on (Exfiltration Controls 0.00 cis) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) N =Broad-Crested Rectangular Weir( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 3P: Rain Garden 3 f Inflow Area = 0.039 ac, 0.00% Impervious, inflow Depth = 1.09" for 2-Yr event Inflow - 0.05 cfs @ 12.08 hrs, Volume= 0.004 of Outflow - 0.00 cfs @ 11.66 hrs, Volume= 0.004 af, Atten= 95%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.66 hrs, Volume= 0.004 of Primary - 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48,00 hrs, dt= 0.01 hrs Peak Elev= 0.64'@ 15.55 hrs Surf.Area= 408 sf Storage= 79 of r Plug-Flow detention time= 332.4 min calculated for 0.004 of(100%of inflow) Center-of-Mass det. time= 332.4 min ( 1,190.3-857.9) # Volume Invert Avail.Stora a Storage Description #1 0.00, 686 cf Custom Stage Data (Prismatic)Listed below(Recalc) I ' f 17 2014-014 Hydrology Type Ill 24-hr 2-Yr Rainfall=3.20" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAD0 9.10 sln 00884 02010 H droCAD Software Solutions LLC Pa e 8 Elevation Surf.Area Voids inc,Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet). 0.00 408 0.0 0 0 0.01 408 30.0 1 1 1.00 408 30.0 121 122 2.00 408 30.0 122 245 3.00 408 30.0 122 367 3.01 229 100.0 3 370 4.00 408 100.0 315 686 Device Routing Invert Outlet Devices #1 Discarded 0.00' 0.270 inlhr Exfiltration over Surface area #2 Primary 3.80' 6.0` tong x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.76 2.86 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Vert. Orifice/Grate C= 0.600 Qiscarded OutFlow Max=0.00 cfs @ 11.66 hrs HW=0A1' (Free Discharge) 1=Exfiltratlon (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) 12=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 3=Orif lce/G rate ( Controls 0.00 cfs) Summary for Pond 4P; Rain Garden 4 Inflow Area = 0.035 ac, 0.00% Impervious, Inflow Depth = 1.09" for 2-Yr event Inflow - 0.05 cfs @ 12.08 hrs, Volume= 0.003 of Outflow - 0.00 cfs @ 11.68 hrs, Volume= 0.003 af, Atten= 94%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.68 hrs, Volume= 0.003 of Primary - 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 0.57' @ 15.27 hrs Surf.Area= 402 sf Storage= 68 cf Plug-Flow detention time= 290.9 min calculated for 0.003 of(100% of inflow) Center-of-Mass det_ time= 290.9 min ( 1,148.8 - 857.9 ) Volume Invert Avail.Storage Storage Description _ #1 0.00, 684 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feel) _ (cubic-feet 0.00 402 0.0 0 0 0.01 402 30.0 1 1 1.00 402 30.0 119 121 2.00 402 30.0 121 241 3.00 402 30.0 121 362 3.01 243 100.0 3 365 4.00 402 100.0 319 684 18 2014-014 Hydrology Type Ill 24-hr 2-Yr Rainfall=3.20" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCADO 9.10 s/n 00884 ©2010 H droCAD Software Solutions LLC Page 9 Device Routing Invert Outlet Devices #1 Discarded 0.00' 0.270 In/hr Exflltration over Surface area #2 Primary 3.80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Vert. Orifice/Grate C= 0,600 4 Qiscarded OutFlow Max=0.00 cfs @ 11.68 hrs HW=0.01' (Free Discharge) T--1=Exflltration (Exfiltration Controls 0.00 cfs) rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond SP. Rain Garden 5 Inflow Area = 0.022 ac, 0.00% Impervious, Inflow Depth = 1.09" for 2-Yr event Inflow - 0.03 cfs @ 12.08 hrs, Volume= 0.002 of Outflow - 0.00 cfs @ 11.72 hrs, Volume= 0.002 af, Atten= 93%, Lag= 0.0 min Discarded = 0.00 cfs @ 11,72 hrs, Volume= 0.002 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span= 0,00-48.00 hrs, dt= 0.01 hrs Peak Elev= 0.42' @ 14.51 hrs SurfArea= 305 sf Storage= 38 of Plug-Flow detention time= 209.7 min calculated for 0.002 of(100% of inflow) Center-of-Mass det. time= 209.7 min ( 1,067.6 - 857.9 } Volume Invert Avail.Stora a Storage Description #1 0.00' 517 of Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store ,(feet) (sq-ft), „ . ,(%) „ „ „(cubic.feet)...,._,._ (cubic-feet) 0.00 305 0.0 0 0 0.01 305 30.0 1 1 1.00 305 30.0 91 92 2.00 305 30.0 92 183 3.00 305 30.0 92 275 3.01 178 100.0 2 277 4.00 308 100.0 241 517 Device Routing Invert Outlet Devices #1 Discarded 0.00' 0.270 in/hr Exfiltration over Surface area #2 Primary 3.80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0,20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2,69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Vert. Orifice/Grate C= 0.600 143 2014-014 Hydrology Type ill 24-hr 2-Yr Rainfall=3.20" Prepared by Design Consultants, Inc. Printed 3113/2014 Hy_droCAd®_9.10 s/n 00884 Q 2010 HydroCAD Software Solutions LLC Page 10 discarded Outflow Max=0.00 cis @ 11.72 hrs HW=0.01' (Free Discharge) 'F--1=EARration (Exfiltration Controls 0.00 cfs) Primary Outflow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 13=0 rifice/G rate ( Controls 0.00 cfs) 20 i ` 2014-014 Hydrology Type 11124-hr 10-Yr Rainfal14.80" Prepared by Design Consultants, Inc, Printed 3/13/2014 H droCAD®9.10 s/n 00884 OO 2010 H droCAD Software Solutions LLC Page 11 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubeatchmentOS: Existing Runoff Area=46,016 sf 36.00% Impervious Runoff Depth=2.99" Tc=5.0 min CN=83 Runoff=3.83 cfs 0.264 of Subcatchment9S: Proposed Parking'I Runoff Area=668 sf 0,00% Impervious Runoff Depth=2.29" Tc=5.0 min CN=75 Runoff=0.06 cfs 0.004 of Subeatchment2S: Proposed parking 2 Runoff Area=1,482 sf 0.00% Impervious Runoff Depth=2.29" Tc=5.0 min CN=75 Runoff=0.09 cfs 0.006 of Subcatchment3S: Proposed Parking 3&4 Runoff Area=1,714 sf 0,00%Impervious Runoff Depth=2.29" Tc=5.0 min CN=75 Runoff=0.11 cfs 0.008 of Subcatchment4S: Proposed Parking 5&6 Runoff Area=1,546 sf 0.00% Impervious Runoff Depth=2.29" Tc=5.0 min CN=75 Runoff=0.10 cfs 0.007 of Subcatchment5S: Proposed Parking 7 Runoff Area=960 sf 0.00%Impervious Runoff Depth=2.29" Tc=5.4 min CN=75 Runoff=0.06 cfs 0.004 of Subcatchment6S: Overland Flow Runoff Area=39,456 sf 41,98% Impervious Runoff Depth=3.09" Tc=5.0 min CN=84 Runoff=3.38 cfs 0.233 of Reach'IR. proposed Inflow=3.38 cfs 0.233 of Outflow=3.38 cfs 0.233 of Pond 1P: Rain Garden 1 Weak Elev=1.73' Storage=107 of Inflow=0.05 cfs 0.004 of Discarded=0.00 cfs 0,004 of Primary=0,00 cfs 0.000 of Outflow=0.00 cfs 0.004 of Pond 2P: Rain Garden 2 Peak Elev=1.81' Storage=187 of Inflow=0.09 cfs 0.006 of Discarded=0.00 cfs 0,006 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.006 of Pond 313: Rain Garden 3 Peak Elev=1.76' Storage=215 cf Inflow=0.11 cfs 0.008 of Discarded=0.00 cfs 0.008 of Primary=0,00 cfs 0,000 of Outflow=0.00 cfs 0.008 of Pond 4P: Rain Garden 4 Peak Elev=1.66' Storage=189 cf Inflow=0.10 cfs 0.007 of Discarded=0.00 cfs 0.007 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.007 of Pond 5P: Rain Garden 5 Peak Elev=1.20' Storage=110 cf Inflow=0.06 cfs 0.004 of Discarded=0.00 cfs 0.004 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.004 of 21 2014-014 Hydrology Type !It 24-hr 10-Yr Rainfall=4.80" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCADOM10 sln 00884 02010 H droCAD Software Solutions LLC Page 12 Summary for Subcatchment OS: Existing Runoff - 3.83 cfs @ 12.07 hrs, Volume= 0.264 af, Depth= 2.99" Runoff by SCS TR-20 method, UH=SCS,Time Span= 0.00-48,00 hrs, dt= 0,01 hrs Type III 24-hr 10-Yr Rainfall=4.80" Area (sD CN Description____ 16,664 98 Paved parking, HSG C 29,452 74 >75% Grass cover, Good HSG C 46,016 83 Weighted Average 29,452 64.00% Pervious Area 16,564 36.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry Summary for Subcatchment 1S: Proposed Parking 1 Runoff = 0.05 cfs @ 12.08 hrs, Volume= 0.004 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS,Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type Ill 24-hr 10-Yr Rainfall=4.80" Area (so CN Description " 651 75 Porous Pavers 207 74 >75% Grass cover, Good, HSG C 858 75 Weighted Average 858 100,00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ftfft ftfsec cfs 5.0 Direct Entry, Dirent Entry Summary for Subcatchment 2S: Proposed Parking 2 Runoff - 0.09 cfs @ 12.08 hrs, Volume 0,006 A Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type Ill 24-hr 10-Yr Rainfall=4.80" Area (so CN Description ' 1,138 75 Porous Pavers 344 74 >75% Grass cover, Good, HSG C 1,482 75 Weighted Average 1,482 100.00% Pervious Area 22 i I : 2014.014 Hydrology Type /I/24-hr 10-Yr Rainfall=4.80" Prepared by Design Consultants, Inc. Printed 3/1312014 H droCAD0 9.10 s1n 00884 02010 H droCAD Software Solutions LLC Page 13 To Length Slope Velocity Capacity Description (min)_ (feet) (fUft) _Lftlsec)- (cfs) 5.0 Direc t Entry, ©irent Entry Summary for Subcatchment 3S: Proposed Parking 3&4 Runoff - 0.11 cfs @ 12.08 hrs, Volume= 0.008 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Yr Rainfall=4.80" Areas CN Description * 654 75 Porous Pavers 652 75 Porous Pavers 408 74 >75% Grass cover, Good, HSG C 1,714 75 Weighted Average 1,714 100.00% Pervious Area To Length Slope Velocity Capacity Description min feet ft/ft ft/see cfs 5.0 Direct Entry, Dirent Entry r Summary for Subcatchment 4S: Proposed Parking 6&6 Runoff = 0.10 cfs @ 12.08 hrs, Volume= 0.007 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt=0.01 hrs Type III 24-hr 10-Yr Rainfall=4.80" Area (sf) CN Description___.__ * 330 75 Porous Pavers * 814 75 Porous Pavers 402 74 >75% Grass cover, Good HSG C 1,548 75 Weighted Average 1,546 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) _(feet) (ft/ft) --(ft/sec) (cfs) 5.0 Direct Entry,„_....., _ ". Dirirent Entry Summary for Subcatchment 6S: Proposed Parking ? Runoff - 0.06 cfs @ 12.08 hrs, Volume= 0.004 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Yr Rainfall=4.80" 23 2014-014 Hydrology Type Ill 24-hr 90-Yr Rainfall=4.80" Prepared by Design Consultants, Inc. Printed 3/13/2014 HydroCAD©9.1_0 sln 00884 ©2010 HydroCAD Software Soluti©nsLLC ,,,...._.._Pape 14 Areas CN Description " 652 75 Porous Pavers 308 74 >75%Grass cover, Good, HSG C 960 75 Weighted Average 960 100,00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Direct Entry Summary for Subcatchment 6S: Overland Flow Runoff - 3.38 cfs @ 12.07 hrs, Volume= 0.233 af, Depth= 3.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt=0.01 hrs Type III 24-hr 10-Yr Rainfall=4.80" Area (sD CN Description 16,564 98 Paved parking, HSG C 22 892 74 >75%Grass cover, Good, HSG C 39,456 84 Weighted Average 22,892 58.02% Pervious Area 16,564 41.98% Impervious Area Tc Length Slope Velocity Capacity Description (rein) (feet) _(ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry ry Summary for Reach 1R: Proposed Inflow Area = 1.056 ac, 36,00% Impervious, Inflow Depth = 2.65" for 10-Yr event Inflow - 3.38 cfs @ 12.07 hrs, Volume= 0,233 of Outflow - 3.38 cfs @ 12.07 hrs, Volume= 0.233 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0,00-48.00 hrs, dt= 0.01 hrs Summary for Pond 1P: Rain Garden 1 Inflow Area = 0.020 ac, 0.00% Impervious, Inflow Depth = 2.29" for 10-Yr event Inflow 0.05 cfs @ 12,08 hrs, Volume= 0.004 of Outflow = 0.00 cfs @ 10.86 hrs, Volume= 0.004 af, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.86 hrs, Volume= 0.004 of Primary 0.00 cfs @ 0,00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Flev= 1.73' @ 17.80 hrs Surf.Area= 207 sf Storage= 107 of Plug-Flow detention time= 825.9 min calculated for 0.004 of(100% of inflow) Center-of-Mass det. time= 825.9 min ( 1,661.8- 835.9 } 24 2014-014 Hydrology Type 11124-hr 10-Yr Rainfall=4.80° Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAM 9.10 s/n 00884 02010 H droCAD Software Solutions LLC Page 15 Volume Invert Avail.Storage Storage Description _ #1 0.00, 337 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store feet s -ft % cubic-feet cubic-feet 0.00 207 0.0 0 0 0.01 207 30.0 1 1 1.00 207 30.0 61 62 2.00 207 30.0 62 124 3.00 207 30.0 62 186 3.01 95 100.0 2 188 4.00 207 100.0 149 337 Device Routinq Invert Outlet Devices ' #1 Discarded 0.00' 0.270 inlhr Exfiltratlon over Surface area #2 Primary 3,80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0,20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.76 2.85 2.98 3.08 3.20 128 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Horiz, Orifice/Grate C= 0.600 ( Limited to weir flow at low heads !Lis Ou#Flow Max=0.00 cfs @ 10.86 hrs HW=0.01' (Free Discharge) 1=Exfiltratlon (EM(ration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) �2=13road-Crested Rectangular Weir( Controls 0.00 cfs) 3=OrificelGrate (Controls 0.00 cfs) Summary for Pond 2P: Rain Garden 2 Inflow Area = 0.034 ac, 0.00% Impervious, Inflow Depth = 2.29" for 10-Yr event Inflow - 0.09 cfs @ 12.08 hrs, Volume= 0.006 of Outflow = 0.00 cfs @ 10.82 hrs, Volume= 0.006 of, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.82 hrs, Volume= 0.006 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0,01 hrs Peak Elev= 1.81' @ 17.93 hrs Surf.Area= 344 sf Storage= 187 cf Plug-Flow detention time= 865.6 min calculated for 0.006 of(100% of inflow) Center-of-Mass det. time= 865.7 min ( 1,701.7 - 835.9 ) Volume Invert Avail.Stora e Storage Description #1 0.00, 671 of Custom Stage Data (Prismatic)Listed below(Recalc) 26 2014-014 Hydrology Type I//24-hr 10-Yr Rainfall=4.80" Prepared by Design Consultants, Inc. Printed 3/13/2014 HydroCADO 9.10 sln 00884 ©2010 HydroCAD Software Solutions LLC Pane 16 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (SA-ft) (%) (cubic-feet) (cubic-feet) 0.00 344 0.0 0 0 0.01 344 30.0 1 1 1.00 344 30.0 102 103 2.00 344 30.0 103 206 3.00 344 30.0 103 310 3.01 178 100.0 3 312 4.00 344 100.0 258 571 Device Routing Invert Outlet Devices #1 Discarded 0.00' 0.270 inlhr Exfiltration over Surface area ##2 Primary 3.80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0,80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2,72 2,75 2.85 2,98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6,0" Horiz, Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 10.82 hrs HW=0.01' (free Discharge) 1=Exfiitration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) N2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) =Orlf ice/G rate ( Controls 0.00 cfs) Summary for Pond 3P: Rain Garden 3 Inflow Area = 0.039 ac, 0.00% Impervious, Inflow Depth = 2.29" for 10-Yr event Inflow _ 0,11 cfs @ 12.08 hrs, Volume= 0.008 of Outflow - 0.00 cfs @ 10.85 hrs, Volume= 0.008 af, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.85 hrs, Volume= 0.008 of Primary - 0,00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 1.76' @ 17.84 hrs Surf.Area=408 sf Storage= 215 cf Plug-Mow detention time= 839.5 min calculated for 0.008 of(100%of inflow) Center-of-Mass det. Time= 839.6 min ( 1,675.5 - 835.9 ) Volume Invert Avail.Storage Storage Description #1 0,00, 686 cf Custom Stage Data (Prismatic)Listed below (Recalc) 26 2014-014 Hydrology Type Ill 24-hr 10-Yr Rainfall=4.80" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAD®9.10 s/n 00884 ©2010 H droCAD Software Solutions LLC Pa e 17 Elevation Surf.Area Voids Inc.Store Cum.Store feet s -ft % cubic-feet cubic-feet 0.00 408 0.0 0 0 0.01 408 30,0 1 1 1.00 408 30.0 121 122 2.00 408 30.0 122 245 3.00 408 30.0 122 367 3.01 229 100.0 3 370 4.00 408 100.0 315 686 Device Routin-q Invert Outlet Devices #1 Discarded 0.00' 0.270 in/hr Exflltration over Surface area #2 Primary 3.80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2,00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3,31 3.30 3.31 3,32 t #3 Primary 3.90' 6.0"Vert. Orifice/Grate C= 0,600 Qscarded Outflow Max=0.00 cfs @ 10.85 hrs HW=0.01' (Free Discharge) 1=Exf1ltrat1on (Exfiltration Controls 0.00 cfs) Primary Outflow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) �_2=13road-Crested Rectangular Weir( Controls 0.00 cfs) _3=Orlf ice/G rate (Controls OAO cfs) Summary for Pond 413: Rain Garden 4 Inflow Area = 0.035 ac, 0.00% Impervious, Inflow Depth = 2.29" for 10-Yr event Inflow - 0.10 cfs @ 12.08 hrs, Volume= 0.007 of Outflow 0.00 cfs @ 10.94 hrs, Volume= 0.007 af, Atten= 97%, Lag= 0,0 min Discarded = 0.00 cfs @ 10.94 hrs, Volume= 0.007 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 1.56' @ 17.52 hrs Surf.Area=402 sf Storage= 189 cf Plug-Flow detention time= 753.0 min calculated for 0.007 of(100% of inflow) Center-of-Mass det. time= 753.1 min ( 1,589.0 - 835.9 ) Volume Invert Avail.Storage Storage Description #1 0.00, 684 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store feet s -ft % cubic-feet cubic-feet 0.00 402 0.0 0 0 0.01 402 30.0 1 1 1,00 402 30.0 119 121 2.00 402 30.0 121 241 3.00 402 30.0 121 362 3.01 243 100.0 3 365 4.00 402 100.0 319 684 27 2014-014 Hydrology Type M 24-hr 10-Yr Rainfall=4.60" Prepared by Design Consultants, Inc. Printed 3/13/2014 HydroCAD®9.10 sin 00884 02010 HydroCAD Software Solutions LLC Page 18 Device Routing Invert outlet Devices #1 Discarded 0.00' 0.270 inlhr Exfiitration over Surface area #2 Primary 3.80' 6.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Vert, Orifice/Grate C= 0.600 Qiscarded OutFlow Max=0.00 cfs @ 10.94 hrs. HW=0.01' (Free Discharge) F-1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) t2=Broad-Crested Rectangular Weir(Controls 0.00 cfs) 3=0 rif iceIG rate (Controls 0.00 cfs) Summary for Pond 5P: Rain Garden 6 Inflow Area = 0.022 ac, 0.00% Impervious, Inflow Depth = 2.29" for 10-Yr event Inflow - 0.06 cfs @ 12,08 hrs, Volume= 0,004 of Outflow = 0.00 cfs @ 11,14 hrs, Volume 0.004 af, Atten= 97%, Lag= 0,0 min Discarded = 0.00 cfs @ 11.14 hrs, Volume= 0.004 of Primary - 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.01 hrs Peak Elev= 1.20' @ 16.65 hrs Surf.Area= 305 sf Storage= 110 cf Plug-Flow detention time= 584.6 min calculated for 0.004 of(100% of inflow) Center-of-Mass det. time= 584.7 min ( 1,420.6 -835.9 ) Volume Invert Avail-Storage Storage Description #1 0.00, 517 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) _(cubic-feet) 0.00 305 0.0 0 0 0,01 305 30.0 1 1 1.00 305 30.0 91 92 2.00 306 30.0 92 183 3.00 305 30.0 92 275 3.01 178 100.0 2 277 4,00 308 100.0 241 517 Device Routing Invert Outlet Devices #1 Discarded 0.00' 0.270 Inihr Exfiltration over Surface area #2 Primary 3.80' 6.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0,40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Vert. Orifice/Grate C= 0.600 20 i 2014-014 Hydrology Type /I/24-hr 10-Yr Rainfaff=4.80" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAD0 9.10 sln 00884 ©2010 Hi droCAD Software Solutions LLC Page 19 f scarded Outflow Max=0.00 cfs @ 11.14 hrs HW=0,01' (Free Discharge) 1µUfiitration (Exfiltration Controls 0.00 cfs) Primary Outflow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) �2=13road-Crested Rectangular Weir( Controls 0.00 cfs) 3=0rifice/Grate ( Controls 0.00 cfs) f r s k 2014-014 Hydrology Type 11124-hr 25-Yr Rainfall=6.00" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAM 9.10 s/n 00684 02010 H droCAD Software Solutions LLC Pacie 20 Time span=0.00-48.00 hrs, dt=0.01 hrs,4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubeatchmentOS: Existing Runoff Area=46,016 sf 36.00% Impervious Runoff Depth=4.09" Tc=5.0 min CN=83 Runoff=5.19 cfs 0.360 of SubcatchmentlS: Proposed Parking 1 Runoff Area=858 sf 0.00% Impervious Runoff Depth=3.28" Tc=5.0 min CN=75 Runoff=0.08 cfs 0,005 of Subcatchment2S: Proposed Parking 2 Runoff Area=1,482 sf 0.00%Impervious Runoff Depth=3.28" Tc=5.0 min CN=75 Runoff=0.14 cfs 0.009 of Subcatchment3S: Proposed Parking 3M Runoff Area=1,714 sf 0.00%Impervious Runoff Depth=3.28" Tc=5.0 min CN=75 Runoff=0.16 cfs 0.011 of Subcatchment4S: Proposed Parking SU Runoff Area=1,546 sf 0.00% Impervious Runoff Depth=3.28" Tc=5.0 min CN=75 Runoff=0.14 cfs 0.010 of Subcatchment5S: Proposed Parking 7 Runoff Area=960 sf 0.00% Impervious Runoff Depth=3.28" Tc=5.0 min CN=75 Runoff=0.09 cfs 0.006 of Subcatchment6S: Overland Flow Runoff Area=39,456 sf 41.98% Impervious Runoff Depth=4.20" Tc=5.0 min CN=84 Runoff=4.55 cfs 0.317 of Reach 1R: Proposed Inflow=4.55 cfs 0.317 of Outflow=4.55 cfs 0.317 of Pond 1 P: Rain Garden 1 Peak Elev=2.72' Storage=169 of Inflow=0.08 cfs 0.006 of Discarded=0A0 cfs 0.004 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.004 of Pond 2P: Rain Garden 2 Peak Elev=2.86' Storage=295 of Inflow=0.14 cfs 0.009 of Discarded=0.00 cfs 0.007 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.007 of Pond 3P: Rain Garden 3 Peak Elev=2.77' Storage=339 of Inflow=0A6 cfs 0.011 of Discarded=0.00 cfs 0.008 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.008 of Pond 4P: Rain Garden 4 Peak Elev=2.47' Storage=298 cf Inflow=0.14 cfs 0.010 of Discarded=0.00 cfs 0.008 of Primary=0,00 cfs 0.000 of Outflow=0.00 cfs 0.008 of Pond 5P: Rain Garden 5 Peak Elev=1.91' Storage=175 of Inflow=0.09 cfs 0.006 of Discarded=0.00 cfs 0.006 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.006 of 30 2014-014 Hydrology Type 11124-hr25-Yr Rainfall=6.00" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAD@ 9.10 s/n 00884 02010 H droCAD Software Solutions LLC Page 21 Summary for Subcatchment OS: Existing Runoff -- 5.19 cfs @ 12.07 hrs, Volume= 0.360 af, Depth= 4.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt=0,01 hrs Type III 24-hr 25-Yr Rainfall=6A0" Area (so CN _Description 16,564 98 Paved parking, HSG C 29,452 74 >75% Grass cover, Good HSG C 46,016 83 Weighted Average 29,452 64.00% Pervious Area 16,564 36.00% Impervious Area To Length Slope Velocity Capacity Description min feel ft/ft) (ft/sec) (cfs 5.0 Direct Entry, Direct Entry f Summary for Subcatchment 1S: Proposed Parking 1 Runoff = 0.08 cfs @ 12.08 hrs, Volume= 0.005 af, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Yr Rainfall=6.00" Area (so CN Description " 651 75 Porous Pavers 207 74 >75% Grass cover, Good, HSG C 858 75 Weighted Average —,.,...,.. 858 100.00% Pervious Area To Length Slope Velocity Capacity Description min feet f/ft ft/sec cfs 5.0 Direct Entry, Dirent Entry Summary for Subcatchment 2S: Proposed Parking 2 Runoff - 0.14 cfs @ 12,08 hrs, Volume= 0.009 af, Depth= 3,28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Yr Rainfall=6.00" Area (so CN Descri tion 1,138 75 Porous Pavers 344 74 >75% Grass cover, Good, HSG C 1,482 75 Weighted Average 1,482 100.00% Pervious Area 31 2014-014 Hydrology Type ill 24-hr 25-Yr Rainfall=6.00" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCADO 9.10 s/n 00884 ©2010 H droCAD Software Solutions LLC Page 22 Te Length Slope Velocity Capacity Description min feet ft/f#) (ft/sec) (cfs 5.0 Direct Entry, Dirent Entry Summary for Subcatchment 3S: Proposed Parking 3&4 Runoff - 0.16 cis @ 12.08 hrs, Volume= 0.011 A Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48,00 hrs, dt= 0.01 hrs Type III 24-hr 25-Yr Rainfall=6.00" Area (so CN Description " 654 75 Porous Pavers 652 75 Porous Pavers 408 74 >75%Grass cover, Good, HSG C 1,714 75 Weighted Average 1,714 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)_ _ (feet) (ft/ft) (ftfsec) (cfs) 5.0 Dire..................._ ct Entry, Dirent Entry Summary for Subcatchment 4S: Proposed Parking 5&6 Runoff - 0.14 cfs @ 12.08 hrs, Volume= 0.010 af, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-48.00 hrs, dt= 0.01 hrs Type ill 24-hr 25-Yr Rainfall=6.00" Area (so CN Description 330 75 Porous Pavers 814 75 Porous Pavers 402 74 >75%Grass cover, Good, HSG C 1,546 75 Weighted Average 1,546 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min (feet) ftlft ft/sec cfs 5.0 Direct Entry, Dirent Entry Summary for Subcatchment SS: Proposed Parking 7 Runoff = 0.09 cfs @ 12.08 hrs, Volume= 0.006 af, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type lil 24-hr 25-Yr Rainfall=6.00" 32 2014-014 Hydrology Typo ll12a4-hr25-Yr Rainfall=6.00" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAM 9.10 s/n 00884 O 2010 H droCAD Software Solutions LLC Page 23 Area (so CN Description 662 75 Porous Pavers 308 74 >76% Grass cover, Good HSG C 960 75 Weighted Average 960 100.00% Pervious Area To Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 5.0 Direct Entry, Direct Entry Summary for Subcatchment 6S: Overland Flow Runoff - 4.55 cfs @ 12.07 hrs, Volume= 0.317 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Yr Rainfall=6.00" — --Areas CN Description -- 16,564 98 Paved parking, HSG C 22,892 74 >75% Grass cover, Good, HSG C 39,456 84 Weighted Average 22,892 58.02% Pervious Area 16,564 41.98% Impervious Area To Length Slope Velocity Capacity Description min (feet)_ (ft/ft)- -__ ftlsec__-_ (cfs) 5.0 Direct Entry, Direct Entry Summary for Reach 1 R: Proposed Inflow Area= 1.066 ac, 36.00% Impervious, Inflow Depth = 3.60" for 25-Yr event Inflow -- 4.65 cfs @ 12.07 hrs, Volume= 0.317 of Outflow = 4.55 cfs @ 12.07 hrs, Volume= 0.317 A Atten= 0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Pond 1 P: Rain Garden 1 Inflow Area = 0.020 ac, 0.00% Impervious, Inflow Depth = 3.28" for 25-Yr event Inflow - 0.08 cfs @ 12.08 hrs, Volume= 0.005 of Outflow = 0.00 cfs @ 10.15 hrs, Volume= 0.004 af, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.15 hrs, Volume= 0.004 of Primary - 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt= 0.01 hrs Peak Elev=2.72' @ 20.19 hrs Surf.Area= 207 sf Storage= 169 cf Plug-Flow detention time= 978.8 min calculated for 0.004 of(77% of inflow) Center-of-Mass det. time= 894.1 min ( 1,719.6 - 825.5 ) 33 2014-014 Hydrology Type 11124-hr 25-Yr Rainfall=6.00" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAD0 9.10 sin 00884 U 2010 H droCAD Software Solutions LLC Page 24 Volume Invert Avall.Stora a Storage Description #1 0.00, 337 cf Custom Stage data (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store feet) _ - ___(sq-ft) (%) (cubic-feet) (cubic-feet) 0.00 207 0.0 0 0 0.01 207 30.0 1 1 1.00 207 30.0 61 62 2.00 207 30.0 62 124 3.00 207 30.0 62 186 3.01 95 100.0 2 188 4.00 207 100.0 149 337 Device Routing Invert Outlet Devices #1 Discarded 0.00' 0,270 Inlhr Exflltratlon over Surface area #2 Primary 3.80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2,00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 ofs @ 10.15 hrs HW=0.01' (Free Discharge) t1=Exflltration (Exfiltration Controls 0.00 ofs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) 12=B road-C rested Rectangular Weir(Controls 0.00 cfs) 3=Oriflee/Grate (Controls 0.00 cis) Summary for Pond 2P: Rain Garden 2 Inflow Area = 0.034 ac, 0.00% Impervious, Inflow Depth = 3.28" for 25-Yr event Inflow - 0.14 cfs @ 12.08 hrs, Volume= 0.009 of Outflow -- 0.00 cfs @ 10.11 hrs, Volume= 0.007 af, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.11 hrs, Volume= 0,007 of Primary 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 2,86' @ 20.64 hrs Surf.Area= 344 sf Storage= 295 cf Plug-Flow detention time= 983.1 min calculated for 0.007 of(74%of inflow) Center-of-Mass det. time= 893.1 min ( 1,718.6 - 825.5 ) Volume Invert, Avail.Storage Storage Description #1 0.00, 571 cf Custom Stage Data (Prismatic)Listed below (Recalc) 34 i 2014-014 Hydrology Type f!! 24-hr 25-Yr Rainfall=6.00" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAD0 9.10 s/n 00884 02010 H droCAD Software Solutions LLC Pacie 25 Elevation Surf,Area Voids Inc.Store Cum.Store feet s -ft % cubic-feet cubic-feet 0.00 344 0.0 0 0 0.01 344 30.0 1 1 1.00 344 30.0 102 103 2.00 344 30.0 103 206 3.00 344 30.0 103 310 3.01 178 100.0 3 312 4.00 344 100.0 258 571 Device Routing Invert Outlet Devices #1 Discarded 0.00' 0.270 inlhr Exfiltration over Surface area #2 Primary 3.80' 6.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1 A0 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 € #3 Primary 3.90' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Qiscarded OutFlow Max=0.00 cfs @ 10.11 hrs HW=0.01' (Free Discharge) 1=Exfiltration (Exfiitration Controls 0.00 cfs) 4 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) T:2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 3P, Rain Garden 3 Inflow Area 0.039 ac, 0.00% Impervious, Inflow Depth = 3.28" for 25-Yr event Inflow = 0.16 cfs @ 12.08 hrs, Volume= 0.011 of Outflow = 0.00 cfs @ 10.14 hrs, Volume= 0.008 af, Men= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.14 hrs, Volume= 0.008 of Primary -- 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.01 hrs Peak Elev=2.77' @ 20.35 hrs Surf.Area= 408 sf Storage=339 cf Plug-Flow detention time= 980.3 min calculated for 0.008 of(76% of inflow) Center-of-Mass det. time= 893.7 min ( 1,719.2 -826,5) Volume Invert Avail.Stora e Storage Description !#1 0.00' 686 cf Custom Stage Data (Prismatic)Listed below (Recalc) 35 2014-014 Hydrology Type M 24-hr 25-Yr Rainfa11-6.00" Prepared by Design Consultants, Inc. Printed 3/13/2014 HydroCAD0 9.10 s/n 00884 O 2010 HydroCAD Software Solutions LLC Page 26 Elevation Surf.Area Voids Inc.Store Cum,Store feet s -ft % cubic-feet cubic-feet 0A0 408 0.0 0 0 0,01 408 30.0 1 1 1.00 408 30.0 121 122 2.00 408 30.0 122 245 3.00 408 30.0 122 367 3.01 229 100.0 3 370 4,00 408 100.0 315 686 Device Routine_ Invert Outlet Devices #1 Discarded UO' 0.270 inlhr Exfiltration over Surface area #2 Primary 3.80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0,60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3,90' 6.0"Vert. Orifice/Grate C= 0.600 Tiscarded OutFlow Max=0.00 cfs @ 10,14 hrs HW=0.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0,00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 13=0 rif ice/G rate ( Controls 0.00 cfs) Summary for Pond 4P. Rain Garden 4 Inflow Area = 0.035 ac, 0,00% Impervious, Inflow Depth = 3.28" for 25-Yr event Inflow - 0.14 cfs @ 12.08 hrs, Volume= 0,010 of Outflow - 0.00 cfs @ 10.23 hrs, Volume= 0,008 af, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.23 hrs, Volume= 0,008 of Primary - 0.00 cfs @ 0,00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peale Elev= 2.47' @ 19.47 hrs Surf.Area=402 sf Storage= 298 of Plug-Flow detention time= 967.5 min calculated for 0.008 of(83% of inflow) Center-of-Mass det. time= 895.9 min ( 1,721.4 - 826.5 ) Volume Invert Avail.Storage Storage Description #1 0.00, 684 cf Custom Stage Data (Prismatic)Listed below (Recale) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) T (sq-ft) (%) (cubic-feet) (cubic-feet) 0.00 402 0.0 0 0 0.01 402 30.0 1 1 1.00 402 30.0 119 121 2.00 402 30.0 121 241 3,00 402 30.0 121 362 3.01 243 100.0 3 365 4M 402 100.0 319 684 36 2014-014 Hydrology Type flf 24-hr 25-Yr Rainfall=6.00" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAM 9.10 stn 00884 O 2010 H droCAD Software Solutions L.L.0 page 2 Device Routing__________ Invert Outlet Devices _ #1 Discarded 0.00' 0.2701n1hr Exfiltration over Surface area #2 Primary 3.80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.60 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Vert. Orifice/Grate C= 0.600 3 discarded OutFlow Max=0.00 cfs @ 10,23 hrs HW=0,01' (Free Discharge) 1=Exfiltration (Exf ltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) t2=Broad-C rested Rectangular Weir( Controls 0.00 cfs) 3=Ori€ice/Grate ( Controls 0.00 cfs) Summary for Pond 5P: Rain Garden 5 Inflow Area = 0.022 ac, 0.00% Impervious, Inflow Depth : 3.28" for 25-Yr event Inflow = 0.09 cfs @ 12.08 hrs, Volume= 0A06 of outflow - 0.00 cfs @ 10.45 hrs, Volume= 0.006 af, Atten=98%, L.ag= 0.0 min Discarded = 0.00 cfs @ 10.45 hrs, Volume= 0.006 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48,00 hrs, dt=0.01 hrs Peak Elev= 1.91'@ 17.85 hrs Surf.Area= 305 sf Storage= 175 cf Plug-Flow detention time= 895.2 min calculated for 0.006 of(100% of inflow) Center-of-Mass det, time= 895.2 min ( 1,720.7 - 826.5 ) Volume Invert Avail.Sforage_ Storage Description #1 0.00 517 cf Custom Stage Data ' (Prismatic)Listed below{Recalc} Elevation Surf.Area Voids lnc.Store Cum.Store _.(feet) (sq-ft) M (cubic-feet) ,(cubio-feet) 0.00 306 0.0 0 0 0.01 305 30.0 1 1 1,00 305 30.0 91 92 2.00 305 30.0 92 183 3.00 305 30.0 92 275 3.01 178 100.0 2 277 4.00 308 100.0 241 517 Device Routing Invert Outlet Devices #1 Discarded 0.00' 0.270 inlhr Exfiitration over Surface area #2 Primary 3.80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Vert. Orifice/Grate C= 0.600 37 2014-014Hydrology Type If/24-hr 25-Yr RainfaN=6.00" Prepared by Design Consultants, Inc. Printed 3/13/2014 HydroCAD0 9.10 s/n 00884 ©2010 HydroCAD Software Solutions LLC Page 28 iscarded OutF'low Max=0,00 cfs @ 10.45 hrs HW=0.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary Outflow Max=0.00 cis @ 0.00 hrs HW=0.00' (Free Discharge) 'L2=13road-Crested Rectangular Weir( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 38 2014-014 Hydrology Type III 24-hr 100-Yr Rainfall=6.60" Prepared by Design Consultants, Inc. Printed 3/13/2014 Hi droCAD®9.10 s/n 00884 02010 M droCAD Software Solutions LLC Page 2 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentOS: Existing Runoff Area=46,016 sf 36.00% impervious Runoff Depth=6.55" Tc=5.0 min CN=83 Runoff=8.15 cfs 0.577 of SubcatchmentlS: Proposed Parking 1 Runoff Area=858 sf 0.00% Impervious Runoff Depth=5.59" Tc=5.0 min CN=75 Runoff-0.13 cfs 0.009 of Subcatchment2S: Proposed Parking 2 Runoff Area=1,482 sf 0,00% impervious Runoff Depth=5.59" Tc=5.0 min CN=75 Runoff=0.23 cfs 0.016 of Subcatchment3S: Proposed Parking M4 Runoff Area=1,714 sf 0.00% Impervious Runoff Depth=5.59" Tc=5.0 min CN=75 Runoff=0.27 cfs 0.018 of Subcatchment4S: Proposed Parking 5&6 Runoff Area=1,546 sf 0.00% Impervious Runoff Depth=5.59" Tc=5A min CN=75 Runoff=0.24 cis 0.017 of Subcatchment5S: Proposed Parking 7 Runoff Area=960 sf 0.00% Impervious Runoff Depth=5.59" Tc=5.0 min CN=75 Runoff=0.15 cfs 0.010 of Subcatchment6S:Overland Flow Runoff Area=39,456 sf 41.98% Impervious Runoff Depth=6.67" Tc=5.0 min CN=84 Runoff 7.08 cfs 0.504 of z ° Reach 1R: Proposed lrrflow=7.08 cfs 0.507 of Outflow=7.08 cfs 0.507 of ti Pond 1 P: Rain Garden 1 Peak Elev=3.80' Storage=298 cf Inflow=0.13 cfs 0.009 of Discarded=0.00 cfs 0.003 of Prirnary=0.00 cfs 0.001 of Outfiow=0.00 cfs 0.004 of Pond 2P: Rain Garden 2 Peak Elev=3.80' Storage=506 cf Inflow=0.23 cfs 0.016 of Discarded=0.00 cfs 0.006 of Primary=0.01 cfs 0.002 of Outflow=0.01 cfs 0.008 of Pond 3P: Rain Garden 3 Peak Elev=3.80' Storage=609 cf lnflow=0.27 cfs 0.018 of Discarded=0.00 cfs 0.007 of Primary=0.00 cfs 0.001 of Outflow=0.01 cfs 0.008 of Pond 4P: Rain Garden 4 Peak Elev=3.75' Storage=590 cf inflow=0.24 cfs 0.017 of Discarded=0.00 cfs 0.007 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.007 a# Pond 5P: Rain Garden 5 Peak Elev=3.41` Storage=358 cf inflow=0.15 cfs U10 of Discarded=0.00 cfs 0.005 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.005 of ss 2014-014 Hydrology Type ll/ 24-hr 100-Yr Rainfall=&60" Prepared by Design Consultants, Inc. Printed 3/13/2014 HydroCA00 9.10 s/n 00884 02010 HydroCAD Software Solutions t-LC Paae 30 Summary for Subcatchment 0S: Existing Runoff - 8.15 cfs @ 12.07 hrs, Volume= 0.677 af, Depth= 6.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Yr Rainfall=8.60" Area (so CN Description 16,564 98 Paved parking, HSG C 29,452 74 >75% Grass cover, Good HSG C 46,016 83 Weighted Average 29,452 64,00% Pervious Area 16,564 36.00% Impervious Area Tc Length Slope Velocity Capacity Description min feet ftift sec) cfs 5.0 Direct Entry, Direct Entry Summary for Subcatchment 1S: Proposed Parking 1 Runoff -- 0.13 cfs @ 12.07 hrs, Volume= 0.009 af, Depth= 5.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Yr Rainfall=8.60" -_A!:Wq . _ Cld Description_______ * 651 75 Porous Pavers 207 74 >75% Grass_cover,_Good, HSG C 858 75 Weighted Average 858 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 5.0 Direct Entry, Direct Entry Summary for Subcatchment 2S: Proposed Parking 2 Runoff = 0.23 cfs @ 12.07 hrs, Volume= 0,016 af, Depth= 5.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Yr Rainfall=8.60" Areas Cld Description * 1,138 75 Porous Pavers 344 74 >75% Grass cover, Good, HSG C 1,482 75 Weighted Average 1,482 100.00% Pervious Area 40 2014-014 Hydrology Type M 24-hr 100-Yr Rainfa11=8.60" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAD®9.10 sfn 00884 @ 2010 H droCAD Software Solutions LLC Page 31 Te Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 5.0 Direct Entry, Dirent Entry Summary for Subcatchment 3S: Proposed Parking 3&4 Runoff = 0.27 cfs @ 12.07 hrs, Volume 0.018 af, Depth= 5.59" Runoff by SCS TR-20 method, UH=SCS, Time Span=0,00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Yr Rainfall=8.60" E Areas ON Description ' 654 75 Porous Pavers " 652 75 Porous Pavers 408 74 >75% Grass cover, Good, HSG C 1,714 75 Weighted Average - —T. 1,714 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (rein) (feet) (ft/ft) (fusec) (cfs) _ Dirent Direct Entry, 5.0 Entry . Summary for Subcatchment 4S: Proposed Parking 5&6 Runoff - 0.24 cfs @ 12.07 hrs, Volume= 0,017 af, Depth= 5.69" Runoff by SCS TR-20 method, UHWSCS, Time Span= 0.00-48.00 hrs, dt=0.01 hrs Type III 24-hr 100-Yr Rainfall=8.60" Area (so, ON Description 330 75 Porous Pavers 814 75 Porous Pavers 402 74 >75% Grass cover Good HSG C 1,546 75 Weighted Average 1,546 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ff ft/sec cfs 5,0 Direct Entry, Dirent Entry Summary for Subcatchment 5S: Proposed Parking 7 Runoff = 0.15 cfs @ 12.07 hrs, Volume= 0.010 af, Depth= 5.59" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-48.00 hrs, dt= 0,01 hrs Type III 24-hr 100-Yr Rainfall=8.60" 41 2014-014 Hydrology Type /l124-hr 900-Yr Rainfall=8.60" Prepared by Design Consultants, Inc. Printed 3/1312014 H droCADO 910 s/n 00884 ©2010 H droCAD Software Solutions LLC Pacte 32 Area (so CN Description 652 75 Porous Pavers 308 74 >75% Grass cover, Good HSG C 960 75 Weighted Average 960 100.00% Pervious Area Te Length Slope Velocity Capacity Description min feet ft/fE ft/sec cfs 5.0 Direct Entry, Dirent Entry Summary for Subcatchment 6S: Overland Flow Runoff - 7.08 cfs @ 12.07 hrs, Volume= 0.504 af, Depth= 6.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Yr Rainfall=8.60" Area (so CN ©ascription 16,564 98 Paved parking, HSG C 22,892 74 >75% Grass cover, Good, HSG C 39,456 84 Weighted Average 22,892 58.02% Pervious Area 16,564 41.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - - 5.0 Direct Entry, Direct Entry Summary for Reach 1R: Proposed Inflow Area = 1.056 ac, 36.00% Impervious, Inflow Depth = 5.76" for 100-Yr event Inflow 7.08 cfs @ 12.07 hrs, Volume= 0.507 of Outflow - 7.08 cfs @ 12.07 hrs, Volume= 0.507 af, Atten= 0%, Lag=0.0 ruin Routing by Stor-Ind+Trans method, Time Span=0,00-48.00 hrs, dt= 0.01 hrs Summary for Pond 1 P: Rain Garden 1 Inflow Area = 0.020 ac, 0.00% Impervious, Inflow Depth = 5.59" for 100-Yr event Inflow - 0.13 efs @ 12.07 hrs, Volume= 0.009 of Outflow - 0.00 cfs @ 15.83 hrs, Volume= 0.004 af, Atten= 97%, Lag= 225.6 min Discarded = 0.00 cfs @ 8.81 hrs, Volume= 0.003 of Primary 0.00 cfs @ 15.83 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0,00-48.00 hrs, dt= 0.01 hrs Peak Flev= 3.80' @ 15.83 hrs Surf.Area= 185 sf Storage= 298 cf Plug-Flow detention time= 809.2 min calculated for 0.004 of(46%of inflow) Center-of-Mass det, time= 692.9 min ( 1,503.2 - 810.3 ) 42 Y 2014-014 Hydrology Type III 2.4-hr 100-Yr Rainfall=8.60" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCADM 9.10 sln 00884 02010 H droCAD Software Solutions LLC Page 33 E Volume Invert Avail.Stora a Storage Description #1 0.00, 337 cf Custom Stage Data (Prismatic)Listed below (Recale) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) --_ (sq-ft) (%) cubic-feet) (cubic-feet) OM 207 0.0 0 0 0.01 207 30.0 1 1 1.00 207 30.0 61 62 2.00 207 30.0 62 124 3.00 207 30.0 62 186 3.01 95 100.0 2 188 4,00 207 100.0 149 337 Device Routing Invert Outlet Devices #1 Discarded 0.00' 0.270 in/hr Exfiltration over Surface area #2 Primary 3.80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2,00 r 2.50 3,00 Coef, (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Horix. Orifice/Grate C= 0.600 s Limited to weir flow at low heads { Qiscarded OutFlow Max=0.00 cfs @ 8.81 hrs HW=0.01' (Free Discharge) _T- -1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 15.83 hrs HW=3.80' (Free Discharge) �2=Broad-Crested Rectangular Weir(Weir Controls 0.00 cfs @ 0.09 fps) L3=OrificelGrate ( Controls 0.00 cfs) Summary for Pond 2P: Rain Carden 2 Inflow Area = 0.034 ac, 0.00% Impervious, Inflow Depth = 5.59" for 100-Yr event Inflow - 0.23 cfs @ 12.07 hrs, Volume= 0.016 of Outflow = 0.01 cfs @ 15.43 hrs, Volume= 0.008 A Atten=96%, Lag=201.4 min Discarded = 0.00 efs @ 8.77 hrs, Volume= 0,006 of Primary = 0.01 efs @ 15.43 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span=0.00-48,00 hrs, dt=0.01 hrs Peak Elev= 3.80' @ 15.43 hrs Surf.Area= 311 sf Storage=506 of Plug-Flow detention time= 794.0 min calculated for 0.008 of(47%of inflow) Center-of-Mass det. time= 679.1 min ( 1,489.4 - 810.3 } Volume Invert Avail.Stora a Storage Description #1 0,00, 571 cf Custom Stage Data (Prismatic)Listed below (Recalc) 43 2014-014 Hydrology Type 11124-hr 100-Yr Rainfall=8.60" Prepared by Design Consultants, Inc. Printed 3113/2014 H droCAD®9.10 sln 00884 02010 H droCAD Software Solutions LLC Page 3 Elevation Surf,Area Voids Inc.Store Cum.Store _ (feet) _ (sq-ft) (%) (cubic-feet) (cubic-feet) 0.00 344 0.0 0 0 0.01 344 30.0 1 1 1.00 344 30.0 102 103 2.00 344 30.0 103 206 3.00 344 30.0 103 310 3.01 178 100.0 3 312 4.00 344 100,0 258 571 _Device Routing Invert Outlet Devices #1 Discarded 0.00'�0.270 inlhr Exfiltrati on over Surface area #2 Primary 3.80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 8.77 hrs HW=0.01' (Free Discharge) =Exfiitration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 15.43 hrs HW=3.80' (Free Discharge) �2=Broad-Crested Rectangular Weir(Weir Controls 0.00 cfs @ 0.14 fps) 3-OrifIcelGrate ( Controls 0.00 cfs) Summary for Pond 3P; Rain Garden 3 Inflow Area = 0.039 ac, 0.00% Impervious, Inflow Depth = 5,59" for 100-Yr event Inflow = 0,27 cfs @ 12,07 hrs, Volume= 0.018 of Outflow -- 0.01 cfs @ 16.52 hrs, Volume= 0.008 af, Atten= 97%, Lag= 266.9 min Discarded = 0.00 cfs @ 8.80 hrs, Volume= 0.007 of Primary - 0.00 cfs @ 16.52 hrs, Volume= 0,001 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 3.80' @ 16.52 hrs Surf.Area= 372 sf Storage=609 of Plug-Flow detention time= 847.2 min calculated for 0.008 of(46% of inflow) Center-of-Mass det, time= 730.8 min ( 1,541.1 - 810.3 ) Volume Invert Avail.StorageStorage Description #1 0.00, 686 cf Custom below Prisma Data Stage tic ,... g { � ) aw (Recalc) 44 f 2014-014 Hydrology Type M 24-hr 900-Yr Rainfall=8.60" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAD®9.10 s/n 00884 O 2010 H droCAD Software Solutions LLC Page 35 Elevation Surf.Area Voids Inc.Store Cum.Store feet s -ft % cubic-feet cubic feet 0.00 408 0.0 0 0 0.01 408 30.0 1 1 1.00 408 30.0 121 122 2.00 408 30.0 122 245 3.00 408 X0 122 367 3.01 229 100.0 3 370 4.00 408 100.0 315 686 Device Routing Invert Outlet Devices #1 Discarded 0.00' 0.270 inlhr Exfiltration over Surface area #2 Primary 3.80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1,40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.00 cfs @ 8.80 hrs HW=0.01' (Free Discharge) i 1=Exfiitration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0,00 cfs @ 16.52 hrs HW=3.80' (Free Discharge) �2=Broad-Crested Rectangular Weir(Weir Controls 0.00 cfs @ 0.13 fps) 3=Orifice/Grate (Controls 0.00 cfs) s : Summary for Pond 4P: Rain Garden 4 Inflow Area = 0.035 ac, 0.00% Impervious, Inflow Depth = 5.59" for 100-Yr event Inflow -- 0.24 cfs @ 12.07 hrs, Volume= 0.017 of Outflow - 0,00 cfs @ 8.90 hrs, Volume= 0.007 af, Atten= 99%, Lag= 0.0 min Discarded = 0.00 cfs @ 8,90 hrs, Volume= 0.007 of Primary -- 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.01 hrs Peak Elev= 3.75'@ 24.03 hrs Surf.Area=362 sf Storage= 590 cf Plug-Flow detention time= 934.3 min calculated for 0.007 of(42% of inflow) Center-of-Mass det. time= 814.5 min ( 1,624.8 - 810.3 ) Volume Invert Avail.Stora a Storage Description #1 0.00, 684 of Custom Stage Data(Prlsmatic)Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Stare (feet) _{sq-ft) (%) (cubic-feet) (cubic-feet) 0.00 402 0.0 0 0 0,01 402 30.0 1 1 1.00 402 30.0 119 121 2.00 402 30.0 121 241 3.00 402 30.0 121 362 3.01 243 100.0 3 365 4.00 402 100.0 319 684 45 2014-014 Hydrology Type ii124-hr 100-Yr Rainfall=8.60" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCAD0 9.10 sln 00884 02010 H droCAD Software Solutions LLC Page 36 Device Routing Invert Outlet Devices #1 Discarded 0.00' 0.270 inlhr Exfiltration over Surface area #2 Primary 3.80' 6.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.00 cfs @ 8.90 hrs HW=0.01' (Free Discharge) t_._1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) t2=Broad-Crested Rectangular Weir(Controls 0.00 cfs) 3MOrificelGrate ( Controls 0.00 cfs) Summary for Pond 5P: Rain Garden 5 Inflow Area = 0.022 ac, 0.00% Impervious, Inflow Depth = 5.59" for 100-Yr event Inflow 4 0.15 cfs @ 12,07 hrs, Volume= 0.010 of Outflow - 0.00 cfs @ 9.16 hrs, Volume= 0.005 af, Atten= 99%, Lag= 0.0 min Discarded = 0.00 cfs @ 9.16 hrs, Volume= 0.005 of Primary - 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Rooting by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 3.41' @ 24.03 hrs Surf.Area= 230 sf Storage= 358 cf Plug-Flow detention time= 979.6 min calculated for 0.005 of(47%of inflow) Center-of-Mass det. time= 864.4 min ( 1,674.7- 810.3 ) Volume Invert Avail.Storage Storage Description #1 0.00, 517 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feat) (cubic-feet) 0.00 305 0.0 0 0 0.01 305 30.0 1 1 1.00 305 30.0 91 92 2.00 305 30.0 92 183 3.00 305 30.0 92 275 3.01 178 100.0 2 277 4.00 308 100.0 241 517 Device Routing Invert Outlet Devices #1 Discarded 0,00' 0.270 Inlhr Exfiltration over Surface area #2 Primary 3.80' 5.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 3.90' 6.0" Vert. Orifice/Grate C= 0.600 46 2014-014 Hydrology Type 1/124-hr 100-Yr Rainfall&60" Prepared by Design Consultants, Inc. Printed 3/13/2014 H droCADO 9.10 s/n 00884 ©2010 H droCAD Software Solutions LLC Page 37 !Lis OutFlow Max=0.00 cfs @ 9.16 hrs HW=0.01' (Free Discharge) ---1=Exfiitration (EAltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) �2=13road-Crested Rectangular Weir( Controls 0.00 cfs) 3=0rifice/Grate ( Controls 0.00 cfs) r s 47 48 West Mill,High Street,Andover,MA Appendix B NRCS Web Soil Survey 49 50 O �� • Sys,. v ;� �% wpits �i 1 LIF s- Amy all "• ,�j�ja1:..: ,- ��� ��y �,E� ;:7'- � y � ��i it -._ � •• ri-�t� .��'r�v.�;., �s,,�lJ �� � !�3 „_ w c .prr � Uw 6 c r =� cm�� _ �\ ,j e: rx- v .1 .1 �:c1 • •.1 . L.1.1 • � • 1 1 11 Al •RI .11" f - - Hydrologic Soil Group—Essex County,Massachusetts,Northem Part cr+ MAP LEGEND MAP INFORMATION Area of interest(A00 ® C The soil surveys that comprise your A01 were mapped at 1.15,800. ❑ Area of Interest(A01) ® CID Warning:Soil Map may not be valid at this scale. Soils Soil Rating Polygons ® D Enlargement of maps beyond the scale of mapping can cause A13 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 AID Water Features soils that could have been shown at a more detailed scale. Strcatns and Canals Transportation Please rely on the bar scale on each map sheet for map B/D {.. Rails measurements. C Interstate Highways Source of Map: Natural Resources Conservation Service CID Web Soil Survey URL httpJ/websoilsurvey.nres.usda.gov US Routes Coordinate System: Web Mercator(EPSG:3857) Major Roads Maps from the Web Sol Survey are based on the Web Mercator 0 Not rated or not available r Loral Roads projection,which preserves direction and shape but distorts Soil mating t roes 3 distance and area.A projection that preserves area,such as the Background Albers equal-area conic projection,should be used if more accurate ~ A Aerial 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, r t3lfl Soil Survey Area: Essex County,Massachusetts,Northern Part Survey Area Data: Version 9,Dec 17,2013 .v C Soil map units are labeled(as space allows)for map scales 1:50,000 or larger. D Date(s)aerial images were photographed: Mar 30,2011—May 1, t Not rated or not available 2011 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 ■ AID of map unit boundaries may be evident. ■ B usDA Natural Resources Web Sol Survey 3/11/2014 Conservation Service National Cooperative Soil Survey Page 2 of 4 i Hydrologic Soil Group—Essex County,Massachusetts,Northern Part Hydrologic Soil Group Hydrologlo SoEE Group Siiminary Esy Map Unit-Essex County;Massactitisettg;Nnrttiern Part(I AsttS) Rlap unit symbol Map unit name t2ating` Acres In AC}i Percent of A01 1 - - Water 1.6 5.6%'- 310B Woodbridge tine sandy C. 2.1 7.6% loam,3 to 8 percent t slopes 405E Charlton fine sandy B 1.4 1 5.t loam.3 to 8 percent I slopes 1920B Canton Fine sandy loam, B 0.1 0,2% 3 to 8 percent slopes t ;602 [Urban land 23.0 61.3%1 Totals for Area of Interest 28.31 100.0% i Natural Resources Web Soil Survey 3/1112014 Conservation Service National Cooperative Soil Survey Page 3 of 4 53 Hydrologic Soil Group—Essex County,Massachusetts,Northern Part Description Hydrologic soil groups are based on estimates of runoff potential. Solis 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 (AID, BID, and CID). 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,welt 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 (AID, BID, or CID),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 US�[71 Natural Resources Web Soli Survey 3/1112014 Conservation Service National Cooperative Soil survey Page 4 of 4 64 West Mill,High Street,Andover,MA Appendix C (.) fi Operation and Maintenance Plan 55 56 f � 0 { l STORMWATER MANAGEMENT € i OPERATION AN❑ MAINTENANCE PLAN ( ) West Mills ( ) high Street ( j North Andover,Massachusetts The following Stormwater Management Operation and Maintenance (O&M)Plan has been prepared to { ) operate and maintain the stormwater management system for the proposed improvements at the West } Mil facility located on High Street. { i i Owner/Operator: RCG, LLC � ) 17 Ivaloo Street ( } Somerville,MA 02143 { j } Inspection and Maintenance Schedule { ) Personnel entrusted by RCG, LLC with stormwater maintenance shall Inspect the stormwater � ) management system on a routine basis not less than once per month for the first 6 months of operation } and semi-annually thereafter. Refer to plans for drainage structure locations, inspection anti -) maintenance shall be performed as follows: { ) 1. Landscaped Areas shall be inspected and maintained on a monthly basis. Areas which may be } subject to erosion will be stabilized and reseeded Immediately. These operations will be performed as C part of ongoing routine grounds maintenance operations,and shall be the responsibility of the Owner/Operator. 2. Street Sweeping of the roadway shall be the responsibility of the Owner/Operator and shall be ` ) conducted bimonthly between the months of April and November. Care should betaken to remove any built up sediments within the curb openings associated with the bloretention areas, Removed.sediment will be disposed off site by a qualified waste disposal contractor in accordance with state and federal i regulations. 3. Biaretention Areas: Maintenance of the Bioretention Areas shall be the responsibility of the Owner/Operator. Premature failure of bloretention areas is a significant issue caused by a lack of regular maintenance. Ensuring long-term maintenance involves sustained public education. j Bloretention areas require careful attention while plants are being established and seasonal landscaping maintenance thereafter. Inspect pretreatment devices and bloretention cells regularly for sediment build-up,structural damage and standing water. J 57 Inspect soil and repair eroded areas monthly. Re-mulch void areas as needed. Remove litter and debris monthly. Treat diseased vegetation as needed. Remove and replace dead vegetation twice per year (spring and fall). Remove Invasive species as needed to prevent these species from spreading Into the bioretention areas. Replace mulch every two years,in the early spring. Upon failure,excavate bioretention area,scarify bottom and sides, replace filter fabric and soil, replant and mulch. Vegetation shall be Inspected monthly for disease or pest problems. If treatment is warranted,a non- toxic approach Is the only allowed method. Promptly replace any vegetation that is beyond treatment. During times of extended drought,inspect vegetation for signs of stress Including wilting or spotted or brown leaves. Watering of bioretention planting is required until all plantings are established. Bioretention areas shall be weeded at least twice a year or as required. Inspect soil and repair eroded areas monthly. Re-plant void areas as needed. Remove litter and debris monthly. Remove and replace dead vegetation twice per year In spring and fall. Replace soil media if ponding Is witnessed more than 48 hours after rainfall event, and remove any accumulated sediments. The Engineered Soil Mix for Bloretention Systems Designed to Exfiltrate should consist of the following mixture: -40%sand -20-30%topsoil -30-40%compost 4. Snow Removal and Storage: During the winter months,snow shall be plowed from the roadway and not stored or plied in the blorentention areas. Special care shall be taken to ensure that the curb openings are kept clear of snow and that any rain and/or melt water can properly drain Into the bioretention areas to prevent water ponding and freezing within the road. This should be accomplished using manual means,since plowing will not be adequate to keep these openings clear. Snow removal within the roadway and bioretention/stormwater areas shall be the responsibility of the Owner/Operator. 5. A summary of maintenance activities is Included In this table. Bloretention Area Maintenance Schedule Activity Time of Year Frequency Inspect and remove trash Year round Monthly Mulch Spring Annually Remove dead vegetation Fall or Spring Annually Replace dead vegetation Spring Annually Prune Spring of Fall Annually Replace entire media&all Late Spring/early Summer As needed vegetation 58 i Stormwater System Inspection Report General Information Location.,West MITI,High Street,North Andover Date of Inspection Start/End Time i [ Inspector's Name(s) Inspector's Title(s) Inspector's Contact ' Information E Purpose of Inspection Weather Information Has it rained since the last Inspection? ❑Yes ONO Weather at time of this Inspection? F 4 Site-Specific Stormvrater Devices InstaJfed and Date for:I orrective:: O eratin ..... g ,. Action/Responsible Descriptlori:: Properly .. Gorrectiva Action Neeiied.: Person. r Uyes ONO 2 ❑Yes ONO 3 ❑Yes ❑No 4 ❑Yes ❑No 5 ❑Yes LINO & Wes LINO 7 ❑Yes ❑No 8 ❑Yes ❑No 9 ❑Yes ONO 59 Installed and Date for Corrective erating p Action%Respon Osible Descilption :,.'..,:.; Prbperiy7 C�rrectiveAction Needed 10 Wes ❑No 11 Wes ❑No 12 ❑Yes ❑No 13 Wes ❑No 14 Wes ❑No 15 Wes ❑No 16 Wes ❑No 17 Wes ❑No 18 Wes ❑No 19 ❑Yes ❑No 20 ©Yes ❑No 21 ❑Yes ❑No 22 ❑Yes ❑No 23 Wes ©No 24 ❑Yes ❑No 25 ❑Yes ❑No 26 ©Yes ©No 27 ❑Yes ❑No 28 Wes ❑No 60 Overall site Issues ;. Date for Cni'rective Actf bri�fiespon Description Cflrreitlu6 Act;16 ., Person 1 Are all slopes properly Wes ©No stabilized? 2 Are natural resource DYes ONo areas(e.g.,streams, wetlands,etc,)being subjected to erosion? 3 Are discharge points free ©Yes ❑No of sediment deposits? Certification Statement: "I certify under penalty of law that this document and all attachments were prepared ender my direction or supervision In accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted.Based on my inquiry of the person or persons who manage the system,or those persons directly responsible for gathering the information,the information submitted Is,to the hest of my knowledge and belief,true,accurate,and complete.I am aware that there are significant penalties for submitting false information,including the possibility of fine and imprisonment for knowing violations." Print name: Signature: Date: 61