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HomeMy WebLinkAboutBerry Patch III Stormwater Management Re 7=1 f f j t Stormwater Management Report 175 Oakland Road Currently 151 & 195 Oakland Road South Windsor, CT Prepared for: Berry Patch III, LLC 6 Executive Drive Farmington, CT Prepared by: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT October 25, 2016 Revised December 7, 2016 hO�SS�011�I�S Table of Contents Introduction Pre-Development Site Conditions Post-Development Site Conditions Analysis of Results Water Quality Conclusion Appendices FEMA Flood Insurance Rate Map (FIRM) United Stated Geological Survey (USGS)Map Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) Map GIS Map Soil Test Pit Logs Soil Permeability Test Report Storm Sewers Report Water Quality Catchment Areas Sketch Water Quality Calculations Bioretention Pond Volume Calculations Stormwater Quality Unit Flow Calculations Water Quality Unit Sizing Report HydroCAD Reports Pre-Development HydroCAD Report Post-Development HydroCAD Report Post-Development Design Point drawdown hydrograph (without infiltration) Post-Development Infiltration Trenches drawdown hydrographs (with infiltration) Drainage Area Maps Pre-Development Drainage Map Post-Development Drainage Map Introduction Applicant Berry Patch III, LLC is proposing to develop a 9.8 acre parcel of land comprised of two lots known as 151 and 195 Oakland Road into a residential development to be known as 175 Oakland Road. The development is proposed to consist of 10 buildings containing 78 units along with associated site improvements including 136 parking spaces, landscaping, lighting, utilities, and stormwater management. The site is bounded to the north and east by Oakland Road(Route 30) and to the south and west by Farm Brook which flows from the east to the west and by an associated pond located along the flow path of Farm Brook. The site also abuts an adjacent residential parcel to the northwest at 143 Oakland Road. An access road connecting the adjacent Berry Patch residential development is located beyond the pond to the southeast of the subject site. For more information, please refer to the plans entitled"Site Plan,The Village at Berry Patch, 151 & 195 Oakland Road, South Windsor, CT"prepared by Design Professionals, Inc. and dated October 25, 2016 or the latest revision. Pre-Development Site Conditions The subject site has historically been used for farming and contains a field, two houses, three barns, and one shed. The site is highest at the northern and southeastern corners and generally slopes gently toward the center and west of the site. The topography of the site is much steeper along sections of the southern and western boundaries along Farm Brook and the pond. In the existing condition, the site drains to the rear(south and west) of the site toward Farm Brook and the associated pond through two primary drainage areas,both consisting of uncontrolled overland flow, one directed southerly toward the pond, and one directed westerly toward Farm Brook downstream of the pond as shown on the enclosed Pre-Development Drainage Map. There is an existing 15"reinforced concrete pipe(RCP) that runs from a catch basin in Oakland Road(Route 30)through the site to discharge to Farm Brook. The existing discharge point of this pipe along Farm Brook is currently poorly stabilized. Though the enclosed Natural Resources Conservation Service(NRCS)Hydrologic Soil Group (HSG) mapping notes the soil as Type B, based on site observations and the enclosed logs from soil testing performed by this office, the soil is more accurately described as Type C. For more information,please refer to the enclosed Pre-Development Drainage Map. Post-Development Site Conditions The subject project proposes to construct a residential development consisting of 10 buildings containing 78 units along with associated site improvements including 136 parking spaces, landscaping,lighting, utilities, and stormwater management. In the proposed condition, stormwater from the site will be collected, treated, and discharged toward Farm Brook. Stormwater runoff is proposed to be captured in several different ways depending on the location and type of the drainage area. All drainage areas ultimately join together prior to discharging to Farm Brook downstream of the pond. Stormwater runoff from the paved areas within the southeastern portion of the site(HydroCAD Subcatchment 1S) is proposed to be captured via several deep-sump and hooded catch basins and routed to a water quality basin (HydroCAD Pond 51 P). The area draining to the water quality basin is noted on the enclosed Water Quality Catchment Areas Sketch. The stormwater that filters through the engineered soil media below the basin will either be infiltrated to groundwater or it will be collected through perforated underdrain pipes that area directed toward an outlet control structure which will also manage the remainder of the stormwater in the water quality basin. The stormwater will be directed by the outlet control structure toward the rest of the drainage system to discharge to Farm Brook(HydroCAD Reach 3R). Stormwater runoff from the balance of the paved areas on site(HydroCAD Subcatchment 4S) is proposed to be captured via several deep-sump and hooded catch basins and routed through a stormwater quality unit before being combined with the rest of the drainage system to discharge to Farm Brook(HydroCAD Reach 3R). The area draining to the water quality unit is noted on the enclosed Water Quality Catchment Areas Sketch. Stormwater runoff from significant landscaped portions of the site is proposed to be captured in several shallow landscape collection areas located throughout the site (HydroCAD Subcatchments LCA- various). These landscape collection areas are designed with yard drain overflows and perforated underdrains laid flat and discharge to one of six infiltration trenches (HydroCAD Ponds Infiltration Trench- various). Clean rooftop stormwater runoff from the majority of the building roofs is also directed toward these infiltration trenches. These infiltration trenches are connected in several systems and controlled by outlet control structures before being combined with the rest of the drainage system to discharge to Farm Brook(Design Point 3R). Though the existing soils have a marginal infiltration capacity,the calculations do not reflect or account for infiltration. Peak rate attenuation is addressed by onsite storage volume only. The proposed improvements conflict with a portion of the existing 15" RCP that runs through the site. This portion of the pipe is proposed to be rerouted through the use of three manholes and new underground pipe so as to maintain the existing connection to the catch basin in Oakland Road(Route 30) as well as the existing discharge point at Farm Brook. The existing discharge point of this pipe is proposed to be improved through the addition of an energy dissipater. The stormwater drainage pipes are sized as shown on the enclosed Storm Sewers Report. For more information,please refer to the enclosed Site Plans and Post-Development Drainage Map. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD consistent with National Resource Conservation Service (NRCS)hydrology methods. As shown in the enclosed Post-Development HydroCAD Report, the wetland area at the rear of the site was used as a design point to compare the pre-development and post-development conditions. Additionally, the infiltration trenches were conservatively modeled with no infiltration in consideration of the soils of the subject site. The pre-development and post-development peak discharge flow rates are below: 2- ear 10- ear 25- ear 100- ear Existing (cfs) 6.68 13.31 17.08 23.87 Proposed (cfs) 6.69 11.61 14.06 23.77 Change (cfs) +0.01 -!1 -3.02 -0.10 As seen in the table above, the proposed peak discharge rates substantially meet or decrease compared to the existing condition. No impacts are expected from the de minimis flow increase during the 2-year design storm when considered in the context of the overall discharge. Post-development hydrographs were developed for the design point for all storms assuming no infiltration and are included as an appendix to this report. Separately from the reports and hydrographs that assume no infiltration, drawdown hydrographs were developed for the infiltration trenches that assume a conservative exfiltration rate of 0.2 inches/hour based on the most restrictive soil permeability of 0.4 feet/day at test pit#9 per the enclosed Soil Permeability Test Report. These hydrographs show that all infiltration trenches drain within 37.5 hours after a 100-year design storm with many trenches draining sooner. Water Quality All new catch basins are proposed to have deep sumps and be equipped with hoods in an effort to contain sediment and floatables. An estimated total suspended solids (TSS)removal efficiency of 25% is expected for these structures. The proposed water quality basin is sized in accordance with the 2004 Connecticut Stormwater Quality Manual to provide water quality volume for the first 1"flush of the contributing drainage area as shown on the enclosed Water Quality Volume Calculations. The proposed Stormceptor 450i stormwater quality unit is sized consistent with manufacturer recommendations to provide 8 1% TSS removal for the required water quality flow rate for the first 1"flush and can accommodate the peak flow rate for the 10-year design storm as shown on the enclosed Water Quality Flow Calculations, Stormwater Quality Unit Sizing Report, and Post- Development HydroCAD Report. Conclusion The proposed stormwater management system as discussed herein and shown on the referenced plans is appropriate for the proposed development on the subject site,is consistent with Town and State requirements, and should not pose significant detrimental impacts to the environment. r 3 TaTS 9•z�•�c. r n An�DL-t WAvool PAW t%t — s`ic• t dflr'1 RM i 2oh — S dal t-A LJA*l -S&-fle 7Mee v",f pAdt4. -0 S• LoAr�, PYT Sa4l C40\ LA, avw rN @..LS PSo ic000,-- t u, tZoot3 K 5%�ocjeczi bad , WCP- , PW ' fit(' swop tSP '�'; ��'1�. S�o��..'T �•�• IV Zoe s` o% -- �," thaw ate• l.cw+ ` t govm h J Ka LOAM sow t"A*t- t.-D h :OJI-4 our W P&t*09 JINWI1 ,. _ o i D"4�- e)41 L No vior A QED 0&4" t*w*R&o spowf Ltt 1 z 118'J A/— N, ly -' Zoo - 5 h & % Ste' Low LVI UA"4 S N0 do,acJ � ' 'l o - - -gip S� , 1 Z40 OcKr W. 2o4d VI) � k v�,t� 5v��� rACK LOS W4Wr7� Hd m 6-OW J� 7fOZ-- 0 - 4ItbW W 3y Ito R astrt tom. S 1" The UPOk-- God DAaoi:- K-o 116 IDS �,wE �sw • R.q, **j C14' �c-a �i ' u1 C � out � "a (, uJ- � 3 is — I 2oac low• It — rDAM4 6L a S. Ldh'ol,St ot "al 'POIG SAWI f SI tabs Urb%-w rya M�r'rU►i� ��� ` v �! 5 'r N too �� w &F- 90" Ite'if PLM sftwN . SP * 4*4A ITA104 0.0 3"-l(; ice.. 0 S{vr1 L 4WA., 3; - Wit► � F�� ts� G VA ate. o - l2 - Say, War. UL; R�oa I �� Z fix. S%`�'`1 c 2.4 96 S" 6%j x N %5f Ar MATERIALS TESTING, INC. 55 LAURA STREET•NEW HAVEN, CONNECTICUT 06512 • (203)468-5216 42 BOSTON POST ROAD •WILLIMANTIC, CONNECTICUT 06226• (860)423-1972 DATE: 12-07-16 REPORT: M-1000 CLIENT: Design Professionals PO Box 1167 South Windsor, CT 06074 Attn: Mr. James A. Bernardino, P.E. PROJECT: Client's Information SUBJECT: FALLING HEAD PERMEABILITY(CT DEEP Method) Listed below are the results of reconsolidated permeability testing performed on fine soil material delivered to our laboratory. Test Pit Consolidation Permeability(3) Test Average #1 90% 1.46 ft/day #3 90% 0.654 ft/day #5 90% 0.77 ft/day #9 90% 0.399 ft/day Attached are the results of the Modified Proctor Analysis (ASTM D-1557)for each of the test samples. Materials Testing, Inc., Inspector Richard C. Kearns William J. Soucy File: Original 1 cc: Client Attachments: (4) wlb Test reports may not be reproduced without the express permission of Materials Testing,Inc. Results only relate to items tested. MATERIALsTESTING, INC. � = 55 LAURA STREET,NEW HAVEN,CT 06512-(203)468-5216 i 42 BOSTON POST ROAD,WILLIMANTIC,CT 06226-(860)423-1972 www.materialstestingine.com CLIENT: Design Professionals DATE: November 22,2016 PO Box 1167 South Windsor,CT 06074 REPORT#M-1001 Attn:Mr.James A.Bernardino,P.E. PROJECT: Client's Information SUBJECT: Modified Proctor Analysis,ASTM D-1557-C MATERIAL: Fine Brown Silt SOURCE: South Windsor,CT BPIII TP41 SAMPLED BY: client and delivered to MTI RECEIVED: November 17,2016 MAXIMUM DRY DENSITY: 112.6 PCF @ 11.0% 0%Plus 3/4" 113.0 �Mois ure-d�nsity U. a 112.0 s J_ O N 0 111.0 F- z w 0 110.0 c 109.0 6 7 8 9 10 11 12 13 14 15 16 17 MOISTURE CONTENT,w(%) Materials Testing,Inc. File:Original Ice: Client f, wlb UlJ i William J. Soucy MATERIALsTESTING, INC. 55 LAURA STREET,NEW HAVEN,CT 06512-(203)468-5216 42 BOSTON POST ROAD,WILLIMANTIC,CT 06226-(860)423-1972 www.materialstestinginc.com CLIENT: Design Professionals DATE: November 22,2016 PO Box 1167 South Windsor,CT 06074 REPORT#M-1002 Attn:Mr.James A.Bernardino,P.E. PROJECT: Client's Information SUBJECT: Modified Proctor Analysis,ASTM D-1557-C MATERIAL: Fine Brown Silt SOURCE: South Windsor,CT BPIII TP#3 SAMPLED BY: client and delivered to MTI RECEIVED: November 17,2016 MAXIMUM DRY DENSITY: 110.4 PCF @ 13.1% 4%Plus 3/4" 111.0 oistu a-de sity LL a 110.0 J_ O co U. 109.0 z w 0 108.0 0 107.0 7 8 9 10 11 12 13 14 15 16 17 18 19 MOISTURE CONTENT,w(%) Materials Testing,Inc. File:Original lcc: Client („ n wlb William J. Soucy f PMATERIALsTESTING,NI INC. = 55 LAURA STREET,NEW HAVEN,CT 06512-(203)468-5216 42 BOSTON POST ROAD,WILLIMANTIC,CT 06226-(860)423-1972 www.materialstestingine.com CLIENT: Design Professionals DATE: November 22,2016 PO Box 1167 South Windsor,CT 06074 REPORT# M-1003 Attn:Mr.James A.Bernardino,P.E. PROJECT: Client's Information SUBJECT: Modified Proctor Analysis,ASTM D-1557-C MATERIAL: Fine Brown Silt SOURCE: South Windsor,CT BPIII TP#5 SAMPLED BY: client and delivered to MTI RECEIVED: November 17,2016 MAXIMUM DRY DENSITY: 110.4 PCF @ 11.1% 15%Plus 3/4" 111.0 —�—Mos re- ensity; i I --Sat, io LL V a 110.0 J_ O N LL 0 H N w 109.0 0 0 108.0 6 7 8 9 10 11 12 13 14 15 16 MOISTURE CONTENT,w(%) Materials Testing,Inc. File:Original lcc: Client wlb 1;q William J. Soucy MATERIALS TESTING, INC. _ _G 55 LAURA STREET,NEW HAVEN,CT 06512-(203)468-5216 42 BOSTON POST ROAD,WILLIMANTIC,CT 06226-(860)423-1972 www.materialstestinF,inc.com CLIENT: Design Professionals DATE: November 22,2016 PO Box 1167 South Windsor,CT 06074 REPORT#M-1004 Attn:Mr.James A.Bernardino,P.E. PROJECT: Client's Information SUBJECT: Modified Proctor Analysis,ASTM D-1557-C MATERIAL: Fine Brown Silt SOURCE: South Windsor,CT BPIII TP#9 SAMPLED BY: client and delivered to MTI RECEIVED: November 17,2016 MAXIMUM DRY DENSITY: 110.1 PCF @ 11.1% 11%Plus 3/4" 111.0 �istu e-dehsity 1 Eat ration 1 LL t� a v 110.0 J_ O N LL O H N W 109.0 0 0 108.0 5 6 7 8 9 10 11 12 13 14 15 16 17 MOISTURE CONTENT,w(%) Materials Testing,Inc. File:Original lcc: Client wlb 13 William J. Soucy Hydraflow Storm Sewers Extension for Autodesk0 AutoCADO Civil 3D0 Plan Inled 13 12 DMH8 C67 11 CB4 CB3 10 CB8 22 CB9 21 9 CB11 0@10 Roof Leader CB1 CB2 WCR.1 7 17 10 16 OCS2 DMH3 OCSS OCS6 C612 15 Outfall 2 DMH1 14 DM DMH2 1 Outfall Project File: Berry Patch III rev O.stm Number of lines:22 Date:10/26/2016 Storm Sewers 00.50 Storm Sewer Tabulation Pagel Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vol Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID COW (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (iNhr) (cfs) (cfs) (ft/s) (in) (°A) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 35 0.00 1.08 0.00 0.00 0.71 0.0 10.2 4.8 10.53 11.38 6.70 18 1.00 110.00 110.35 111.25 111.60 110.00 122.00 2 1 20 0.00 1.08 0.00 0.00 0.71 0.0 10.1 4.8 8.60 11.38 6.54 18 1.00 113.66 113.86 114.63 114.99 122.00 121.15 3 2 20 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.54 8.80 1.68 12 5.20 113.86 114.90 114.99 115.20 121.15 121.70 4 2 30 0.00 1.08 0.00 0.00 0.71 0.0 10.0 4.8 8.07 11.38 5.72 18 1.00 113.86 114.16 114.99 115.26 121.15 120.91 5 4 45 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 4.67 16.78 4.59 15 5.76 114.16 116.75 115.26 117.63 120.91 121.10 6 4 10 0.00 1.08 0.00 0.00 0.71 0.0 9.9 4.8 3.41 7.00 3.73 15 1.00 114.16 114.26 115.26 115.00 120.91 120.75 7 6 30 0.11 0.11 0.73 0.08 0.08 6.0 6.0 5.7 0.46 3.86 2.92 12 1.00 116.70 117.00 116.93 117.28 120.75 121.00 8 6 34 0.27 0.97 0.68 0.18 0.63 6.0 9.7 4.9 3.05 7.00 4.90 15 1.00 114.59 114.93 115.17 115.63 120.75 120.20 9 8 120 0.08 0.70 0.73 0.06 0.44 6.0 8.7 5.1 2.25 7.00 3.52 15 1.00 114.93 116.13 115.63 116.73 120.20 123.55 10 9 54 0.12 0.12 0.77 0.09 0.09 6.0 6.0 5.7 0.53 3.86 3.04 12 1.00 119.26 119.80 119.51 120.10 123.55 123.80 11 9 37 0.00 0.50 0.00 0.00 0.29 0.0 8.2 5.2 1.51 7.00 3.02 15 1.00 116.13 116.50 116.73 116.99 123.55 125.15 12 11 100 0.31 0.50 0.67 0.21 0.29 6.0 7.4 5.3 1.57 6.24 5.16 12 2.62 116.75 119.37 117.09 119.90 125.15 123.70 13 12 118 0.19 0.19 0.45 0.09 0.09 6.0 6.0 5.7 0.49 1.72 3.56 8 1.74 119.70 121.75 119.94 122.08 123.70 125.75 14 1 102 0.00 0.00 0.00 0.00 0.00 0.0 1.2 0.0 1.94 7.00 3.16 15 1.00 110.87 111.89 111.60 112.44 122.00 120.80 15 14 111 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 1.94 7.00 3.69 15 1.00 111.89 113.00 112.44 113.55 120.80 117.00 16 End 30 0.00 0.79 0.00 0.00 0.61 0.0 10.2 4.8 2.91 4.95 2.97 15 0.50 115.70 115.85 116.70 116.73 116.70 123.90 17 16 195 0.36 0.36 0.74 0.27 0.27 6.0 6.0 5.7 1.52 2.74 2.72 12 0.50 115.85 116.83 116.88 117.37 123.90 120.25 18 16 20 0.06 0.06 0.90 0.05 0.05 6.0 6.0 5.7 0.31 0.61 2.91 6 1.00 119.90 120.10 120.15 120.38 123.90 120.60 19 16 12 0.13 0.37 0.68 0.09 0.29 6.0 10.0 4.8 1.39 7.00 3.89 15 1.00 116.80 116.92 117.18 117.39 123.90 123.20 20 19 54 0.07 0.07 0.84 0.06 0.06 6.0 6.0 5.7 0.34 3.86 2.67 12 1.00 118.76 119.30 118.96 119.54 123.20 123.30 21 19 93 0.08 0.17 0.87 0.07 0.14 6.0 7.7 5.3 0.76 7.00 3.26 15 1.00 117.32 118.25 117.60 118.59 123.20 124.70 22 21 54 0.09 0.09 0.82 0.07 0.07 6.0 6.0 5.7 0.42 3.86 2.85 12 1.00 120.16 120.70 120.38 120.97 124.70 124.70 Project File: Berry Patch III rev O.stm Number of lines:22 Run Date: 10/27/2016 NOTES:Intensity=54.74/(Inlet time+10.80)^0.80; Return period=Yrs.10 c=cir e=ellip b=box storm Sewers 00.50 Inlet Report Page Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Area L W So W SW Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (s4ft) (ft) (ft) (ft/ft) (ft) (tuft) (ft/ft) (ft) (ft) (ft) (ft) (in) 1 DMH1 0.00 7.15 0.00 7.15 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 Off 2 DMH2 O.00 5.21 0.00 5.21 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 1 3 OCS5 0.54* 0.00 0.00 0.54 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 4 DMH3 0.00 4.67 0.00 4.67 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 5 OCS2 4.67* 0.00 0.00 4.67 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 6 WQU 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 7 C61 0.46 0.00 0.46 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.14 2.74 0.14 2.74 0.0 8 C62 1.05 0.00 1.05 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.19 3.90 0.19 3.90 0.0 9 C133 0.33 0.00 0.33 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.12 2.43 0.12 2.43 0.0 10 C134 0.53 0.00 0.53 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.14 2.90 0.14 2.90 0.0 11 DMH8 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 12 C67 1.18 0.00 1.18 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.21 4.14 0.21 4.14 0.0 11 13 Inletl 0.49 0.00 0.49 0.00 Grate 0.0 0.00 3.14 1.47 2.31 ag 12.00 0.050 0.020 0.013 0.15 2.94 0.15 2.94 0.0 12 14 DMH9 0.00 1.94 0.00 1.94 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 1 15 OCS7 1.94* 0.00 0.00 1.94 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 14 16 DMH10 0.00 0.31 0.00 0.31 MH 0.0 0.00 0.00 0.00 0.00 ag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 Off 17 CB12 1.52 0.00 1.52 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.23 4.66 0.23 4.66 0.0 16 18 Roof Leader 0.31 0.00 0.00 0.31 None 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 16 19 CB10 0.50 0.00 0.50 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.14 2.84 0.14 2.84 0.0 16 20 CB11 0.34 0.00 0.34 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.12 2.43 0.12 2.43 0.0 19 21 C139 0.40 0.00 0.40 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.13 2.59 0.13 2.59 0.0 19 22 CB8 0.42 0.00 0.42 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.13 2.65 0.13 2.65 0.0 21 Project File: Berry Patch III rev O.stm Number of lines:22 Run Date: 10/27/2016 NOTES: Inlet N-Values=0.016;Intensity=54.741(Inlet time+10.80)^0.80; Return period=10 Yrs.; 'Indicates Known Q added. All curb inlets are Horiz throat. Storm Sewers v10.50 w♦ r■■■ o , `\ --r---�Z 'Z "ter+--.-��'.' -- --!•��101wI MIT I / \ we —• or- w�♦\\��\\ w`w•`w 1 � / / / % �/ w8 1/ 1 aT 1 I ��� �t.C ��{1t ♦mow` ♦ t / /an r" � t' ,Jt_s1i \.\`.\``.\`\�\�`:\ , ;;;\\ •1 ! , Imo° ♦ r\ / \ , D ue aT i/ gfr '\I ! §° RRR o\\`��♦\uil�li''I�ii!'Iplt � ; � I to � oil r \n\\\u\\Iluv m' \\\\\Irr rl If;l\ \ �" '" I — /'+, t" N, t� w ♦♦i )ili � �I ::� � \ol\\\a\ I�Irr ur G,r _ _ 1114 � I ':•I � ,�Iph I 1 P _ - ur w - • m ua 11, _ � I I C i III 1 \ � ` a � ' "l �•tle ii-+-/ ',•/ � I` ' , / / �e I •• , 1 � - - \ 3 ' _ TO' (S C H BASIN - -'- CAT MENT 1 - ' ZLLL TO WATER QUALITY UNIT r- (SUBCATCHMENT 4S) WATER QUALITY -- CATCHMENT AREAS " SKETCHr Hydraflow Storm Sewers Extension for Autodesk0 AutoCADO Civil 3138 Plan Inlet1 13 12 DMH8 CB7 11 CB4 C63 10 CB8 22 CB9 21 9 CB1 CB11 (310 Roof Leader CB2 W($1 7 17 10 16 OCS2 DMH3 OCS5 OCS6 CB12 15 Outfall 2 DMH1 14 DM DMH2 1 Outfall Project File: Berry Patch III rev O.stm Number of lines:22 Date:10/26/2016 Storm sewers 00.50 Storm Sewer Tabulation Page Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev, HGL Elev Grnd/Rim Elev Line ID coeff (I) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 35 0.00 1.08 0.00 0.00 0.71 0.0 10.2 4.8 10.53 11.38 6.70 18 1.00 110.00 110.35 111.25 111.60 110.00 122.00 2 1 20 0.00 1.08 0.00 0.00 0.71 0.0 10.1 4.8 8.60 11.38 6.54 18 1.00 113.66 113.86 114.63 114.99 122.00 121.15 3 2 20 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.54 8.80 1.68 12 5.20 113.86 114.90 114.99 115.20 121.15 121.70 4 2 30 0.00 1.08 0.00 0.00 0.71 0.0 10.0 4.8 8.07 11.38 5.72 18 1.00 113.86 114.16 114.99 115.26 121.15 120.91 5 4 45 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 4.67 16.78 4.59 15 5.76 114.16 116.75 115.26 117.63 120.91 121.10 6 4 10 0.00 1.08 0.00 0.00 0.71 0.0 9.9 4.8 3.41 7.00 3.73 15 1.00 114.16 114.26 115.26 115.00 120.91 120.75 7 6 30 0.11 0.11 0.73 0.08 0.08 6.0 6.0 5.7 0.46 3.86 2.92 12 1.00 116.70 117.00 116.93 117.28 120.75 121.00 8 6 34 0.27 0.97 0.68 0.18 0.63 6.0 9.7 4.9 3.05 7.00 4.90 15 1.00 114.59 114.93 115.17 115.63 120.75 120.20 9 8 120 0.08 0.70 0.73 0.06 0.44 6.0 8.7 5.1 2.25 7.00 3.52 15 1.00 114.93 116.13 115.63 116.73 120.20 123.55 10 9 54 0.12 0.12 0.77 0.09 0.09 6.0 6.0 5.7 0.53 3.86 3.04 12 1.00 119.26 119.80 119.51 120.10 123.55 123.80 11 9 37 0.00 0.50 0.00 0.00 0.29 0.0 8.2 5.2 1.51 7.00 3.02 15 1.00 116.13 116.50 116.73 116.99 123.55 125.15 12 11 100 0.31 0.50 0.67 0.21 0.29 6.0 7.4 5.3 1.57 6.24 5.16 12 2.62 116.75 119.37 117.09 119.90 125.15 123.70 13 12 118 0.19 0.19 0.45 0.09 0.09 6.0 6.0 5.7 0.49 1.72 3.56 8 1.74 119.70 121.75 119.94 122.08 123.70 125.75 14 1 102 0.00 0.00 0.00 0.00 0.00 0.0 1.2 0.0 1.94 7.00 3.16 15 1.00 110.87 111.89 111.60 112.44 122.00 120.80 15 14 111 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 1.94 7.00 3.69 15 1.00 111.89 113.00 112.44 113.55 120.80 117.00 16 End 30 0.00 0.79 0.00 0.00 0.61 0.0 10.2 4.8 2.91 4.95 2.97 15 0.50 115.70 115.85 116.70 116.73 116.70 123.90 17 16 195 0.36 0.36 0.74 0.27 0.27 6.0 6.0 5.7 1.52 2.74 2.72 12 0.50 115.85 116.83 116.88 117.37 123.90 120.25 18 16 20 0.06 0.06 0.90 0.05 0.05 6.0 6.0 5.7 0.31 0.61 2.91 6 1.00 119.90 120.10 120.15 120.38 123.90 120.60 19 16 12 0.13 0.37 0.68 0.09 0.29 6.0 10.0 4.8 1.39 7.00 3.89 15 1.00 116.80 116.92 117.18 117.39 123.90 123.20 20 19 54 0.07 0.07 0.84 0.06 0.06 6.0 6.0 5.7 0.34 3.86 2.67 12 1.00 118.76 119.30 118.96 119.54 123.20 123.30 21 19 93 0.08 0.17 0.87 0.07 0.14 6.0 7.7 5.3 0.76 7.00 3.26 15 1.00 117.32 118.25 117.60 118.59 123.20 124.70 22 21 64 0.09 0.09 0.82 0.07 0.07 6.0 6.0 5.7 0.42 3.86 2.85 12 1.00 120.16 120.70 120.38 120.97 124.70 124.70 Project File: Berry Patch III rev O.stm Number of lines:22 Run Date: 10/27/2016 NOTES:Intensity=54.74/(Inlet time+10.80)^0.80; Return period=Yrs.10 c=cir e=ellip b=box Storm Sewers 00.50 Inlet Report Page Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Area L W So W �Sw Sx n Depth Spread Depth Spread Depr No MIS) (Cft) (cf$) ON (in) (ft) ($4ft) (ft) (ft) MR) (ft) (fttft) MR) (ft) (ft) (ft) (ft) (in) 1 DMH1 0.00 7.15 0.00 7.15 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 Off 2 DMH2 O.00 5.21 0.00 5.21 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 1 3 OCS5 0.54* 0.00 0.00 0.54 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 4 DMH3 0.00 4.67 0.00 4.67 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 5 OCS2 4.67* 0.00 0.00 4.67 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 6 WQu 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 7 CB1 0.46 0.00 0.46 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.14 2.74 0.14 2.74 0.0 8 CB2 1.05 0.00 1.05 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.19 3.90 0.19 3.90 0.0 9 C133 0.33 0.00 0.33 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.12 2.43 0.12 2.43 0.0 10 CB4 0.53 0.00 0.53 0.00 Comb 4.0 2.31 2.00 1.35 2.31 ag 12.00 0.050 0.020 0.013 0.14 2.90 0.14 2.90 0.0 11 DMH8 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 12 C137 1.18 0.00 1.18 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.21 4.14 0.21 4.14 0.0 11 13 Inlet1 0.49 0.00 0.49 0.00 Grate 0.0 0.00 3.14 1.47 2.31 ag 12.00 0.050 0.020 0.013 0.15 2.94 0.15 2.94 0.0 12 14 DMH9 0.00 1.94 0.00 1.94 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 1 15 OCS7 1.94* 0.00 0.00 1.94 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 14 16 DMH10 0.00 0.31 0.00 0.31 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 Off 17 CB12 1.52 0.00 1.52 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.23 4.66 0.23 4.66 0.0 16 18 Roof Leader 0.31 0.00 0.00 0.31 None 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 16 19 CB10 0.50 0.00 0.50 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.14 2.84 0.14 2.84 0.0 16 20 C1311 0.34 0.00 0.34 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.12 2.43 0.12 2.43 0.0 19 21 C69 0.40 0.00 0.40 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.13 2.59 0.13 2.59 0.0 19 22 CB8 0.42 0.00 0.42 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.13 2.65 0.13 2.65 0.0 1 Project File: Berry Patch III rev 0.stm Number of lines:22 Run Date: 10/27/2016 NOTES: Inlet N-Values=0.016;Intensity=54.74/(Inlet time+10.80)^0.80; Return period=10 Yrs.; *Indicates Known Q added. All curb inlets are Horiz throat. Storm Sewers v10.50 `i \ \ \ F I --17 02 _ e 1 rLl', aa` p\\�\illi�lliliulri+ lu- GT GT' i a' it nlr T I I a vIq url rll�rin,l,l Im ave `' qs 1 i ax. as rvv � � ✓GT �illy+lll � I I. 'I I �I+I till E 4MIil Ita e - ....:..,, TO BASIN I• � i,. \ - (SUBCATCH MENT 1 S) TO WATER QUALITY JUNIT �G (SUBCATCHMENT 4S) WATER QUALITY ,T-- - CATCHMENT AREAS fl° SKETCH i 175 Oakland Road December 7, 2016 Water Quality Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Water Quality Volume (WQV) _(1")(R)(A)/12, where: R=unitless volumetric runoff coefficient=0.05 +0.009(I), where: I=percent impervious cover of drainage area=58% R=0.05 +0.009(I) R=0.05 +0.009(58) R=0.572 A=drainage area in acres= 1.11 acres WQV= (1")(R)(A acres)/12 inches per foot WQV= (1")(0.572)(1.11 acres)/12 inches per foot WQV=0.05 acre-feet required Proposed The proposed basin provides 0.05 acre-feet of storage below the outlet. 175 Oakland Road December 7, 2016 Water Quality Flow Calculations Per 2004 Connecticut Stormwater Quality Manual Per Appendix B page B-3: Water Quality Flow (WQF) _(qu)(A)(Q), where: qu=unit peak discharge (cfs/mil/inch)per Exhibit 4-III A= drainage area (mil) Q=runoff depth(in watershed inches) _ [Water Quality Volume(WQV) (in acre-feet)] x [12 inches/foot] /drainage area (acres) To find Unit Peak Discharge qu with Exhibit 4-III, the following is needed: Time of Concentration (Tc): 6 mins =0.1 hours Initial Abstraction (la) in inches/Design Precipitation(P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number(CN) CN=90 Ia=0.222 inches Design Precipitation (P) = 1"for water quality storms per Appendix B Ia/P= 0.222 Unit Peak Discharge qu =625 cfs/mil/inch Drainage Area A=47,350 sf= 1.09 acres =0.0017 mil Runoff Depth Q=WQV (acre-feet) x 12/drainage area(acres) Water Quality Volume (WQV) _(1")(R)(A)/12, where: R =volumetric runoff coefficient =0.05 +0.009(I), where I=percent impervious cover=65% R=0.05 +0.009(I) R=0.05 +0.009(65) R =0.635 A=drainage area in acres = 1.09 acres WQV= (1")(R)(A)/12 WQV= (1") 0( 635)(1.09 acres)/ 12 in/ft WQV=0.06 acre-feet Q = (WQV X 12 in/ft)/Drainage Area Q= (Q.06 acre-feet x 12 in/ft)/ 1.09 acres Q=0.66 in WQF=quxAxQ WQF=625 cfs/mil/inch x 0.0017 mil x 0.66 in WQF=0.70 cfs required Proposed As shown on the enclosed water quality unit sizing report, the proposed Stormceptor 450i is rated for 81%TSS removal for the required 0.70 cfs water quality flow and the 4.33 cfs peak bypass flow during the 10 year storm. Stormceptor w Detailed Stormceptor Sizing Report—Berry Patch III . - • • • • Berry Patch III 3616 South Windsor Connecticut United States of America 10/27/2016 Dane LaBonte Design Professionals, Inc. 860-291-8755 dlabonte@dpinc.co Stormwater Treatment Recommendation The recommended Stormceptor Model(s)which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table. • _ + • + • •• STC 450i • • 80.0 • • • • 81 Fine Distribution • HARTFORD WSO AIRPORT The recommended Stormceptor model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution. Stormceptor Size Summary Stormceptor Model %TSS Removal Provided STC 900 87 STC 1200 87 STC 1800 87 STC 2400 90 STC 3600 91 STC 4800 93 STC 6000 93 STC 7200 94 STC 11000 96 STC 13000 96 STC 16000 97 StormceptorMAX Custom Stormceptor Detailed Sizing Report—Page 1 of 7 Stormceptor® w Stormceptor The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and flotation. Stormceptor's patented design generates positive TSS removal for each rainfall event, including large storms. Significant levels of pollutants such as heavy metals, free oils and nutrients are prevented from entering natural water resources and the re-suspension of previously captured sediment(scour)does not occur. Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however, such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and pollutant load. Design Methodology Stormceptor is sized using PCSWMM for Stormceptor, a continuous simulation model based on US EPA SWMM. The program calculates hydrology using local historical rainfall data and specified site parameters. With US EPA SWMM's precision, every Stormceptor unit is designed to achieve a defined water quality objective. The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load. The Stormceptor's unit process for TSS removal is settling. The settling model calculates TSS removal by analyzing: •Site parameters •Continuous historical rainfall data, including duration, distribution, peaks& inter-event dry periods • Particle size distribution, and associated settling velocities(Stokes Law, corrected for drag) •TSS load • Detention time of the system Hydrology PCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historical rainfall data. Performance calculations of Stormceptor are based on the average annual removal of TSS for the selected site parameters.The Stormceptor is engineered to capture sediment particles by treating the required average annual runoff volume, ensuring positive removal efficiency is maintained during each rainfall event, and preventing negative removal efficiency(scour). Smaller recurring storms account for the majority of rainfall events and average annual runoff volume,as observed in the historical rainfall data analyses presented in this section. StationRainfall Connecticut 8990 HARTFORD WSO 2282 5 AIRPORT 3456 43.9 41°56'17"N, 72°40'57"W 136.3 160 784.E 52 1361.E •Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor,which uses the EPA Rainfall and Runoff modules. •Design estimates listed are only representative of specific project requirements based on total suspended solids(TSS)removal defined by the selected PSD, and based on stable site conditions only,after construction is completed. •For submerged applications or sites specific to spill control, please contact your local Stormceptor representative for further design assistance. Stormceptor Detailed Sizing Report—Page 2 of 7 Stormceptor® Drainage Area Up Stream Storage 1.09 65.0 0.000 0.000 Water Quality Objectiver 80.0 r . r 4.33 0.70 No No AMMI'MRIMr Removing the smallest fraction of particulates from runoff ensures the majority of pollutants, such as metals, hydrocarbons and nutrients are captured. The table below identifies the Particle Size Distribution (PSD)that was selected to define TSS removal for the Stormceptor design. 20.0 20.0 1.30 60.0 20.0 1.80 150.0 20.0 2.20 400.0 20.0 2.65 2000.0 20.0 2.65 Stormceptor Detailed Sizing Report—Page 3 of 7 Starmce 1 o, > 1 t Site Name 1. Site Details Drainage Area Infiltration Parameters 19 . . equation • to estimate infiltration • 1 2.44 Surface Characteristics 1 436.00 0.00055 11 0.02 Evaporation 1 ' 0.015 Dry wlw� 1 Maintenance Frequency Winter Months 1 TSS Loading Parameters Bui up/Wash-off Parameters TSS Availab+lity Parameters DetailedStormceptor Stormceptor® Cumulative Runoff Volume by Runoff Rate 0.035 1461625 4125277 26.2 0.141 3054126 2533058 54.7 0.318 4171589 1416218 74.7 0.565 4832636 754547 86.5 0.883 5180951 405735 92.7 1.271 5354362 231938 95.9 1.730 5446809 139408 97.5 2.260 5499233 86905 98.4 2.860 5530945 55168 99.0 3.531 5551557 34523 99.4 4.273 5564675 21393 99.6 5.085 5573386 12675 99.8 5.968 5579385 6675 99.9 6.922 5582711 3344 99.9 7.946 5584396 1658 100.0 Cumulative Runoff Volume by Runoff Rate For area: 1.09(ac),imperviousness:65.0%,rainfall station: HARTFORD WSO AIRPORT 100 90 80 70 m E 0 60 50 m 40 E 30 20 10 0 O N p O O Flow(cfs) Stormceptor Detailed Sizing Report—Page 5 of 7 Stormceptor® .v Rainfall Event Analysis 0.25 6653 74.0 414 18.1 0.50 961 10.7 350 15.3 0.75 507 5.6 312 13.7 1.00 287 3.2 246 10.8 1.25 204 2.3 229 10.0 1.50 133 1.5 183 8.0 1.75 86 1.0 138 6.0 2.00 45 0.5 84 3.7 2.25 34 0.4 72 3.2 2.50 19 0.2 46 2.0 2.75 13 0.1 34 1.5 3.00 18 0.2 52 2.3 3.25 14 0.2 43 1.9 3.50 5 0.1 17 0.7 3.75 1 0.0 4 0.2 4.00 1 0.0 4 0.2 4.25 2 0.0 8 0.4 4.50 1 0.0 4 0.2 4.75 1 0.0 5 0.2 5.00 0 0.0 0 0.0 5.25 1 0.0 5 0.2 5.50 1 0.0 5 0.2 5.75 0 0.0 0 0.0 6.00 1 0.0 6 0.3 6.25 0 0.0 0 0.0 6.50 0 0.0 0 0.0 6.75 0 0.0 0 0.0 7.00 0 0.0 0 0.0 7.25 0 0.0 0 0.0 7.50 1 0.0 7 0.3 7.75 0 0.0 0 0.0 8.00 0 0.0 0 0.0 8.25 0 0.0 0 0.0 8.25 1 0.0 14 0.6 Stormceptor Detailed Sizing Report-Page 6 of 7 Stormcept®re Frequency of Occurence by Rainfall Depths 98 91 77 70 63 U C 56 8 0 49 8C' 42 35 LL 28 21 14 7 0 O N p p) O Rain Depth(in) For Stormceptor Specifications and Drawings Please Visit: http://www.imbriumsystems.com/technical-specifications Stormceptor Detailed Sizing Report—Page 7 of 7 FLOWT FL O TO POND WETLAND/ST EAM 3R TOTAL FLOW OFF SITE. SUbeat Reach on LI•pk Routing Diagram for BPIII-PREDEVELOPMENT Prepared by Design Professionals, Inc., Printed 10/26/2016 HydroCAD®10.00-16 s/n 09320 0 2015 HydroCAD Software Solutions LLC BPIII-PREDEVELOPMENT Type///24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/26/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1 S: FLOWTO WETLAND/STREAM Runoff = 5.24 cfs @ 12.30 hrs, Volume= 0.523 af, Depth> 1.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (ac) CN Description 1.200 98 Paved parking, HSG C 0.820 70 Woods, Good, HSG C 3.100 74 >75% Grass cover, Good, HSG C 5.120 79 Weighted Average 3.920 76.56% Pervious Area 1.200 23.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 140 0.0210 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 2.6 170 0.0240 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.2 450 0.0220 1.45 145.01 Channel Flow, Area= 100.0 sf Perim= 102.0' r= 0.98' n= 0.150 Sheet flow over Short Grass 20.4 760 Total Summary for Subcatchment 2S: FLOW TO POND Runoff = 1.81 cfs Qa 12.17 hrs, Volume= 0.150 af, Depth> 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (ac) CN Description 0.050 98 Paved parking, HSG C 0.640 70 Woods, Good, HSG C 1.330 74 >75%Grass cover, Good, HSG C 2.020 73 Weighted Average 1.970 97.52% Pervious Area 0.050 2.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 210 0.0620 0.31 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" it BPIII-PREDEVELOPMENT Type /I/24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/26/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 3 Summary for Reach 3R: TOTAL FLOW OFF SITE. Inflow Area= 7.140 ac, 17.51% Impervious, Inflow Depth > 1.13" for 2 Year- Hartford event Inflow = 6.68 cfs @ 12.27 hrs, Volume= 0.673 of Outflow = 6.68 cfs @ 12.27 hrs, Volume= 0.673 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs BPIII-PREDEVELOPMENT Type M 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/26/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1 S: FLOWTO WETLAND/STREAM Runoff = 10.17 cfs @ 12.29 hrs, Volume= 1.007 af, Depth> 2.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (ac) CN Description 1.200 98 Paved parking, HSG C 0.820 70 Woods, Good, HSG C 3.100 74 >75%Grass cover, Good, HSG C 5.120 79 Weighted Average 3.920 76.56% Pervious Area 1.200 23.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 140 0.0210 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 2.6 170 0.0240 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.2 450 0.0220 1.45 145.01 Channel Flow, Area= 100.0 sf Perim= 102.0' r= 0.98' n= 0.150 Sheet flow over Short Grass 20.4 760 Total Summary for Subcatchment 2S: FLOW TO POND Runoff = 3.99 cfs @ 12.16 hrs, Volume= 0.318 af, Depth> 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (ac) CN Description 0.050 98 Paved parking, HSG C 0.640 70 Woods, Good, HSG C 1.330 74 >75%Grass cover, Good, HSG C 2.020 73 Weighted Average 1.970 97.52% Pervious Area 0.050 2.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 210 0.0620 0.31 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" BPIII-PREDEVELOPMENT Type 111 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/26/2016 j HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 5 j Summary for Reach 3R: TOTAL FLOW OFF SITE. Inflow Area= 7.140 ac, 17.51% Impervious, Inflow Depth > 2.23" for 10 Year- Hartford event Inflow = 13.31 cfs Qa 12.25 hrs, Volume= 1.324 of Outflow = 13.31 cfs Qa 12.25 hrs, Volume= 1.324 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs BPIII-PREDEVELOPMENT Type 1/124-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/26/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1 S: FLOWTO WETLAND/STREAM Runoff = 12.94 cfs @ 12.28 hrs, Volume= 1.285 af, Depth> 3.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (ac) CN Description 1.200 98 Paved parking, HSG C 0.820 70 Woods, Good, HSG C 3.100 74 >75%Grass cover, Good, HSG C 5.120 79 Weighted Average 3.920 76.56% Pervious Area 1.200 23.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 140 0.0210 0.19 Sheet Flow, Grass: Short n= 0.150 P2=3.20" 2.6 170 0.0240 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.2 450 0.0220 1.45 145.01 Channel Flow, Area= 100.0 sf Perim= 102.0' r= 0.98' n=0.150 Sheet flow over Short Grass 20.4 760 Total Summary for Subcatchment 2S: FLOW TO POND Runoff = 5.26 cfs @ 12.16 hrs, Volume= 0.418 af, Depth> 2.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (ac) CN Description 0.050 98 Paved parking, HSG C 0.640 70 Woods, Good, HSG C 1.330 74 >75%Grass cover, Good, HSG C 2.020 73 Weighted Average 1.970 97.52% Pervious Area 0.050 2.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 210 0.0620 0.31 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" i BPIII-PREDEVELOPMENT Type 11124-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/26/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 7 Summary for Reach 3R: TOTAL FLOW OFF SITE. Inflow Area= 7.140 ac, 17.51% Impervious, Inflow Depth > 2.86" for 25 Year- Hartford event Inflow = 17.08 cfs @ 12.25 hrs, Volume= 1.702 of Outflow = 17.08 cfs @ 12.25 hrs, Volume= 1.702 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs BPIII-PREDEVELOPMENT Type///24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/26/2016 HydroCAD@ 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1 S: FLOWTO WETLAND/STREAM Runoff = 17.89 cfs @ 12.28 hrs, Volume= 1.791 af, Depth> 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (ac) CN Description 1.200 98 Paved parking, HSG C 0.820 70 Woods, Good, HSG C 3.100 74 >75%Grass cover, Good, HSG C 5.120 79 Weighted Average 3.920 76.56% Pervious Area 1.200 23.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 140 0.0210 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 2.6 170 0.0240 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.2 450 0.0220 1.45 145.01 Channel Flow, Area= 100.0 sf Perim= 102.0' r= 0.98' n= 0.150 Sheet flow over Short Grass 20.4 760 Total Summary for Subcatchment 2S: FLOW TO POND Runoff = 7.60 cfs r7a 12.16 hrs, Volume= 0.603 af, Depth> 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (ac) CN Description 0.050 98 Paved parking, HSG C 0.640 70 Woods, Good, HSG C 1.330 74 >75%Grass cover, Good, HSG C 2.020 73 Weighted Average 1.970 97.52% Pervious Area 0.050 2.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 210 0.0620 0.31 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" w BPIII-PREDEVELOPMENT Type l//24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/26/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paae 9 Summary for Reach 3R: TOTAL FLOW OFF SITE. Inflow Area= 7.140 ac, 17.51% Impervious, Inflow Depth > 4.02" for 100 Year- Hartford event Inflow = 23.87 cfs @ 12.24 hrs, Volume= 2.395 of Outflow = 23.87 cfs @ 12.24 hrs, Volume= 2.395 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs o� o LCAn 2P LCMI Lc z O--v � LCAra Lc O—"v $P 25S LCMe LCMe 5 3S s 473 ROOFTOP ® 46$ LC ` 493 273 Lcazat� `t1J R F O ALC' —4 -FAR-FAR. LCMIB\ 46 � �LO�Mto LCMA LCMI2 LCMI 4 7 IDS �D ,0 2OSO O wMls ,n O —7LCMI Lc n L N21 LCMI<� 1/2 ROOF 9& 9P 49 L-11 LCM9 y LCMskT ITON ® 4SS CTWO qE OOF&OFp MF T npa RODF 1/2 ROOF LC 2 CM2t O 46S COU—Aq p 112 9P ooF /C-" LCMz LCAn LCM,s� 0 q�FAREA /41� IM1FILT T� LGM,s 1E 19S RE SMST cM A ls POAR POOP LC gpOF COURTYARD GMIT� 7 MTREHCHI 9TR TPA ON EfICH LCMI& LCMIB ,93 T �"T'"� LGM,S LCMts OVEfl—AND LANFL iO C TD 9 LC— LC— OVETUJET$7$ rya FLgY a D O52R 15 ROOF Flow Towpu �� IL— DIE-1-IT 1 PR—O.BA84Y Subcat Reach on Link Routing Diagram for 3616 Post rev 1 Prepared by Design Professionals, Inc., Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 0 2015 HydroCAD Software Solutions LLC 3616 Post rev 1 Type ///24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1 S: FLOW TO BASIN Runoff = 2.54 cfs @ 12.09 hrs, Volume= 0.185 af, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 20,466 74 >75%Grass cover, Good, HSG C 27,964 98 Paved parking, HSG C 48,430 88 Weighted Average 20,466 42.26% Pervious Area 27,964 57.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: LCA#2 Runoff = 1.68 cfs @ 12.09 hrs, Volume= 0.122 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description 21,446 74 >75%Grass cover, Good, HSG C 16,351 98 Paved parking, HSG C 37,797 84 Weighted Average 21,446 56.74% Pervious Area 16,351 43.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 3S: ROOF TOP Runoff = 0.41 cfs @ 12.09 hrs, Volume= 0.034 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 5,913 98 Roofs, HSG C 5,913 100.00% Impervious Area 3616 Post rev 1 Type ///24-hr 2 Year-Hartford Rainfal1=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 3 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: FLOW TO WQU Runoff = 2.67 cfs @ 12.09 hrs, Volume= 0.196 af, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 30,973 98 Paved parking, HSG C 16,377 74 >75% Grass cover, Good HSG C 47,350 90 Weighted Average 16,377 34.59% Pervious Area 30,973 65.41% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: LCA#3 Runoff = 0.03 cfs @ 12.10 hrs, Volume= 0.002 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description 960 74 >75%Grass cover, Good, HSG C 88 98 Paved parking, HSG C 1,048 76 Weighted Average 960 91.60% Pervious Area 88 8.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: LCA#4 Runoff = 0.02 cfs @ 12.10 hrs, Volume= 0.001 af, Depth= 1.091, Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" 3616 Post rev 1 Type 1/124-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 4 Area(sf) CN Description 533 74 >75%Grass cover, Good, HSG C 12 98 Paved parking, HSG C 545 75 Weighted Average 533 97.80% Pervious Area 12 2.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: LCA#9 Runoff = 0.10 cfs @ 12.10 hrs, Volume= 0.007 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 2,106 74 >75%Grass cover, Good, HSG C 646 98 Paved parking, HSG C 2,752 80 Weighted Average 2,106 76.53% Pervious Area 646 23.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9S: LCA#9 Runoff = 0.02 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 310 74 >75%Grass cover, Good, HSG C 231 98 Water Surface, HSG C 541 84 Weighted Average 310 57.30% Pervious Area 231 42.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, I� 3616 Post rev 1 Type ///24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 10S: LCA#7 Runoff = 0.01 cfs @ 12.10 hrs, Volume= 0.001 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 235 74 >75%Grass cover, Good, HSG C 71 98 Paved parking, HSG C 306 80 Weighted Average 235 76.80% Pervious Area 71 23.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 11S: LCA#6 Runoff = 0.02 cfs @ 12.10 hrs, Volume= 0.001 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 545 74 >75%Grass cover, Good, HSG C 30 98 Paved parking, HSG C 575 75 Weighted Average 545 94.78% Pervious Area 30 5.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 12S: ROOF AND COURTYARD Runoff = 0.71 cfs @ 12.09 hrs, Volume= 0.055 af, Depth= 2.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 803 74 >75%Grass cover, Good, HSG C 9,738 98 Paved parking, HSG C 10,541 96 Weighted Average 803 7.62% Pervious Area 9,738 92.38% Impervious Area 3616 Post rev 1 Type 111 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paae 6 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 13S: OVERLAND FLOW TO WETLAND Runoff = 0.77 cfs @ 12.10 hrs, Volume= 0.060 af, Depth= 0.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 7,360 74 >75%Grass cover, Good, HSG C 1,268 98 Paved parking, HSG C 25,000 70 Woods, Good, HSG C 33,628 72 Weighted Average 32,360 96.23% Pervious Area 1,268 3.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 17AS: LCA#20 Runoff = 0.12 cfs @ 12.10 hrs, Volume= 0.008 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 2,402 74 >75% Grass cover, Good, HSG C 750 98 Paved parking, HSG C 3,152 80 Weighted Average 2,402 76.21% Pervious Area 750 23.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 19S: ROOF Runoff = 0.27 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" 3616 Post rev 1 Type Ill 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 7 Area (sf) CN Description 3,941 98 Paved parking, HSG C 3,941 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 20S: LCA#22 Runoff = 0.09 cfs @ 12.10 hrs, Volume= 0.007 af, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 2,234 74 >75%Grass cover, Good, HSG C 467 98 Paved parking, HSG C 2,701 78 Weighted Average 2,234 82.71% Pervious Area 467 17.29% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 22S: LCA#21 Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 1,513 74 >75%Grass cover, Good, HSG C 719 98 Paved parking, HSG C 2,232 82 Weighted Average 1,513 67.79% Pervious Area 719 32.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type 111 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 23AS: 1/2 ROOF AREA Runoff = 0.18 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 23BS: 1/2 ROOF AREA Runoff = 0.18 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 25S: LCA#5 Runoff = 0.17 cfs @ 12.10 hrs, Volume= 0.012 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 3,414 74 >75%Grass cover, Good, HSG C 1,089 98 Paved parking, HSG C 4,503 80 Weighted Average 3,414 75.82% Pervious Area 1,089 24.18% Impervious Area 3616 Post rev 1 Type 111 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 9 Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 26: LCA#1 Runoff = 1.54 cfs @ 12.09 hrs, Volume= 0.112 af, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 22,239 74 >75% Grass cover, Good, HSG C 14,154 98 Paved parking, HSG C 36,393 83 Weighted Average 22,239 61.11% Pervious Area 14,154 38.89% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Ent 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 27S: LCA#13 Runoff = 0.16 cfs @ 12.10 hrs, Volume= 0.012 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 3,290 74 >75%Grass cover, Good, HSG C 1,183 98 Paved parking, HSG C 4,473 80 Weighted Average 3,290 73.55% Pervious Area 1,183 26.45% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 28AS: 1/2 ROOF Runoff = 0.18 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" 3616 Post rev 1 Type ///24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 10 Area (sf) CN Description 2,533 98 Paved parking, HSG C 2,533 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 29S: COURTYAR AND 1/2 ROOF Runoff = 0.25 cfs @ 12.09 hrs, Volume= 0.019 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description 868 74 >75%Grass cover, Good, HSG C 3,146 98 Paved parking, HSG C 4,014 93 Weighted Average 868 21.62% Pervious Area 3,146 78.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 30S: LCA#16 Runoff = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description 654 74 >75% Grass cover, Good, HSG C 826 98 Paved parking, HSG C 1,480 87 Weighted Average 654 44.19% Pervious Area 826 55.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type 111 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD010.00-16 s/n 09320 ©2015 H tdroCAD Software Solutions LLC Page 11 Summary for Subcatchment 32S: LCA#17 Runoff = 0.08 cfs @ 12.09 hrs, Volume= 0.006 af, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 1,095 74 >75%Grass cover, Good, HSG C 704 98 Paved parking, HSG C 1,799 83 Weighted Average 1,095 60.87% Pervious Area 704 39.13% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 33S: LCA#14 Runoff = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 386 74 >75% Grass cover, Good, HSG C 326 98 Paved parking, HSG C 712 85 Weighted Average 386 54.21% Pervious Area 326 45.79% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Ent 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 34AS: ROOF Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.011 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 1,965 98 Paved parking, HSG C 1,965 100.00% Impervious Area 3616 Post rev 1 Type ///24-hr 2 Year-Hartford Rainfal1=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 12 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 34BS: ROOF Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.011 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 1,965 98 Paved parking, HSG C 1,965 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 35AS: LCA#19 Runoff = 0.03 cfs @ 12.10 hrs, Volume= 0.002 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 907 74 >75% Grass cover, Good, HSG C 57 98 Paved parking, HSG C 964 75 Weighted Average 907 94.09% Pervious Area 57 5.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 35BS: LCA#18 Runoff = 0.03 cfs @ 12.10 hrs, Volume= 0.002 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description 907 74 >75% Grass cover, Good, HSG C 57 98 Paved parking, HSG C 964 75 Weighted Average 907 94.09% Pervious Area 57 5.91% Impervious Area 3616 Post rev 1 Type ///24-hr 2 Year- Hartford Rainfall=3.2o,, Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 13 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 37S: OVERLAND FLOW TO-POND Runoff = 0.58 cfs Qa 12.10 hrs, Volume= 0.045 af, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 12,762 70 Woods, Good, HSG C 10,000 74 >75% Grass cover, Good, HSG C 965 98 Paved parking HSG C 23,727 73 Weighted Average 22,762 95.93% Pervious Area 965 4.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 43S: COURTYARD AND TWO HALFS OF ROOF Runoff = 0.43 cfs Qa 12.09 hrs, Volume= 0.033 af, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 985 74 >75% Grass cover, Good, HSG C 5,720 98 Paved parking HSG C 6,705 94 Weighted Average 985 14.69% Pervious Area 5,720 85.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Ent 5.0 0 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 44S: 1/2 ROOF Runoff = 0.18 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" 3616 Post rev 1 Type 111 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 14 Area (sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 45S: LCA#15 Runoff = 0.04 cfs @a 12.10 hrs, Volume= 0.003 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description 709 74 >75%Grass cover, Good, HSG C 317 98 Paved parking, HSG C 1,026 81 Weighted Average 709 69.10% Pervious Area 317 30.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 46S: LCA2#12 Runoff = 0.06 cfs Qa 12.10 hrs, Volume= 0.005 af, Depth= 1.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 1,438 74 >75%Grass cover, Good, HSG C 360 98 Paved parking, HSG C 1,798 79 Weighted Average 1,438 79.98% Pervious Area 360 20.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type 11124-hr 2 Year- Hartford Rainfa11=3.20,, Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 47S: LCA#11 Runoff = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 434 74 >75% Grass cover, Good, HSG C 251 98 Paved parking, HSG C 685 83 Weighted Average 434 63.36% Pervious Area 251 36.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 48S: LCA#10 Runoff = 0.09 cfs @ 12.10 hrs, Volume= 0.006 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 1,651 74 >75% Grass cover, Good, HSG C 635 98 Paved parking, HSG C 2,286 81 Weighted Average 1,651 72.22% Pervious Area 635 27.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 49S: ROOF Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.011 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 1,966 98 Paved parking, HSG C 1,966 100.00% Impervious Area 3616 Post rev 1 Type 111 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 16 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Reach 313: DEIGN POINT Inflow Area= 7.094 ac, 46.92% Impervious, Inflow Depth = 1.64" for 2 Year- Hartford event Inflow = 6.69 cfs @ 12.12 hrs, Volume= 0.971 of Outflow = 6.69 cfs @ 12.12 hrs, Volume= 0.971 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Reach 52R: flow to pond Inflow Area = 0.545 ac, 4.07% Impervious, Inflow Depth = 0.98" for 2 Year- Hartford event Inflow = 0.58 cfs @ 12.10 hrs, Volume= 0.045 of Outflow = 0.58 cfs @ 12.10 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Pond 2P: LCA#2 Inflow Area= 0.868 ac, 43.26% Impervious, Inflow Depth = 1.68" for 2 Year- Hartford event Inflow = 1.68 cfs @ 12.09 hrs, Volume= 0.122 of Outflow = 1.68 cfs @ 12.10 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.3 min Primary = 1.68 cfs @ 12.10 hrs, Volume= 0.119 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.38'@ 12.10 hrs Surf.Area= 781 sf Storage= 148 cf Plug-Flow detention time= 18.2 min calculated for 0.119 of (98%of inflow) Center-of-Mass det. time= 5.8 min ( 835.4- 829.6) Volume Invert Avail.Storage Storage Description #1 124.00' 1,032 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 2,064 1,032 1,032 Device Routing Invert Outlet Devices #1 Primary 124.33' 2.4"x 2.4" Horiz.Orifice/Grate X 60.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.67 cfs @ 12.10 hrs HW=124.38' (Free Discharge) L1=Orifice/Grate (Weir Controls 1.67 cfs @ 0.72 fps) 3616 Post rev 1 Type 111 24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 17 Summary for Pond 5P: LCA#3 Inflow Area= 0.024 ac, 8.40% Impervious, Inflow Depth = 1.15" for 2 Year- Hartford event Inflow = 0.03 cfs @ 12.10 hrs, Volume= 0.002 of Outflow = 0.03 cfs @ 12.15 hrs, Volume= 0.002 af, Atten=2%, Lag= 3.2 min Primary = 0.03 cfs @ 12.15 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 125.35' @ 12.15 hrs Surf.Area= 113 sf Storage= 20 cf Plug-Flow detention time= 106.3 min calculated for 0.002 of (82%of inflow) Center-of-Mass det. time=32.6 min ( 888.2 - 855.6) Volume Invert Avail.Storage Storage Description #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 0 0 0 126.00 323 162 162 Device Routing Invert Outlet Devices #1 Primary 125.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 12.15 hrs HW=125.35' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.03 cfs @ 0.47 fps) Summary for Pond 6P: LCA#4 Inflow Area= 0.013 ac, 2.20% Impervious, Inflow Depth = 1.09" for 2 Year- Hartford event Inflow = 0.02 cfs @ 12.10 hrs, Volume= 0.001 of Outflow = 0.01 cfs @ 12.37 hrs, Volume= 0.001 af, Atten= 52%, Lag= 16.5 min Primary = 0.01 cfs @ 12.37 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 125.34' @ 12.35 hrs Surf.Area= 109 sf Storage= 18 cf Plug-Flow detention time= 189.5 min calculated for 0.001 of (65%of inflow) Center-of-Mass det. time= 77.2 min ( 936.0- 858.8) Volume Invert Avail.Storage Storaqe Description #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 0 0 0 126.00 323 162 162 Device Routing Invert Outlet Devices #1 Primary 125.33' 12.0" Horiz.Orifice/Grate C= 0.600 3616 Post rev 1 Type ///24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 @ 2015 HydroCAD Software Solutions LLC Page 18 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.37 hrs HW=125.34' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.01 cfs @ 0.26 fps) Summary for Pond 8P: LCA#9 Inflow Area = 0.063 ac, 23.47% Impervious, Inflow Depth = 1.40" for 2 Year- Hartford event Inflow = 0.10 cfs @ 12.10 hrs, Volume= 0.007 of Outflow = 0.10 cfs @ 12.12 hrs, Volume= 0.007 af, Atten=3%, Lag= 1.2 min Primary = 0.10 cfs @ 12.12 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.37'@ 12.12 hrs Surf.Area= 239 sf Storage=45 cf Plug-Flow detention time= 73.6 min calculated for 0.007 of (89%of inflow) Center-of-Mass det. time= 21.9 min ( 864.6- 842.8 ) Volume Invert Avail.Storage Storage Description #1 122.00' 319 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 638 319 319 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.09 cfs @ 12.12 hrs HW=122.37' (Free Discharge) t1=Orifice/Grate (Weir Controls 0.09 cfs @ 0.68 fps) Summary for Pond 9P: LCA#8 Inflow Area= 0.012 ac, 42.70% Impervious, Inflow Depth = 1.68" for 2 Year- Hartford event Inflow = 0.02 cfs @ 12.09 hrs, Volume= 0.002 of Outflow = 0.02 cfs @ 12.10 hrs, Volume= 0.002 af, Atten= 1%, Lag= 0.2 min Primary = 0.02 cfs @ 12.10 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.90'@ 12.10 hrs Surf.Area= 21 sf Storage=4 cf Plug-Flow detention time=39.0 min calculated for 0.002 of (95%of inflow) Center-of-Mass det. time= 11.4 min ( 840.9- 829.6) Volume Invert Avail.Storage Storage Description #1 122.50' 27 cf Custom Stage Data(Prismatic) Listed below(Recalc) 3616 Post rev 1 Type N 24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 C 2015 HydroCAD Software Solutions LLC Page 19 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 0 0 0 123.50 53 27 27 _Device Routing Invert Outlet Devices #1 Primary 122.88' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.10 hrs HW=122.90' (Free Discharge) L1-Orifice/Grate (Weir Controls 0.02 cfs @ 0.43 fps) Summary for Pond 10P: LCA#7 Inflow Area= 0.007 ac, 23.20% Impervious, Inflow Depth = 1.40" for 2 Year- Hartford event Inflow = 0.01 cfs @ 12.10 hrs, Volume= 0.001 of Outflow = 0.01 cfs @ 12.10 hrs, Volume= 0.001 af, Atten= 1%, Lag= 0.3 min Primary = 0.01 cfs @ 12.10 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.89'@ 12.10 hrs Surf.Area= 27 sf Storage= 5 cf Plug-Flow detention time= 86.6 min calculated for 0.001 of (86% of inflow) Center-of-Mass det. time=24.7 min ( 867.4 - 842.8) Volume Invert Avail.Storage Storage Description #1 122.50' 34 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 0 0 0 123.50 68 34 34 Device Routing Invert Outlet Devices #1 Primary 122.88' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.10 hrs HW=122.89' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.01 cfs @ 0.33 fps) Summary for Pond 11 P: WAN Inflow Area= 0.013 ac, 5.22% Impervious, Inflow Depth = 1.09" for 2 Year- Hartford event Inflow = 0.02 cfs @ 12.10 hrs, Volume= 0.001 of Outflow = 0.02 cfs @ 12.12 hrs, Volume= 0.001 af, Atten= 0%, Lag= 1.2 min Primary = 0.02 cfs @ 12.12 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.34'@ 12.10 hrs Surf.Area=48 sf Storage= 8 cf Plug-Flow detention time= 94.6 min calculated for 0.001 of (85%of inflow) 3616 Post rev 1 Type ///24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 20 Center-of-Mass det. time=27.4 min ( 886.2 - 858.8) Volume Invert Avail.Storage Storage Description #1 122.00' 70 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 139 70 70 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.12 hrs HW=122.34' (Free Discharge) Li=Orifice/Grate (Weir Controls 0.01 cfs @ 0.37 fps) Summary for Pond 14P: INFILTRATION TRENCH #2 Inflow Area= 2.375 ac, 49.16% Impervious, Inflow Depth = 1.73" for 2 Year- Hartford event Inflow = 2.76 cfs @ 12.16 hrs, Volume= 0.342 of Outflow = 2.62 cfs @ 12.25 hrs, Volume= 0.338 af, Atten= 5%, Lag= 5.9 min Primary = 2.62 cfs @ 12.25 hrs, Volume= 0.338 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 117.73'@ 12.25 hrs Surf.Area= 960 sf Storage= 854 cf Plug-Flow detention time=21.9 min calculated for 0.338 of (99%of inflow) Center-of-Mass det. time= 12.8 min ( 861.8- 849.0 ) Volume Invert Avail.Storage Storage Description #1 116.25' 857 cf 4.00'W x 240.001 x 4.00'H Prismatoid 3,840 cf Overall - 1,696 cf Embedded =2,144 cf x 40.0%Voids #2 116.75' 1,696 cf 36.0" Round Pipe Storage Inside#1 L=240.0' 2,554 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 116.75' 15.0" Round Culvert L=45.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 116.75'/ 114.16' S= 0.0576'/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 116.75' 12.0" Vert.Orifice/Grate C= 0.600 #3 Device 1 119.90' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.62 cfs @ 12.25 hrs HW=117.73' (Free Discharge) L1=Culvert (Passes 2.62 cfs of 3.45 cfs potential flow) �__3=Sharp-Crested 2=Orifice/Grate (Orifice Controls 2.62 cfs @ 3.36 fps) Rectangular Weir ( Controls 0.00 cfs) 3616 Post rev 1 Type 111 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 21 Summary for Pond 18P: LCA#20 Inflow Area= 0.072 ac, 23.79% Impervious, Inflow Depth = 1.40" for 2 Year- Hartford event Inflow = 0.12 cfs @ 12.10 hrs, Volume= 0.008 of Outflow = 0.12 cfs @ 12.10 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.3 min Primary = 0.12 cfs @ 12.10 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 120.93' @ 12.10 hrs Surf.Area= 50 sf Storage= 11 cf Plug-Flow detention time= 18.5 min calculated for 0.008 of (98%of inflow) Center-of-Mass det. time= 5.5 min ( 848.2 - 842.8) Volume Invert Avail.Storage Storage Description #1 120.50' 59 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 120.50 0 0 0 121.50 117 59 59 Device Routing Invert Outlet Devices #1 Primary 120.88' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.12 cfs @ 12.10 hrs HW=120.93' (Free Discharge) t-1=Orifice/Grate (Weir Controls 0.12 cfs @ 0.73 fps) Summary for Pond 20P: LCA#22 Inflow Area= 0.062 ac, 17.29% Impervious, Inflow Depth = 1.27" for 2 Year- Hartford event Inflow = 0.09 cfs @ 12.10 hrs, Volume= 0.007 of Outflow = 0.11 cfs @ 12.10 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.3 min Primary = 0.11 cfs @ 12.10 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.33' @ 12.10 hrs Surf.Area= 198 sf Storage= 33 cf Plug-Flow detention time= 73.1 min calculated for 0.006 of (89%of inflow) Center-of-Mass det. time= 19.7 min ( 868.8 - 849.2) Volume Invert Avail.Storage Storage Description #1 122.00' 74 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 296 74 74 Device Routing Invert Outlet Devices #1 Primary 122.33' 8.0" Horiz. Orifice/Grate C= 0.600 3616 Post rev 1 Type///24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 22 Primary OutFlow Max=0.11 cfs @ 12.10 hrs HW=122.33' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.11 cfs @ 0.32 fps) Summary for Pond 22P: LCA#21 Inflow Area= 0.051 ac, 32.21% Impervious, Inflow Depth = 1.54" for 2 Year- Hartford event Inflow = 0.09 cfs @ 12.09 hrs, Volume= 0.007 of Outflow = 0.09 cfs @ 12.10 hrs, Volume= 0.006 af, Atten=0%, Lag= 0.3 min Primary = 0.09 cfs @ 12.10 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.37' @ 12.10 hrs Surf.Area= 62 sf Storage= 12 cf Plug-Flow detention time=25.5 min calculated for 0.006 of (97%of inflow) Center-of-Mass det. time= 7.7 min ( 844.0 - 836.3 ) Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.09 cfs @ 12.10 hrs HW=122.37' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.09 cfs @ 0.67 fps) Summary for Pond 24P: INFILTRATION TRENCH#6 Inflow Area= 0.172 ac, 49.85% Impervious, Inflow Depth = 1.86" for 2 Year- Hartford event Inflow = 0.37 cfs @ 12.10 hrs, Volume= 0.027 of Outflow = 0.20 cfs @ 12.22 hrs, Volume= 0.026 af, Atten= 45%, Lag= 7.5 min Primary = 0.20 cfs @ 12.22 hrs, Volume= 0.026 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 119.87' @ 12.22 hrs Surf.Area= 231 sf Storage= 160 cf Plug-Flow detention time=29.3 min calculated for 0.026 of (98%of inflow) Center-of-Mass det. time= 19.8 min ( 821.8- 802.0 ) Volume Invert Avail.Storage Storage Description #1 118.80, 180 cf 3.00'W x 77.001 x 3.00'H Prismatoid 693 cf Overall -242 cf Embedded = 451 cf x 40.0%Voids #2 119.00, 242 cf 24.0" Round Pipe Storage Inside#1 L= 77.0' 422 cf Total Available Storage 3616 Post rev 1 Type 111 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 23 Device Routing Invert Outlet Devices #1 Primary 119.00' 3.0"Vert. Orifice/Grate C= 0.600 #2 Primary 121.65' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.20 cfs @ 12.22 hrs HW=119.86' (Free Discharge) 1:2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 0.20 cfs @ 4.14 fps) Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 25P: LCA#5 Inflow Area= 0.103 ac, 24.18% Impervious, Inflow Depth = 1.40" for 2 Year- Hartford event Inflow = 0.17 cfs @ 12.10 hrs, Volume= 0.012 of Outflow = 0.16 cfs @ 12.11 hrs, Volume= 0.011 af, Atten=2%, Lag= 1.1 min Primary = 0.16 cfs @ 12.11 hrs, Volume= 0.011 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.39' @ 12.11 hrs Surf.Area=253 sf Storage= 50 cf Plug-Flow detention time= 49.4 min calculated for 0.011 of (93%of inflow) Center-of-Mass det. time= 14.9 min ( 857.7- 842.8 ) Volume Invert Avail.Storage Storage Description #1 124.00' 322 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 644 322 322 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.16 cfs @ 12.11 hrs HW=124.39' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.16 cfs @ 0.81 fps) Summary for Pond 26P: LCA#1 Inflow Area= 0.835 ac, 38.89% Impervious, Inflow Depth = 1.61" for 2 Year- Hartford event Inflow = 1.54 cfs @ 12.09 hrs, Volume= 0.112 of Outflow = 1.55 cfs @ 12.10 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.3 min Primary = 1.55 cfs @ 12.10 hrs, Volume= 0.108 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 123.93'@ 12.10 hrs Surf.Area= 980 sf Storage=209 cf Plug-Flow detention time= 27.5 min calculated for 0.108 of (97%of inflow) Center-of-Mass det. time= 8.3 min ( 841.3 - 832.9 ) 3616 Post rev 1 Type 1/124-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 24 Volume Invert Avail.Storage Storage Description #1 123.50' 1,151 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.50 0 0 0 124.50 2,302 1,151 1,151 Device Routing Invert Outlet Devices #1 Primary 123.88' 2.4"x 2.4" Horiz. Orifice/Grate X 60.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.54 cfs @ 12.10 hrs HW=123.93' (Free Discharge) L1=Orifice/Grate (Weir Controls 1.54 cfs @ 0.70 fps) Summary for Pond 27P: LCA#13 Inflow Area= 0.103 ac, 26.45% Impervious, Inflow Depth = 1.40" for 2 Year- Hartford event Inflow = 0.16 cfs @ 12.10 hrs, Volume= 0.012 of Outflow = 0.14 cfs @ 12.15 hrs, Volume= 0.011 af, Atten= 15%, Lag= 3.5 min Primary = 0.14 cfs @ 12.15 hrs, Volume= 0.011 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.46' @ 12.15 hrs Surf.Area=427 sf Storage= 97 cf Plug-Flow detention time= 79.6 min calculated for 0.011 of (90%of inflow) Center-of-Mass det. time= 32.7 min ( 875.4- 842.8 ) Volume Invert Avail.Storage Storage Description #1 124.00' 468 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 935 468 468 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0"Vert. Orifice/Grate X 2.00 C= 0.600 Primary OutFlow Max=0.14 cfs @ 12.15 hrs HW=124.46' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.14 cfs @ 1.21 fps) Summary for Pond 29P: INFILTRATION TRENCH #3 Inflow Area= 0.544 ac, 65.46% Impervious, Inflow Depth = 2.14" for 2 Year- Hartford event Inflow = 1.21 cfs @ 12.10 hrs, Volume= 0.097 of Outflow = 0.24 cfs @ 12.57 hrs, Volume= 0.090 af, Atten= 80%, Lag=28.1 min Primary = 0.24 cfs @ 12.57 hrs, Volume= 0.090 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 3616 Post rev 1 Type ///24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals Inc. 9 � Printed 12/9/2 1 0 6 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 25 Peak Elev= 121.94' @ 12.57 hrs Surf.Area= 1,649 sf Storage= 1,762 cf Plug-Flow detention time= 143.6 min calculated for 0.090 of (92%of inflow) Center-of-Mass det. time= 101.9 min ( 897.4 - 795.4) Volume Invert Avail.Stora a Storage Description #1 120.25' 1,383 cf 3.50'W x 471.001 x 3.50'H Prismatoid 5,770 cf Overall - 2,312 cf Embedded =3,458 cf x 40.0%Voids #2 120.75' 2,312 cf 30.0" Round Pipe Storage Inside#1 L=471.0' 3,695 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 120.75' 3.0"Vert. Orifice/Grate C= 0.600 #2 Primary 123.45' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.24 cfs @ 12.57 hrs HW=121.94' (Free Discharge) 1:'2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 0.24 cfs @ 4.96 fps) Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 30P: LCA#16 Inflow Area = 0.034 ac, 55.81% Impervious, Inflow Depth = 1.91" for 2 Year- Hartford event Inflow = 0.07 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 12.10 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.4 min Primary = 0.07 cfs @ 12.10 hrs, Volume= 0.005 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.37'@ 12.10 hrs Surf.Area= 61 sf Storage= 11 cf Plug-Flow detention time= 32.1 min calculated for 0.005 of (96%of inflow) Center-of-Mass det. time= 10.6 min ( 829.5 - 818.9 ) Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.07 cfs @ 12.10 hrs HW=122.37' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.07 cfs @ 0.63 fps) 3616 Post rev 1 Type Ill 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 26 Summary for Pond 31 P: INFILTRATION TRENCH #5 Inflow Area = 1.204 ac, 62.86% Impervious, Inflow Depth = 1.99" for 2 Year- Hartford event Inflow = 0.90 cfs @ 12.10 hrs, Volume= 0.200 of Outflow = 0.41 cfs @ 12.82 hrs, Volume= 0.194 af, Atten= 55%, Lag= 42.7 min Primary = 0.41 cfs @ 12.82 hrs, Volume= 0.194 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 118.30'@ 12.82 hrs Surf.Area= 1,197 sf Storage= 1,442 cf Plug-Flow detention time= 69.9 min calculated for 0.194 of (97%of inflow) Center-of-Mass det. time= 53.0 min ( 930.0 - 877.0 ) Volume Invert Avail.Storage Storage Description #1 116.70' 612 cf 3.50'W x 342.00'L x 3.50'H Prismatoid 4,190 cf Overall - 2,661 cf Embedded = 1,529 cf x 40.0%Voids #2 117.20' 2,661 cf 30.0" Round Pipe Storage Inside#1 L= 542.0' 3,272 cf Total Available Storage Device Routing Invert Outlet Devices #1 Device 3 117.20' 4.0"Vert. Orifice/Grate C= 0.600 #2 Device 3 119.75' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 114.90' 12.0" Round Culvert L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 114.90'/ 114.30' S= 0.0500 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.41 cfs @ 12.82 hrs HW=118.30' (Free Discharge) L =Culvert (Passes 0.41 cfs of 6.44 cfs potential flow) 1_Orifice/Grate (Orifice Controls 0.41 cfs @ 4.65 fps) 2_Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 32P: LCA#17 Inflow Area= 0.041 ac, 39.13% Impervious, Inflow Depth = 1.61" for 2 Year- Hartford event Inflow = 0.08 cfs @ 12.09 hrs, Volume= 0.006 of Outflow = 0.08 cfs @ 12.10 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.3 min Primary = 0.08 cfs @ 12.10 hrs, Volume= 0.005 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.29'@ 12.10 hrs Surf.Area= 48 sf Storage= 7 cf Plug-Flow detention time= 18.2 min calculated for 0.005 of (98%of inflow) Center-of-Mass det. time= 5.8 min ( 838.7 - 832.9) Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) 3616 Post rev 1 Type 111 24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 27 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic feet) 122.00 0 0 0 122.50 83 21 21 Device Routinq Invert Outlet Devices #1 Primary 122.25' 12.0" Horiz. 122.33 C= 0.600 Limited to weir flow at low heads Primary Outflow Max=0.08 cfs @ 12.10 hrs HW=122.29' (Free Discharge) L1=122.33 (Weir Controls 0.08 cfs @ 0.64 fps) Summary for Pond 33P: LCA#14 Inflow Area = 0.016 ac, 45.79% Impervious, Inflow Depth = 1.76" for 2 Year- Hartford event Inflow = 0.03 cfs @ 12.09 hrs, Volume= 0.002 of Outflow = 0.03 cfs @ 12.10 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.5 min Primary = 0.03 cfs @ 12.10 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.35' @ 12.10 hrs Surf.Area= 60 sf Storage= 11 cf Plug-Flow detention time= 63.2 min calculated for 0.002 of (91%of inflow) Center-of-Mass det. time= 18.7 min ( 844.8 - 826.1 ) Volume Invert Avail.Storage Storage Description #1 124.00' 86 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 171 86 86 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 12.10 hrs HW=124.35' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.03 cfs @ 0.48 fps) Summary for Pond 35BP: LCA#18 Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 1.09" for 2 Year- Hartford event Inflow = 0.03 cfs @ 12.10 hrs, Volume= 0.002 of Outflow = 0.03 cfs @ 12.15 hrs, Volume= 0.002 af, Atten= 1%, Lag= 2.9 min Primary = 0.03 cfs @ 12.15 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.35'@ 12.15 hrs Surf.Area= 92 sf Storage= 16 cf Plug-Flow detention time= 101.7 min calculated for 0.002 of (84%of inflow) Center-of-Mass det. time= 30.7 min ( 889.5- 858.8 ) 3616 Post rev 1 Type 111 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 28 Volume Invert Avail.Storage Storage Description #1 122.00' 33 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 132 33 33 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 12.15 hrs HW=122.35' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.03 cfs @ 0.45 fps) Summary for Pond 35P: LCA#19 Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 1.09" for 2 Year- Hartford event Inflow = 0.03 cfs @ 12.10 hrs, Volume= 0.002 of Outflow = 0.01 cfs @ 12.29 hrs, Volume= 0.001 af, Atten= 47%, Lag= 11.6 min Primary = 0.01 cfs @ 12.29 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.34' @ 12.29 hrs Surf.Area= 159 sf Storage= 27 cf Plug-Flow detention time= 161.3 min calculated for 0.001 of (71%of inflow) Center-of-Mass det. time= 60.1 min ( 918.9- 858.8) Volume Invert Avail.Storage Storage Description #1 122.00' 58 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 232 58 58 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 12.29 hrs HW=122.34' (Free Discharge) Li=Orifice/Grate (Weir Controls 0.01 cfs @ 0.36 fps) Summary for Pond 37P: INFILTRATION TRENCH#4 Inflow Area = 0.802 ac, 64.47% Impervious, Inflow Depth = 2.01" for 2 Year- Hartford event Inflow = 0.77 cfs @ 12.10 hrs, Volume= 0.134 of Outflow = 0.28 cfs @ 13.11 hrs, Volume= 0.131 af, Atten= 63%, Lag= 60.2 min Primary = 0.28 cfs @ 13.11 hrs, Volume= 0.131 of 3616 Post rev 1 Type N 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 29 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 120.30' @ 13.11 hrs Surf.Area= 837 sf Storage= 1,146 cf Plug-Flow detention time= 72.5 min calculated for 0.130 of (97%of inflow) Center-of-Mass det. time= 55.0 min ( 920.5- 865.5) Volume Invert Avail.Storage Storage Description #1 118.25' 702 cf 3.50'W x 239.001 x 3.50'H Prismatoid 2,928 cf Overall - 1,173 cf Embedded = 1,755 cf x 40.0%Voids #2 118.75' 1,173 cf 30.0" Round Pipe Storage Inside#1 L= 239.0' 1,875 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 118.75' 3.0"Vert. Orifice/Grate C= 0.600 #2 Primary 121.35' 4.0' long Sharp-Crested Rectangular Weir 2 End Contractions) Primary OutFlow Max=0.28 cfs @ 13.11 hrs HW=120.30' (Free Discharge) t:1=Orifice/Grate (Orifice Controls 0.28 cfs @ 5.75 fps) 2' =Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 45P: LCA#15 Inflow Area = 0.024 ac, 30.90% Impervious, Inflow Depth = 1.47" for 2 Year- Hartford event Inflow = 0.04 cfs @ 12.10 hrs, Volume= 0.003 of Outflow = 0.04 cfs @ 12.14 hrs, Volume= 0.003 af, Atten= 11%, Lag=2.8 min Primary = 0.04 cfs @ 12.14 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.42'@ 12.14 hrs Surf.Area= 114 sf Storage=24 cf Plug-Flow detention time= 87.7 min calculated for 0.003 of (88%of inflow) Center-of-Mass det. time= 33.0 min ( 872.6 - 839.5 ) Volume Invert Avail.Storage Storage Description #1 124.00' 136 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 272 136 136 _Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0"Vert.Orifice/Grate C= 0.600 Primary OutFlow Max=0.03 cfs @ 12.14 hrs HW=124.42' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.03 cfs @ 1.01 fps) 3616 Post rev 1 Type 111 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD010.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 30 Summary for Pond 46P: LCA#12 Inflow Area= 0.041 ac, 20.02% Impervious, Inflow Depth = 1.34" for 2 Year- Hartford event Inflow = 0.06 cfs @ 12.10 hrs, Volume= 0.005 of Outflow = 0.04 cfs @ 12.20 hrs, Volume= 0.004 af, Atten= 33%, Lag= 6.5 min Primary = 0.04 cfs @ 12.20 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.98' @ 12.20 hrs Surf.Area=217 sf Storage= 52 cf Plug-Flow detention time= 118.0 min calculated for 0.004 of (84%of inflow) Center-of-Mass det. time=48.6 min ( 894.5- 846.0 ) Volume Invert Avail.Storage Storage Description #1 124.50' 227 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.50 0 0 0 125.50 454 227 227 Device Routing Invert Outlet Devices #1 Primary 124.88' 12.0" Vert.Orifice/Grate C= 0.600 Primary OutFlow Max=0.04 cfs @ 12.20 hrs HW=124.98' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.04 cfs @ 1.06 fps) Summary for Pond 47P: LCA#11 Inflow Area= 0.016 ac, 36.64% Impervious, Inflow Depth = 1.61" for 2 Year- Hartford event Inflow = 0.03 cfs @ 12.09 hrs, Volume= 0.002 of Outflow = 0.03 cfs @ 12.11 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.7 min Primary = 0.03 cfs @ 12.11 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.90' @ 12.11 hrs Surf.Area= 76 sf Storage= 15 cf Plug-Flow detention time= 93.0 min calculated for 0.002 of (85%of inflow) Center-of-Mass det. time= 27.9 min ( 860.8 - 832.9) Volume Invert Avail.Storage Storage Description #1 124.50' 95 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.50 0 0 0 125.50 190 95 95 Device Routing Invert Outlet Devices #1 Primary 124.88' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads 3616 Post rev 1 Type 11124-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HvdroCAD Software Solutions LLC Page 31 Primary OutFlow Max=0.03 cfs @ 12.11 hrs HW=124.90' (Free Discharge) L7=Orifice/Grate (Weir Controls 0.03 cfs @ 0.46 fps) Summary for Pond 48P: LCA#10 Inflow Area= 0.052 ac, 27.78% Impervious, Inflow Depth = 1.47" for 2 Year- Hartford event Inflow = 0.09 cfs @ 12.10 hrs, Volume= 0.006 of Outflow = 0.09 cfs @ 12.11 hrs, Volume= 0.006 af, Atten= 1%, Lag= 0.9 min Primary = 0.09 cfs @ 12.11 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.37'@ 12.11 hrs Surf.Area= 156 sf Storage=29 cf Plug-Flow detention time= 58.0 min calculated for 0.006 of (92%of inflow) Center-of-Mass det. time= 16.9 min ( 856.4- 839.5 ) Volume Invert Avail.Stora a Storacle Descri ption #1 124.00' 210 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic feet) 124.00 0 0 0 125.00 420 210 210 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.08 cfs @ 12.11 hrs HW=124.37' (Free Discharge) t-1=Orifice/Grate (Weir Controls 0.08 cfs @ 0.66 fps) Summary for Pond 49P: INFILTRATION TRENCH #1 Inflow Area= 2.070 ac, 44.90% Impervious, Inflow Depth = 1.70" for 2 Year- Hartford event Inflow = 4.04 cfs @ 12.10 hrs, Volume= 0.293 of Outflow = 2.23 cfs @ 12.24 hrs, Volume= 0.280 af, Atten= 45%, Lag= 8.5 min Primary = 2.23 cfs @ 12.24 hrs, Volume= 0.280 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 120.14'@ 12.24 hrs Surf.Area= 2,660 sf Storage=2,720 cf Plug-Flow detention time= 59.5 min calculated for 0.280 of(96%of inflow) Center-of-Mass det. time=37.0 min ( 863.4- 826.4) Volume Invert Avail.Storage Storage Description #1 118.50' 2,376 cf 4.00'W x 665.001 x 4.00'H Prismatoid 10,640 cf Overall -4,701 cf Embedded = 5,939 cf x 40.0%Voids #2 119.00, 4,701 cf 36.0" Round Pipe Storage Inside#1 L= 665.0' 7,076 cf Total Available Storage 3616 Post rev 1 Type ///24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 @ 2015 HydroCAD Software Solutions LLC Page 32 Device Routing Invert Outlet Devices #1 Primary 119.00' 10.0"Vert.Orifice/Grate C= 0.600 #2 Primary 122.00' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.22 cfs @ 12.24 hrs HW=120.13' (Free Discharge) �__2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 2.22 cfs @ 4.08 fps) Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 51 P: PROPOSED BASIN Inflow Area= 1.112 ac, 57.74% Impervious, Inflow Depth = 2.00" for 2 Year- Hartford event Inflow = 2.54 cfs @ 12.09 hrs, Volume= 0.185 of Outflow = 0.58 cfs @ 12.51 hrs, Volume= 0.138 af, Atten= 77%, Lag= 25.1 min Primary = 0.58 cfs @ 12.51 hrs, Volume= 0.138 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 117.37'@ 12.51 hrs Surf.Area= 3,196 sf Storage=3,833 cf Plug-Flow detention time= 208.6 min calculated for 0.137 of (74%of inflow) Center-of-Mass det. time= 122.4 min ( 937.5- 815.1 ) Volume Invert Avail.Storage Storage Description #1 115.70' 10,469 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.70 1,341 0 0 116.00 1,716 459 459 117.00 2,807 2,262 2,720 118.00 3,855 3,331 6,051 119.00 4,980 4,418 10,469 Device Routing Invert Outlet Devices #1 Primary 113.50' 15.0" Round Culvert L= 100.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 113.50'/ 113.00' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 116.75' 6.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 118.10' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.58 cfs @ 12.51 hrs HW=117.37' (Free Discharge) L1=Culvert (Passes 0.58 cfs of 9.32 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.58 cfs @ 2.93 fps) §condary OutFlow Max=0.00 cfs @ 0.00 hrs HW=115.70' (Free Discharge) 3_Broad Crested Rectangular Weir ( Controls 0.00 cfs) 3616 Post rev 1 Type 111 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment IS: FLOW TO BASIN Runoff = 4.23 cfs @ 12.09 hrs, Volume= 0.314 af, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description 20,466 74 >75%Grass cover, Good, HSG C 27,964 98 Paved parking, HSG C 48,430 88 Weighted Average 20,466 42.26% Pervious Area 27,964 57.74% Imperious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: LCA#2 Runoff = 2.97 cfs @ 12.09 hrs, Volume= 0.217 af, Depth= 3.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 21,446 74 >75% Grass cover, Good, HSG C 16,351 98 Paved parking, HSG C 37,797 84 Weighted Average 21,446 56.74% Pervious Area 16,351 43.26% Imperious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 3S: ROOF TOP Runoff = 0.61 cfs @ 12.09 hrs, Volume= 0.050 af, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 5,913 98 Roofs HSG C 5,913 100.00% Impervious Area 3616 Post rev 1 Type 11124-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 34 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: FLOW TO WOU Runoff = 4.33 cfs @ 12.09 hrs, Volume= 0.325 af, Depth= 3.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 30,973 98 Paved parking, HSG C 16,377 74 >75%Grass cover, Good, HSG C 47,350 90 Weighted Average 16,377 34.59% Pervious Area 30,973 65.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: LCA#3 Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description 960 74 >75% Grass cover, Good, HSG C 88 98 Paved parking, HSG C 1,048 76 Weighted Average 960 91.60% Pervious Area 88 8.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: LCA#4 Runoff = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" 3616 Post rev 1 Type /I/24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page Ti Area (sf) CN Description 533 74 >75%Grass cover, Good, HSG C 12 98 Paved parking, HSG C 545 75 Weighted Average 533 97.80% Pervious Area 12 2.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: LCA#9 Runoff = 0.19 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 2,106 74 >75%Grass cover, Good, HSG C 646 98 Paved parking, HSG C 2,752 80 Weighted Average 2,106 76.53% Pervious Area 646 23.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9S: LCA#9 Runoff = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Depth= 3.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 310 74 >75%Grass cover, Good, HSG C 231 98 Water Surface, HSG C 541 84 Weighted Average 310 57.30% Pervious Area 231 42.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type Ill 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 10S: LCA#7 Runoff = 0.02 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 235 74 >75%Grass cover, Good, HSG C 71 98 Paved parking, HSG C 306 80 Weighted Average 235 76.80% Pervious Area 71 23.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 11 S: LCA#6 Runoff = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 545 74 >75%Grass cover, Good, HSG C 30 98 Paved parking, HSG C 575 75 Weighted Average 545 94.78% Pervious Area 30 5.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 12S: ROOF AND COURTYARD Runoff = 1.07 cfs @ 12.09 hrs, Volume= 0.085 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 803 74 >75% Grass cover, Good, HSG C 9,738 98 Paved parking, HSG C 10,541 96 Weighted Average 803 7.62% Pervious Area 9,738 92.38% Impervious Area 3616 Post rev 1 Type /I/24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 1(droCAD Software Solutions LLC Page 37 Tc Length Slope Velocity Capacity Description min feet (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 13S: OVERLAND FLOW TO WETLAND Runoff = 1.73 cfs @ 12.10 hrs, Volume= 0.127 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 7,360 74 >75%Grass cover, Good, HSG C 1,268 98 Paved parking, HSG C 25,000 70 Woods Good HSG C 33,628 72 Weighted Average 32,360 96.23% Pervious Area 1,268 3.77% Impervious Area Tc Length Slope Velocity Capacity Description min feet (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 17AS: LCA#20 Runoff = 0.22 cfs @ 12.09 hrs, Volume= 0.016 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 2,402 74 >75% Grass cover, Good, HSG C 750 98 Paved parking, HSG C 3,152 80 Weighted Average 2,402 76.21% Pervious Area 750 23.79% Impervious Area Tc Length Slope Velocity Capacity Description min feet (ft/1. (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 19S: ROOF Runoff = 0.41 cfs @ 12.09 hrs, Volume= 0.034 af, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" 3616 Post rev 1 Type 11124-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 38 Area (sf) CN Description 3,941 98 Paved parking, HSG C 3,941 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 20S: LCA#22 Runoff = 0.18 cfs @ 12.09 hrs, Volume= 0.013 af, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 2,234 74 >75% Grass cover, Good, HSG C 467 98 Paved parking, HSG C 2,701 78 Weighted Average 2,234 82.71% Pervious Area 467 17.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 22S: LCA#21 Runoff = 0.17 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year - Hartford Rainfall=4.70" Area (sf) CN Description 1,513 74 >75%Grass cover, Good, HSG C 719 98 Paved parking, HSG C 2,232 82 Weighted Average 1,513 67.79% Pervious Area 719 32.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type 11124-hr 10 Year-Hartford Rainfa11=4.70,, Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 23AS: 1/2 ROOF AREA Runoff = 0.26 cfs Qa 12.09 hrs, Volume= 0.022 af, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 23BS: 1/2 ROOF AREA Runoff = 0.26 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 25S: LCA#5 Runoff = 0.31 cfs Qa 12.09 hrs, Volume= 0.023 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 3,414 74 >75% Grass cover, Good, HSG C 1,089 98 Paved parking, HSG C 4,503 80 Weighted Average 3,414 75.82% Pervious Area 1,089 24.18% Impervious Area 3616 Post rev 1 Type 111 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 40 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 26: LCA#1 Runoff = 2.78 cfs @ 12.09 hrs, Volume= 0.202 af, Depth= 2.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 22,239 74 >75%Grass cover, Good, HSG C 14,154 98 Paved parking, HSG C 36,393 83 Weighted Average 22,239 61.11% Pervious Area 14,154 38.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 27S: LCA#13 Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.023 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 3,290 74 >75% Grass cover, Good, HSG C 1,183 98 Paved parking, HSG C 4,473 80 Weighted Average 3,290 73.55% Pervious Area 1,183 26.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 28AS: 1/2 ROOF Runoff = 0.26 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" 3616 Post rev 1 Type 11124-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD® 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 41 Area (sf) CN Description 2,533 98 Paved parking, HSG C 2,533 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 29S: COURTYAR AND 1/2 ROOF Runoff = 0.39 cfs Qa 12.09 hrs, Volume= 0.030 af, Depth= 3.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 868 74 >75%Grass cover, Good, HSG C 3,146 98 Paved parking, HSG C 4,014 93 Weighted Average 868 21.62% Pervious Area 3,146 78.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 30S: LCA#16 Runoff = 0.13 cfs @a 12.09 hrs, Volume= 0.009 af, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 654 74 >75% Grass cover, Good, HSG C 826 98 Paved parking, HSG C 1,480 87 Weighted Average 654 44.19% Pervious Area 826 55.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type Ill 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment 32S: LCA#17 Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.010 af, Depth= 2.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description 1,095 74 >75% Grass cover, Good, HSG C 704 98 Paved parking, HSG C 1,799 83 Weighted Average 1,095 60.87% Pervious Area 704 39.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 33S: LCA#14 Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 3.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description 386 74 >75%Grass cover, Good, HSG C 326 98 Paved parking, HSG C 712 85 Weighted Average 386 54.21% Pervious Area 326 45.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 34AS: ROOF Runoff = 0.20 cfs @ 12.09 hrs, Volume= 0.017 af, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description 1,965 98 Paved parking, HSG C 1,965 100.00% Impervious Area 3616 Post rev 1 Type 111 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 43 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 34BS: ROOF Runoff = 0.20 cfs @ 12.09 hrs, Volume= 0.017 af, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 1,965 . 98 Paved parking, HSG C 1,965 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 35AS: LCA#19 Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 907 74 >75%Grass cover, Good, HSG C 57 98 Paved parking, HSG C 964 75 Weighted Average 907 94.09% Pervious Area 57 5.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 35BS: LCA#18 Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 907 74 >75%Grass cover, Good, HSG C 57 98 Paved parking, HSG C 964 75 Weighted Average 907 94.09% Pervious Area 57 5.91% Impervious Area 3616 Post rev 1 Type Ill 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 44 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 37S: OVERLAND FLOW TO-POND Runoff = 1.27 cfs @ 12.10 hrs, Volume= 0.093 af, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description 12,762 70 Woods, Good, HSG C 10,000 74 >75% Grass cover, Good, HSG C 965 98 Paved parking, HSG C 23,727 73 Weighted Average 22,762 95.93% Pervious Area 965 4.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 43S: COURTYARD AND TWO HALFS OF ROOF Runoff = 0.66 cfs Qa 12.09 hrs, Volume= 0.051 af, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 985 74 >75% Grass cover, Good, HSG C 5,720 98 Paved parking, HSG C 6,705 94 Weighted Average 985 14.69% Pervious Area 5,720 85.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 44S: 1/2 ROOF Runoff = 0.26 cfs Qa 12.09 hrs, Volume= 0.022 af, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" 3616 Post rev 1 Type 111 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 45 Area (sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 45S: LCA#15 Runoff = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 709 74 >75% Grass cover, Good, HSG C 317 98 Paved parking, HSG C 1,026 81 Weighted Average 709 69.10% Pervious Area 317 30.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 46S: LCA2#12 Runoff = 0.12 cfs @ 12.09 hrs, Volume= 0.009 af, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 1,438 74 >75%Grass cover, Good, HSG C 360 98 Paved parking, HSG C 1,798 79 Weighted Average 1,438 79.98% Pervious Area 360 20.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type /I/24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment 47S: LCA#11 Runoff = 0.05 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 2.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 434 74 >75%Grass cover, Good, HSG C 251 98 Paved parking, HSG C 685 83 Weighted Average 434 63.36% Pervious Area 251 36.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 48S: LCA#10 Runoff = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 1,651 74 >75%Grass cover, Good, HSG C 635 98 Paved parking, HSG C 2,286 81 Weighted Average 1,651 72.22% Pervious Area 635 27.78% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 49S: ROOF Runoff = 0.20 cfs @ 12.09 hrs, Volume= 0.017 af, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 1,966 98 Paved parking, HSG C 1,966 100.00% Impervious Area 3616 Post rev 1 Type 111 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 47 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Reach 3R: DEIGN POINT Inflow Area= 7.094 ac, 46.92% Impervious, Inflow Depth = 2.95" for 10 Year- Hartford event Inflow = 11.61 cfs @ 12.10 hrs, Volume= 1.744 of Outflow = 11.61 cfs @ 12.10 hrs, Volume= 1.744 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Reach 52R: flow to pond Inflow Area= 0.545 ac, 4.07% Impervious, Inflow Depth = 2.05" for 10 Year- Hartford event Inflow = 1.27 cfs @ 12.10 hrs, Volume= 0.093 of Outflow = 1.27 cfs @ 12.10 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Pond 2P: LCA#2 Inflow Area= 0.868 ac, 43.26% Impervious, Inflow Depth = 3.00" for 10 Year- Hartford event Inflow = 2.97 cfs @ 12.09 hrs, Volume= 0.217 of Outflow = 2.97 cfs @ 12.10 hrs, Volume= 0.214 af, Atten= 0%, Lag= 0.3 min Primary = 2.97 cfs @ 12.10 hrs, Volume= 0.214 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 124.40' @ 12.10 hrs Surf.Area= 829 sf Storage= 167 cf Plug-Flow detention time= 11.6 min calculated for 0.214 of (99%of inflow) Center-of-Mass det. time= 4.4 min ( 817.4- 813.0 ) Volume Invert Avail.Storage Storage Description #1 124.00' 1,032 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 2,064 1,032 1,032 Device Routing Invert Outlet Devices #1 Primary 124.33' 2.4"x 2.4" Horiz. Orifice/Grate X 60.00 C= 0.600 Limited to weir flow at low heads rimary Outflow Max=2.97 cfs @ 12.10 hrs HW=124.40' (Free Discharge) 1=Orifice/Grate (Weir Controls 2.97 cfs @ 0.87 fps) 3616 Post rev 1 Type 111 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 48 Summary for Pond 5P: LCA#3 Inflow Area= 0.024 ac, 8.40% Impervious, Inflow Depth = 2.29" for 10 Year- Hartford event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.06 cfs @ 12.11 hrs, Volume= 0.004 af, Atten= 1%, Lag= 0.7 min Primary = 0.06 cfs @ 12.11 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 125.36'@ 12.11 hrs Surf.Area= 117 sf Storage= 21 cf Plug-Flow detention time= 61.6 min calculated for 0.004 of (91%of inflow) Center-of-Mass det. time= 17.9 min ( 853.2 - 835.3 ) Volume Invert Avail.Storage Storage Description #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 0 0 0 126.00 323 162 162 Device Routing Invert Outlet Devices #1 Primary 125.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.06 cfs @ 12.11 hrs HW=125.36' (Free Discharge) 'L1=Orifice/Grate (Weir Controls 0.06 cfs @ 0.59 fps) Summary for Pond 6P: LCA#4 Inflow Area= 0.013 ac, 2.20% Impervious, Inflow Depth = 2.21" for 10 Year- Hartford event Inflow = 0.03 cfs @ 12.09 hrs, Volume= 0.002 of Outflow = 0.03 cfs @ 12.11 hrs, Volume= 0.002 af, Atten= 0%, Lag= 1.0 min Primary = 0.03 cfs @ 12.11 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 125.35' @ 12.11 hrs Surf.Area= 113 sf Storage= 20 cf Plug-Flow detention time= 105.0 min calculated for 0.002 of (82%of inflow) Center-of-Mass det. time= 32.6 min ( 870.5 - 837.9) Volume Invert Avail.Storage Storage Description #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 0 0 0 126.00 323 162 162 Device Routing Invert Outlet Devices #1 Primary 125.33' 12.0" Horiz. Orifice/Grate C= 0.600 3616 Post rev 1 Type 11124-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 49 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 12.11 hrs HW=125.35' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.03 cfs @ 0.47 fps) Summary for Pond 8P: LCA#9 Inflow Area= 0.063 ac, 23.47% Impervious, Inflow Depth = 2.63" for 10 Year- Hartford event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 0.014 of Outflow = 0.19 cfs @ 12.11 hrs, Volume= 0.013 af, Atten= 2%, Lag= 1.1 min Primary = 0.19 cfs @ 12.11 hrs, Volume= 0.013 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.40' @ 12.11 hrs Surf.Area= 255 sf Storage= 51 cf Plug-Flow detention time= 46.2 min calculated for 0.013 of (94%of inflow) Center-of-Mass det. time= 15.3 min ( 839.8- 824.5) Volume Invert Avail.Storage Storage Description #1 122.00' 319 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 638 319 319 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.18 cfs @ 12.11 hrs HW=122.40' (Free Discharge) L7=Orifice/Grate (Weir Controls 0.18 cfs @ 0.85 fps) Summary for Pond 9P: LCA#8 Inflow Area= 0.012 ac, 42.70% Impervious, Inflow Depth = 3.00" for 10 Year- Hartford event Inflow = 0.04 cfs @ 12.09 hrs, Volume= 0.003 of Outflow = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.1 min Primary = 0.04 cfs @ 12.09 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.91' @ 12.09 hrs Surf.Area=21 sf Storage= 4 cf Plug-Flow detention time=24.5 min calculated for 0.003 of (97%of inflow) Center-of-Mass det. time= 8.3 min ( 821.3 - 813.0 ) Volume Invert Avail.Storage Storage Description #1 122.50' 27 cf Custom Stage Data(Prismatic) Listed below(Recalc) 3616 Post rev 1 Type 111 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 50 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 0 0 0 123.50 53 27 27 Device Routing Invert Outlet Devices #1 Primary 122.88' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.04 cfs @ 12.09 hrs HW=122.91' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.04 cfs @ 0.52 fps) Summary for Pond 10P: LCA#7 Inflow Area= 0.007 ac, 23.20% Impervious, Inflow Depth = 2.63" for 10 Year- Hartford event Inflow = 0.02 cfs @ 12.09 hrs, Volume= 0.002 of Outflow = 0.02 cfs @ 12.10 hrs, Volume= 0.001 af, Atten= 1%, Lag= 0.2 min Primary = 0.02 cfs @ 12.10 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.90'@ 12.10 hrs Surf.Area= 27 sf Storage= 5 cf Plug-Flow detention time= 53.2 min calculated for 0.001 of (93%of inflow) Center-of-Mass det. time= 15.7 min ( 840.2 - 824.5) Volume Invert Avail.Storage Storage Description #1 122.50' 34 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 0 0 0 123.50 68 34 34 Device Routing Invert Outlet Devices #1 Primary 122.88' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 12.10 hrs HW=122.90' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.02 cfs @ 0.41 fps) Summary for Pond 11 P: LCA#6 Inflow Area= 0.013 ac, 5.22% Impervious, Inflow Depth = 2.21" for 10 Year- Hartford event Inflow = 0.03 cfs @ 12.09 hrs, Volume= 0.002 of Outflow = 0.03 cfs @ 12.10 hrs, Volume= 0.002 af, Atten= 1%, Lag= 0.3 min Primary = 0.03 cfs @ 12.10 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.35'@ 12.10 hrs Surf.Area=49 sf Storage= 9 cf Plug-Flow detention time= 50.4 min calculated for 0.002 of (93%of inflow) 3616 Post rev 1 Type /I/24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 51 Center-of-Mass det. time= 14.0 min ( 851.9- 837.9 ) Volume Invert Avail.Storage Storage Description #1 122.00' 70 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 139 70 70 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 12.10 hrs HW=122.35' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.03 cfs @ 0.48 fps) Summary for Pond 14P: INFILTRATION TRENCH #2 Inflow Area= 2.375 ac, 49.16% Impervious, Inflow Depth = 3.06" for 10 Year- Hartford event Inflow = 4.14 cfs @ 12.15 hrs, Volume= 0.606 of Outflow = 3.86 cfs @ 12.31 hrs, Volume= 0.601 af, Atten= 7%, Lag= 9.9 min Primary = 3.86 cfs @ 12.31 hrs, Volume= 0.601 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 118.29' @ 12.31 hrs Surf.Area= 960 sf Storage= 1,310 cf Plug-Flow detention time= 15.5 min calculated for 0.601 of (99%of inflow) Center-of-Mass det. time= 10.1 min ( 841.4- 831.3 ) Volume Invert Avail.Storage Storage Description #1 116.25' 857 cf 4.00'W x 240.001 x 4.00'H Prismatoid 3,840 cf Overall - 1,696 cf Embedded =2,144 cf x 40.0%Voids #2 116.75' 1,696 cf 36.0" Round Pipe Storage Inside#1 L=240.0' 2,554 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 116.75' 15.0" Round Culvert L=45.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 116.75'/ 114.16' S= 0.0576 '/' Cc= 0.900 n=0.012, Flow Area= 1.23 sf #2 Device 1 116.75' 12.0"Vert.Orifice/Grate C= 0.600 #3 Device 1 119.90' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.85 cfs @ 12.31 hrs HW=118.29' (Free Discharge) L =Culvert (Passes 3.85 cfs of 5.65 cfs potential flow) 2_Orifice/Grate (Orifice Controls 3.85 cfs @ 4.90 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 3616 Post rev 1 Type 111 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paoe 52 Summary for Pond 18P: LCA#20 Inflow Area= 0.072 ac, 23.79% Impervious, Inflow Depth = 2.63" for 10 Year- Hartford event Inflow = 0.22 cfs @ 12.09 hrs, Volume= 0.016 of Outflow = 0.22 cfs @ 12.10 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.2 min Primary = 0.22 cfs @ 12.10 hrs, Volume= 0.016 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 120.96'@ 12.10 hrs Surf.Area=53 sf Storage= 12 cf Plug-Flow detention time= 11.2 min calculated for 0.016 of (99%of inflow) Center-of-Mass det. time= 3.9 min ( 828.4- 824.5) Volume Invert Avail.Storage Storage Description #1 120.50' 59 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 120.50 0 0 0 121.50 117 59 59 Device Routing Invert Outlet Devices #1 Primary 120.88' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads ry OutFlow Max=0.22 cfs @ 12.10 hrs HW=120.96' (Free Discharge) rima Orifice/Grate (Weir Controls 0.22 cfs @ 0.90 fps) Summary for Pond 20P: LCA#22 Inflow Area= 0.062 ac, 17.29% Impervious, Inflow Depth = 2.46" for 10 Year- Hartford event Inflow = 0.18 cfs @ 12.09 hrs, Volume= 0.013 of Outflow = 0.18 cfs @ 12.10 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.4 min Primary = 0.18 cfs @ 12.10 hrs, Volume= 0.012 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.34' @ 12.10 hrs Surf.Area= 202 sf Storage= 34 cf Plug-Flow detention time= 43.5 min calculated for 0.012 of (94%of inflow) Center-of-Mass det. time= 12.4 min ( 842.3- 829.9) Volume Invert Avail.Storage Storage Description #1 122.00' 74 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 296 74 74 Device Routing Invert Outlet Devices #1 Primary 122.33' 8.0" Horiz.Orifice/Grate C= 0.600 3616 Post rev 1 Type 11124-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 53 Primary Outflow Max=0.18 cfs @ 12.10 hrs HW=122.34' (Free Discharge) L1-Orifice/Grate (Orifice Controls 0.18 cfs @ 0.50 fps) Summary for Pond 22P: LCA#21 Inflow Area= 0.051 ac, 32.21% Impervious, Inflow Depth = 2.81" for 10 Year- Hartford event Inflow = 0.17 cfs @ 12.09 hrs, Volume= 0.012 of Outflow = 0.17 cfs @ 12.10 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.3 min Primary = 0.17 cfs @ 12.10 hrs, Volume= 0.012 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.39'@ 12.10 hrs Surf.Area= 65 sf Storage= 13 cf Plug-Flow detention time= 16.0 min calculated for 0.012 of (98%of inflow) Center-of-Mass det. time= 5.7 min ( 824.6 - 818.9) Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary Outflow Max=0.16 cfs @ 12.10 hrs HW=122.39' (Free Discharge) L1-Orifice/Grate (Weir Controls 0.16 cfs @ 0.82 fps) Summary for Pond 24P: INFILTRATION TRENCH #6 Inflow Area= 0.172 ac, 49.85% Impervious, Inflow Depth = 3.18" for 10 Year- Hartford event Inflow = 0.60 cfs @ 12.09 hrs, Volume= 0.045 of Outflow = 0.30 cfs @ 12.25 hrs, Volume= 0.045 af, Atten= 50%, Lag= 9.6 min Primary = 0.30 cfs @ 12.25 hrs, Volume= 0.045 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 120.76' @ 12.25 hrs Surf.Area=231 sf Storage=316 cf Plug-Flow detention time= 23.1 min calculated for 0.045 of (99%of inflow) Center-of-Mass det. time= 17.4 min ( 810.6- 793.2 ) Volume Invert Avail.Storage Storage Description #1 118.80' 180 cf 3.00'W x 77.00'L x 3.00'H Prismatoid 693 cf Overall - 242 cf Embedded =451 cf x 40.0%Voids #2 119.00, 242 cf 24.0" Round Pipe Storage Inside#1 L= 77.0' 422 cf Total Available Storage 3616 Post rev 1 Type ill 24-hr 10 Year- Hartford Rainfall=4.701' Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 54 Device Routing Invert Outlet Devices #1 Primary 119.00' 3.0"Vert. Orifice/Grate C= 0.600 #2 Primary 121.65' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.30 cfs @ 12.25 hrs HW=120.76' (Free Discharge) T__2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 0.30 cfs @ 6.15 fps) Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 25P: LCA#5 Inflow Area= 0.103 ac, 24.18% Impervious, Inflow Depth = 2.63" for 10 Year- Hartford event Inflow = 0.31 cfs @ 12.09 hrs, Volume= 0.023 of Outflow = 0.31 cfs @ 12.11 hrs, Volume= 0.022 af, Atten=2%, Lag= 1.0 min Primary = 0.31 cfs @ 12.11 hrs, Volume= 0.022 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.43' @ 12.11 hrs Surf.Area=275 sf Storage= 59 cf Plug-Flow detention time= 30.8 min calculated for 0.022 of (96%of inflow) Center-of-Mass det. time= 10.9 min ( 835.4- 824.5 ) Volume Invert Avail.Storage Storage Description #1 124.00' 322 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 644 322 322 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.30 cfs @ 12.11 hrs HW=124.43' (Free Discharge) t-1=Orifice/Grate (Weir Controls 0.30 cfs @ 1.01 fps) Summary for Pond 26P: LCA#1 Inflow Area = 0.835 ac, 38.89% Impervious, Inflow Depth = 2.90" for 10 Year- Hartford event Inflow = 2.78 cfs @ 12.09 hrs, Volume= 0.202 of Outflow = 2.79 cfs @ 12.10 hrs, Volume= 0.198 af, Atten= 0%, Lag= 0.3 min Primary = 2.79 cfs @ 12.10 hrs, Volume= 0.198 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 123.95'@ 12.10 hrs Surf.Area= 1,031 sf Storage=231 cf Plug-Flow detention time= 17.4 min calculated for 0.198 of (98%of inflow) Center-of-Mass det. time= 6.2 min ( 822.2 - 816.0 ) 3616 Post rev 1 Type 11124-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 55 Volume Invert Avail.Storage Storage Description #1 123.50' 1,151 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.50 0 0 0 124.50 2,302 1,151 1,151 Device Routing Invert Outlet Devices #1 Primary 123.88' 2.4"x 2.4" Horiz.Orifice/Grate X 60.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.75 cfs @ 12.10 hrs HW=123.95' (Free Discharge) L1=0rifice/Grate (Weir Controls 2.75 cfs @ 0.85 fps) Summary for Pond 27P: LCA#13 Inflow Area= 0.103 ac, 26.45% Impervious, Inflow Depth = 2.63" for 10 Year- Hartford event Inflow = 0.31 cfs @ 12.09 hrs, Volume= 0.023 of Outflow = 0.28 cfs @ 12.14 hrs, Volume= 0.021 af, Atten= 10%, Lag=2.6 min Primary = 0.28 cfs @ 12.14 hrs, Volume= 0.021 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.51' @ 12.14 hrs Surf.Area=477 sf Storage= 122 cf Plug-Flow detention time= 50.8 min calculated for 0.021 of (95%of inflow) Center-of-Mass det. time= 23.0 min ( 847.5 - 824.5) Volume Invert Avail.Storage Storage Description #1 124.00' 468 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 935 468 468 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0"Vert.Orifice/Grate X 2.00 C= 0.600 rimary OutFlow Max=0.27 cfs @ 12.14 hrs HW=124.51' (Free Discharge) 1=0rifice/Grate (Orifice Controls 0.27 cfs @ 1.44 fps) Summary for Pond 29P: INFILTRATION TRENCH #3 Inflow Area= 0.544 ac, 65.46% Impervious, Inflow Depth = 3.52" for 10 Year- Hartford event Inflow = 2.01 cfs @ 12.10 hrs, Volume= 0.160 of Outflow = 0.33 cfs @ 12.61 hrs, Volume= 0.152 af, Atten= 84%, Lag= 30.6 min Primary = 0.33 cfs @ 12.61 hrs, Volume= 0.152 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 3616 Post rev 1 Type 111 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 56 Peak Elev= 122.84' @ 12.61 hrs Surf.Area= 1,649 sf Storage=2,948 cf Plug-Flow detention time= 139.5 min calculated for 0.152 of (95%of inflow) Center-of-Mass det. time= 111.9 min ( 897.8 - 786.0 ) Volume Invert Avail.Storage Storage Description #1 120.25' 1,383 cf 3.50'W x 471.001 x 3.50'H Prismatoid 5,770 cf Overall -2,312 cf Embedded = 3,458 cf x 40.0%Voids #2 120.75' 2,312 cf 30.0" Round Pipe Storage Inside#1 L= 471.0' 3,695 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 120.75' 3.0"Vert. Orifice/Grate C= 0.600 #2 Primary 123.45' 4.0' long Sharp-Crested Rectangular Weir 2 End Contractions) Primary OutFlow Max=0.33 cfs @ 12.61 hrs HW=122.84' (Free Discharge) T__2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 0.33 cfs @ 6.75 fps) Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 30P: LCA#16 Inflow Area= 0.034 ac, 55.81% Impervious, Inflow Depth = 3.29" for 10 Year- Hartford event Inflow = 0.13 cfs @ 12.09 hrs, Volume= 0.009 of Outflow = 0.13 cfs @ 12.10 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.3 min Primary = 0.13 cfs @ 12.10 hrs, Volume= 0.009 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.38' @ 12.10 hrs Surf.Area= 64 sf Storage= 12 cf Plug-Flow detention time= 21.5 min calculated for 0.009 of (98%of inflow) Center-of-Mass det. time= 8.1 min ( 811.7- 803.5) Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.12 cfs @ 12.10 hrs HW=122.38' (Free Discharge) t1=Orifice/Grate (Weir Controls 0.12 cfs @ 0.75 fps) 3616 Post rev 1 Type 111 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 57 Summary for Pond 31 P: INFILTRATION TRENCH#5 Inflow Area = 1.204 ac, 62.86% Impervious, Inflow Depth = 3.36" for 10 Year- Hartford event Inflow = 1.41 cfs @ 12.10 hrs, Volume= 0.337 of Outflow = 0.57 cfs @ 13.08 hrs, Volume= 0.332 af, Atten= 60%, Lag= 58.6 min Primary = 0.57 cfs @ 13.08 hrs, Volume= 0.332 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 119.18' @ 13.08 hrs Surf.Area= 1,197 sf Storage= 2,543 cf Plug-Flow detention time= 69.7 min calculated for 0.332 of (98%of inflow) Center-of-Mass det. time= 59.7 min ( 937.5- 877.8) Volume Invert Avail.Storage Storage Description #1 116.70' 612 cf 3.50'W x 342.001 x 3.50'H Prismatoid 4,190 cf Overall - 2,661 cf Embedded = 1,529 cf x 40.0%Voids #2 117.20' 2,661 cf 30.0" Round Pipe Storage Inside#1 L= 542.0' 3,272 cf Total Available Storage Device Routing Invert Outlet Devices #1 Device 3 117.20' 4.0"Vert. Orifice/Grate C= 0.600 #2 Device 3 119.75' 4.0' long Sharp-Crested Rectangular Weir 2 End Contractions) #3 Primary 114.90' 12.0" Round Culvert L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 114.90'/ 114.30' S= 0.0500 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.57 cfs @ 13.08 hrs HW=119.18' (Free Discharge) 'L =Culvert (Passes 0.57 cfs of 7.35 cfs potential flow) 1_Orifice/Grate (Orifice Controls 0.57 cfs @ 6.48 fps) 2_Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 32P: LCA#17 Inflow Area= 0.041 ac, 39.13% Impervious, Inflow Depth = 2.90" for 10 Year- Hartford event Inflow = 0.14 cfs @ 12.09 hrs, Volume= 0.010 of Outflow = 0.14 cfs @ 12.10 hrs, Volume= 0.01Oaf, Atten= 0%, Lag= 0.3 min Primary = 0.14 cfs @ 12.10 hrs, Volume= 0.010 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.31'@ 12.10 hrs Surf.Area= 51 sf Storage= 8 cf Plug-Flow detention time= 11.5 min calculated for 0.010 of (99%of inflow) Center-of-Mass det. time=4.3 min ( 820.3 - 816.0 ) Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below (Recalc) 3616 Post rev 1 Type 111 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 58 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Primary 122.25' 12.0" Horiz. 122.33 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.14 cfs @ 12.10 hrs HW=122.31' (Free Discharge) L1=122.33 (Weir Controls 0.14 cfs @ 0.77 fps) Summary for Pond 33P: LCA#14 Inflow Area = 0.016 ac, 45.79% Impervious, Inflow Depth = 3.09" for 10 Year- Hartford event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 of Outflow = 0.06 cfs @ 12.10 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.4 min Primary = 0.06 cfs @ 12.10 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.36' @ 12.10 hrs Surf.Area= 62 sf Storage= 11 cf Plug-Flow detention time=42.2 min calculated for 0.004 of (95%of inflow) Center-of-Mass det. time= 14.2 min ( 824.2- 810.0 ) Volume Invert Avail.Storage Storage Description #1 124.00' 86 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 171 86 86 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.06 cfs @ 12.10 hrs HW=124.36' (Free Discharge) L1=0rifice/Grate (Weir Controls 0.06 cfs @ 0.58 fps) Summary for Pond 35BP: LCA#18 Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 2.21" for 10 Year- Hartford event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 of Outflow = 0.06 cfs @ 12.11 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.6 min Primary = 0.06 cfs @ 12.11 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.36'@ 12.11 hrs Surf.Area= 95 sf Storage= 17 cf Plug-Flow detention time= 57.6 min calculated for 0.004 of (92%of inflow) Center-of-Mass det. time= 16.6 min ( 854.4 - 837.9) 3616 Post rev 1 Type 111 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 59 Volume Invert Avail.Storage Storage Description #1 122.00' 33 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 132 33 33 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.05 cfs @ 12.11 hrs HW=122.36' (Free Discharge) t1=Orifice/Grate (Weir Controls 0.05 cfs @ 0.57 fps) Summary for Pond 35P: LCA#19 Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 2.21" for 10 Year- Hartford event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 of Outflow = 0.05 cfs @ 12.11 hrs, Volume= 0.003 af, Atten=2%, Lag= 1.1 min Primary = 0.05 cfs @ 12.11 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.36' @ 12.11 hrs Surf.Area= 167 sf Storage= 30 cf Plug-Flow detention time= 91.1 min calculated for 0.003 of (86%of inflow) Center-of-Mass det. time=27.9 min ( 865.8- 837.9) Volume Invert Avail.Storage Storage Description #1 122.00' 58 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 232 58 58 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.05 cfs @ 12.11 hrs HW=122.36' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.05 cfs @ 0.57 fps) Summary for Pond 37P: INFILTRATION TRENCH #4 Inflow Area = 0.802 ac, 64.47% Impervious, Inflow Depth = 3.39" for 10 Year- Hartford event Inflow = 1.22 cfs @ 12.10 hrs, Volume= 0.227 of Outflow = 0.52 cfs @ 12.57 hrs, Volume= 0.223 af, Atten= 58%, Lag= 28.3 min Primary = 0.52 cfs @ 12.57 hrs, Volume= 0.223 of 3616 Post rev 1 Type 111 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD® 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 60 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 121.40' @ 12.57 hrs Surf.Area= 837 sf Storage= 1,758 cf Plug-Flow detention time= 72.2 min calculated for 0.223 of (98%of inflow) Center-of-Mass det. time= 61.6 min ( 924.2 - 862.6 ) Volume Invert Avail.Storage Storage Description #1 118.25' 702 cf 3.50'W x 239.00'L x 3.50'H Prismatoid 2,928 cf Overall - 1,173 cf Embedded = 1,755 cf x 40.0%Voids #2 118.75' 1,173 cf 30.0" Round Pipe Storage Inside#1 L=239.0' 1,875 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 118.75' 3.0"Vert. Orifice/Grate C= 0.600 #2 Primary 121.35' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.50 cfs @ 12.57 hrs HW=121.39' (Free Discharge) T__2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 0.38 cfs @ 7.64 fps) Rectangular Weir (Weir Controls 0.12 cfs @ 0.69 fps) Summary for Pond 45P: LCA#15 Inflow Area = 0.024 ac, 30.90% Impervious, Inflow Depth = 2.72" for 10 Year- Hartford event Inflow = 0.07 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 12.12 hrs, Volume= 0.005 af, Atten= 7%, Lag= 1.9 min Primary = 0.07 cfs @ 12.12 hrs, Volume= 0.005 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.46' @ 12.12 hrs Surf.Area= 124 sf Storage= 28 cf Plug-Flow detention time= 56.6 min calculated for 0.005 of (94%of inflow) Center-of-Mass det. time=23.3 min ( 845.0 - 821.7) Volume Invert Avail.Storage Storage Description #1 124.00' 136 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 272 136 136 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0"Vert.Orifice/Grate C= 0.600 Primary OutFlow Max=0.07 cfs @ 12.12 hrs HW=124.45' (Free Discharge) L7=0rifice/Grate (Orifice Controls 0.07 cfs @ 1.20 fps) 3616 Post rev 1 Type 11124-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 61 Summary for Pond 46P: LCA#12 Inflow Area = 0.041 ac, 20.02% Impervious, Inflow Depth = 2.55" for 10 Year- Hartford event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 0.009 of Outflow = 0.11 cfs @ 12.14 hrs, Volume= 0.008 af, Atten= 13%, Lag= 3.0 min Primary = 0.11 cfs @ 12.14 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 125.04' @ 12.14 hrs Surf.Area=243 sf Storage= 65 cf Plug-Flow detention time= 73.8 min calculated for 0.008 of (91%of inflow) Center-of-Mass det. time=31.2 min ( 858.4- 827.2 ) Volume Invert Avail.Storage Storage Description #1 124.50' 227 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.50 0 0 0 125.50 454 227 227 Device Routing Invert Outlet Devices #1 Primary 124.88' 12.0"Vert.Orifice/Grate C=0.600 Primary OutFlow Max=0.10 cfs @ 12.14 hrs HW=125.04' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.10 cfs @ 1.34 fps) Summary for Pond 47P: LCA#11 Inflow Area= 0.016 ac, 36.64% Impervious, Inflow Depth = 2.90" for 10 Year- Hartford event Inflow = 0.05 cfs @ 12.09 hrs, Volume= 0.004 of Outflow = 0.05 cfs @ 12.10 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.5 min Primary = 0.05 cfs @ 12.10 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.91' @ 12.10 hrs Surf.Area= 78 sf Storage= 16 cf Plug-Flow detention time= 61.2 min calculated for 0.003 of (92%of inflow) Center-of-Mass det. time= 19.5 min ( 835.5- 816.0 ) Volume Invert Avail.Storage Storage Description #1 124.50' 95 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.50 0 0 0 125.50 190 95 95 Device Routing Invert Outlet Devices #1 Primary 124.88' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 3616 Post rev 1 Type ///24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 62 Primary OutFlow Max=0.05 cfs @ 12.10 hrs HW=124.91' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.05 cfs @ 0.56 fps) Summary for Pond 48P: LCA#10 Inflow Area= 0.052 ac, 27.78% Impervious, Inflow Depth = 2.72" for 10 Year- Hartford event Inflow = 0.16 cfs @ 12.09 hrs, Volume= 0.012 of Outflow = 0.16 cfs @ 12.10 hrs, Volume= 0.011 af, Atten= 1%, Lag= 0.7 min Primary = 0.16 cfs @ 12.10 hrs, Volume= 0.011 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.39' @ 12.10 hrs Surf.Area= 165 sf Storage= 32 cf Plug-Flow detention time=36.8 min calculated for 0.011 of (96%of inflow) Center-of-Mass det. time= 12.3 min ( 834.0 - 821.7) Volume Invert Avail.Storage Storage Description #1 124.00' 210 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 420 210 210 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.16 cfs @ 12.10 hrs HW=124.39' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.16 cfs @ 0.82 fps) Summary for Pond 49P: INFILTRATION TRENCH #1 Inflow Area = 2.070 ac, 44.90% Impervious, Inflow Depth = 3.01" for 10 Year- Hartford event Inflow = 7.12 cfs @ 12.10 hrs, Volume= 0.519 of Outflow = 3.36 cfs @ 12.27 hrs, Volume= 0.507 af, Atten= 53%, Lag= 10.7 min Primary = 3.36 cfs @ 12.27 hrs, Volume= 0.507 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 121.06'@ 12.27 hrs Surf.Area= 2,660 sf Storage=4,780 cf Plug-Flow detention time= 45.4 min calculated for 0.507 of (98%of inflow) Center-of-Mass det. time= 31.3 min ( 842.5 - 811.2 ) Volume Invert Avail.Storage Storage Description #1 118.50' 2,376 cf 4.00'W x 665.00'L x 4.00'H Prismatoid 10,640 cf Overall -4,701 cf Embedded = 5,939 cf x 40.0%Voids #2 119.00, 4,701 cf 36.0" Round Pipe Storage Inside#1 L= 665.0' 7,076 cf Total Available Storage 3616 Post rev 1 Type W 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 63 Device Routing Invert Outlet Devices #1 Primary 119.00' 10.0"Vert.Orifice/Grate C= 0.600 #2 Primary 122.00' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.36 cfs @ 12.27 hrs HW=121.05' (Free Discharge) �__2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 3.36 cfs @ 6.15 fps) Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 51 P: PROPOSED BASIN Inflow Area= 1.112 ac, 57.74% Impervious, Inflow Depth = 3.38" for 10 Year- Hartford event Inflow = 4.23 cfs @ 12.09 hrs, Volume= 0.314 of Outflow = 0.98 cfs @ 12.49 hrs, Volume= 0.266 af, Atten= 77%, Lag=24.3 min Primary = 0.98 cfs @ 12.49 hrs, Volume= 0.266 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 118.07' @ 12.49 hrs Surf.Area= 3,935 sf Storage= 6,327 cf Plug-Flow detention time= 165.9 min calculated for 0.266 of (85%of inflow) Center-of-Mass det. time= 103.1 min ( 903.3 - 800.1 ) Volume Invert Avail.Storage Storage Description #1 115.70' 10,469 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.70 1,341 0 0 116.00 1,716 459 459 117.00 2,807 2,262 2,720 118.00 3,855 3,331 6,051 119.00 4,980 4,418 10,469 Device Routing Invert Outlet Devices #1 Primary 113.50' 15.0" Round Culvert L= 100.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 113.50'/ 113.00' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 116.75' 6.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 118.10' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.98 cfs @ 12.49 hrs HW=118.07' (Free Discharge) 'LICulvert (Passes 0.98 cfs of 10.31 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.98 cfs @ 4.98 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=115.70' (Free Discharge) "L3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3616 Post rev 1 Type ///24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 64 Summary for Subcatchment 1 S: FLOW TO BASIN Runoff = 5.13 cfs @ 12.09 hrs, Volume= 0.384 af, Depth= 4.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 20,466 74 >75%Grass cover, Good, HSG C 27,964 98 Paved parking, HSG C 48,430 88 Weighted Average 20,466 42.26% Pervious Area 27,964 57.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: LCA#2 Runoff = 3.67 cfs @ 12.09 hrs, Volume= 0.270 af, Depth= 3.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 21,446 74 >75%Grass cover, Good, HSG C 16,351 98 Paved parking, HSG C 37,797 84 Weighted Average 21,446 56.74% Pervious Area 16,351 43.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 3S: ROOF TOP Runoff = 0.71 cfs @ 12.09 hrs, Volume= 0.060 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 5,913 98 Roofs, HSG C 5,913 100.00% Impervious Area 3616 Post rev 1 Type 111 24-hr 25 Year- Hanford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 65 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: FLOW TO WOU Runoff = 5.21 cfs @ 12.09 hrs, Volume= 0.395 af, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs i Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 30,973 98 Paved parking, HSG C 16,377 74 >75%Grass cover, Good, HSG C 47,350 90 Weighted Average 16,377 34.59% Pervious Area 30,973 65.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: LCA#3 Runoff = 0.08 cfs @ 12.09 hrs, Volume= 0.006 af, Depth= 2.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 960 74 >75% Grass cover, Good, HSG C 88 98 Paved parking, HSG C 1,048 76 Weighted Average 960 91.60% Pervious Area 88 8.40% Impervious Area Tc Length Slope Velocity Capacity Description _((min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: LCA#4 Runoff = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" 3616 Post rev 1 Type 111 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 66 Area (sf) CN Description 533 74 >75%Grass cover, Good, HSG C 12 98 Paved parking, HSG C 545 75 Weighted Average 533 97.80% Pervious Area 12 2.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: LCA#9 Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.018 af, Depth= 3.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 2,106 74 >75%Grass cover, Good, HSG C 646 98 Paved parking, HSG C 2,752 80 Weighted Average 2,106 76.53% Pervious Area 646 23.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9S: LCA#9 Runoff = 0.05 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 3.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 310 74 >75% Grass cover, Good, HSG C 231 98 Water Surface, HSG C 541 84 Weighted Average 310 57.30% Pervious Area 231 42.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type Ill 24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 67 Summary for Subcatchment 10S: LCA#7 Runoff = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 3.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 235 74 >75%Grass cover, Good, HSG C 71 98 Paved parking, HSG C 306 80 Weighted Average 235 76.80% Pervious Area 71 23.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 11S: LCA#6 Runoff = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 545 74 >75%Grass cover, Good, HSG C 30 98 Paved parking, HSG C 575 75 Weighted Average 545 94.78% Pervious Area 30 5.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 12S: ROOF AND COURTYARD Runoff = 1.26 cfs @ 12.09 hrs, Volume= 0.101 af, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 803 74 >75% Grass cover, Good, HSG C 9,738 98 Paved parking, HSG C 10,541 96 Weighted Average 803 7.62% Pervious Area 9,738 92.38% Impervious Area 3616 Post rev 1 Type ///24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 68 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 13S: OVERLAND FLOW TO WETLAND Runoff = 2.29 cfs @ 12.09 hrs, Volume= 0.167 af, Depth= 2.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 7,360 74 >75%Grass cover, Good, HSG C 1,268 98 Paved parking, HSG C 25,000 70 Woods, Good, HSG C 33,628 72 Weighted Average 32,360 96.23% Pervious Area 1,268 3.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 17AS: LCA#20 Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.020 af, Depth= 3.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 2,402 74 >75%Grass cover, Good, HSG C 750 98 Paved parking, HSG C 3,152 80 Weighted Average 2,402 76.21% Pervious Area 750 23.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 19S: ROOF Runoff = 0.48 cfs @ 12.09 hrs, Volume= 0.040 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" 3616 Post rev 1 Type 111 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paoe 69 Area (sf) CN Description 3,941 98 Paved parking, HSG C 3,941 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 20S: LCA#22 Runoff = 0.22 cfs @ 12.09 hrs, Volume= 0.016 af, Depth= 3.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 2,234 74 >75%Grass cover, Good, HSG C 467 98 Paved parking, HSG C 2,701 78 Weighted Average 2,234 82.71% Pervious Area 467 17.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 22S: LCA#21 Runoff = 0.21 cfs @ 12.09 hrs, Volume= 0.015 af, Depth= 3.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 1,513 74 >75%Grass cover, Good, HSG C 719 98 Paved parking, HSG C 2,232 82 Weighted Average 1,513 67.79% Pervious Area 719 32.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type ///24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 70 Summary for Subcatchment 23AS: 1/2 ROOF AREA Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.026 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc =6.0 min Summary for Subcatchment 23BS: 1/2 ROOF AREA Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.026 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 25S: LCA#5 Runoff = 0.39 cfs @ 12.09 hrs, Volume= 0.029 af, Depth= 3.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 3,414 74 >75%Grass cover, Good, HSG C 1,089 98 Paved parking, HSG C 4,503 80 Weighted Average 3,414 75.82% Pervious Area 1,089 24.18% Impervious Area 3616 Post rev 1 Type 111 24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 71 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 26: LCA#1 Runoff = 3.45 cfs @ 12.09 hrs, Volume= 0.253 af, Depth= 3.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 22,239 74 >75%Grass cover, Good, HSG C 14,154 98 Paved parking, HSG C 36,393 83 Weighted Average 22,239 61.11% Pervious Area 14,154 38.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc =6.0 min Summary for Subcatchment 27S: LCA#13 Runoff = 0.39 cfs @ 12.09 hrs, Volume= 0.029 af, Depth= 3.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 3,290 74 >75%Grass cover, Good, HSG C 1,183 98 Paved parking, HSG C 4,473 80 Weighted Average 3,290 73.55% Pervious Area 1,183 26.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 28AS: 1/2 ROOF Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.026 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfa►I=5.50" 3616 Post rev 1 Type 11124-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 72 Area (sf) CN Description 2,533 98 Paved parking, HSG C 2,533 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 29S: COURTYAR AND 1/2 ROOF Runoff = 0.46 cfs @ 12.09 hrs, Volume= 0.036 af, Depth= 4.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 868 74 >75% Grass cover, Good, HSG C 3,146 98 Paved parking, HSG C 4,014 93 Weighted Average 868 21.62% Pervious Area 3,146 78.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 30S: LCA#16 Runoff = 0.15 cfs @ 12.09 hrs, Volume= 0.011 af, Depth= 4.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 654 74 >75% Grass cover, Good, HSG C 826 98 Paved parking, HSG C 1,480 87 Weighted Average 654 44.19% Pervious Area 826 55.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type 111 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 73 Summary for Subcatchment 32S: LCA#17 Runoff = 0.17 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 3.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 1,095 74 >75% Grass cover, Good, HSG C 704 98 Paved parking, HSG C 1,799 83 Weighted Average 1,095 60.87% Pervious Area 704 39.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 33S: LCA#14 Runoff = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 3.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 386 74 >75%Grass cover, Good, HSG C 326 98 Paved parking, HSG C 712 85 Weighted Average 386 54.21% Pervious Area 326 45.79% Imperious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 34AS: ROOF Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.020 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 1,965 98 Paved parking, HSG C 1,965 100.00% Imperious Area 3616 Post rev 1 Type ///24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 74 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 34BS: ROOF Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.020 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 1,965 98 Paved parking, HSG C 1,965 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 35AS: LCA#19 Runoff = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 907 74 >75% Grass cover, Good, HSG C 57 98 Paved parking, HSG C 964 75 Weighted Average 907 94.09% Pervious Area 57 5.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 35BS: LCA#18 Runoff = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 907 74 >75%Grass cover, Good, HSG C 57 98 Paved parking, HSG C 964 75 Weighted Average 907 94.09% Pervious Area 57 5.91% Impervious Area 3616 Post rev 1 Type ///24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 75 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 37S: OVERLAND FLOW TO-POND Runoff = 1.67 cfs @ 12.09 hrs, Volume= 0.122 af, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 12,762 70 Woods, Good, HSG C 10,000 74 >75%Grass cover, Good, HSG C 965 98 Paved parking, HSG C 23,727 73 Weighted Average 22,762 95.93% Pervious Area 965 4.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 43S: COURTYARD AND TWO HALFS OF ROOF Runoff = 0.78 cfs @ 12.09 hrs, Volume= 0.062 af, Depth= 4.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 985 74 >75%Grass cover, Good, HSG C 5,720 98 Paved parking, HSG C 6,705 94 Weighted Average 985 14.69% Pervious Area 5,720 85.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 44S: 1/2 ROOF Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.026 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" 3616 Post rev 1 Type l/l 24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 76 Area (sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 45S: LCA#15 Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 3.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 709 74 >75%Grass cover, Good, HSG C 317 98 Paved parking, HSG C 1,026 81 Weighted Average 709 69.10% Pervious Area 317 30.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 46S: LCA2#12 Runoff = 0.15 cfs @ 12.09 hrs, Volume= 0.011 af, Depth= 3.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 1,438 74 >75%Grass cover, Good, HSG C 360 98 Paved parking, HSG C 1,798 79 Weighted Average 1,438 79.98% Pervious Area 360 20.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type N 24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 77 Summary for Subcatchment 47S: LCA#11 Runoff = 0.06 cfs @a 12.09 hrs, Volume= 0.005 af, Depth= 3.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 434 74 >75% Grass cover, Good, HSG C 251 98 Paved parking, HSG C 685 83 Weighted Average 434 63.36% Pervious Area 251 36.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 48S: LCA#10 Runoff = 0.21 cfs @a 12.09 hrs, Volume= 0.015 af, Depth= 3.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 1,651 74 >75% Grass cover, Good, HSG C 635 98 Paved parking, HSG C 2,286 81 Weighted Average 1,651 72.22% Pervious Area 635 27.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 49S: ROOF Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.020 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 1,966 98 Paved parking, HSG C 1,966 100.00% Impervious Area 3616 Post rev 1 Type 11124-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 78 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc= 6.0 min Summary for Reach 3R: DEIGN POINT Inflow Area= 7.094 ac, 46.92% Impervious, Inflow Depth = 3.68" for 25 Year- Hartford event Inflow = 14.06 cfs @ 12.10 hrs, Volume= 2.175 of Outflow = 14.06 cfs @ 12.10 hrs, Volume= 2.175 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Reach 52R: flow to pond Inflow Area = 0.545 ac, 4.07% Impervious, Inflow Depth = 3.26" for 25 Year- Hartford event Inflow = 1.89 cfs @ 12.28 hrs, Volume= 0.148 of Outflow = 1.89 cfs @ 12.28 hrs, Volume= 0.148 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Pond 2P: LCA#2 Inflow Area = 0.868 ac, 43.26% Impervious, Inflow Depth = 3.73" for 25 Year- Hartford event Inflow = 3.67 cfs @ 12.09 hrs, Volume= 0.270 of Outflow = 3.59 cfs @ 12.10 hrs, Volume= 0.267 af, Atten= 2%, Lag= 0.5 min Primary = 3.59 cfs @ 12.10 hrs, Volume= 0.267 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 124.43' @ 12.10 hrs Surf.Area= 881 sf Storage= 188 cf Plug-Flow detention time= 9.8 min calculated for 0.267 of (99%of inflow) Center-of-Mass det. time=3.9 min ( 810.7 - 806.8) Volume Invert Avail.Storage Storage Description #1 124.00' 1,032 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 2,064 1,032 1,032 Device Routing Invert Outlet Devices #1 Primary 124.33' 2.4"x 2.4" Horiz.Orifice/Grate X 60.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.58 cfs @ 12.10 hrs HW=124.43' (Free Discharge) L1=0rifice/Grate (Orifice Controls 3.58 cfs @ 1.49 fps) 3616 Post rev 1 Type ///24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paste 79 Summary for Pond 5P: LCA#3 Inflow Area= 0.024 ac, 8.40% Impervious, Inflow Depth = 2.95" for 25 Year- Hartford event Inflow = 0.08 cfs @ 12.09 hrs, Volume= 0.006 of Outflow = 0.08 cfs @ 12.10 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.7 min Primary = 0.08 cfs @ 12.10 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 125.37' @ 12.10 hrs Surf.Area= 119 sf Storage=22 cf Plug-Flow detention time= 51.0 min calculated for 0.006 of (93%of inflow) Center-of-Mass det. time= 15.6 min ( 843.5- 827.9) Volume Invert Avail.Storage Storage Description #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 0 0 0 126.00 323 162 162 Device Routing Invert Outlet Devices #1 Primary 125.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.08 cfs @ 12.10 hrs HW=125.37' (Free Discharge) 't-1=Orifice/Grate (Weir Controls 0.08 cfs @ 0.65 fps) Summary for Pond 6P: LCA#4 Inflow Area= 0.013 ac, 2.20% Impervious, Inflow Depth = 2.86" for 25 Year- Hartford event Inflow = 0.04 cfs @ 12.09 hrs, Volume= 0.003 of Outflow = 0.04 cfs @ 12.11 hrs, Volume= 0.003 af, Atten= 1%, Lag= 0.8 min Primary = 0.04 cfs @ 12.11 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 125.35' @ 12.11 hrs Surf.Area= 115 sf Storage= 20 cf Plug-Flow detention time= 87.3 min calculated for 0.003 of (86%of inflow) Center-of-Mass det. time=26.3 min ( 856.7- 830.4 ) Volume Invert Avail.Storage Storage Description #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 0 0 0 126.00 323 162 162 Device Routing Invert Outlet Devices #1 Primary 125.33' 12.0" Horiz.Orifice/Grate C= 0.600 3616 Post rev 1 Type /I/24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 80 Limited to weir flow at low heads Primary OutFlow Max=0.04 cfs @ 12.11 hrs HW=125.35' (Free Discharge) Li=Orifice/Grate (Weir Controls 0.04 cfs @ 0.51 fps) Summary for Pond 8P: LCA#9 Inflow Area= 0.063 ac, 23.47% Impervious, Inflow Depth = 3.33" for 25 Year- Hartford event Inflow = 0.24 cfs @ 12.09 hrs, Volume= 0.018 of Outflow = 0.24 cfs @ 12.11 hrs, Volume= 0.017 af, Atten= 2%, Lag= 1.0 min Primary = 0.24 cfs @ 12.11 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.41'@ 12.11 hrs Surf.Area= 262 sf Storage= 54 cf Plug-Flow detention time=39.0 min calculated for 0.017 of (95%of inflow) Center-of-Mass det. time= 13.7 min ( 831.4- 817.7) Volume Invert Avail.Storage Storage Description #1 122.00' 319 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 638 319 319 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=0.23 cfs @ 12.11 hrs HW=122.41' (Free Discharge) L1-Orifice/Grate (Weir Controls 0.23 cfs @ 0.92 fps) Summary for Pond 9P: LCA#8 Inflow Area= 0.012 ac, 42.70% Impervious, Inflow Depth = 3.73" for 25 Year- Hartford event Inflow = 0.05 cfs @ 12.09 hrs, Volume= 0.004 of Outflow = 0.05 cfs @ 12.09 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.1 min Primary = 0.05 cfs @ 12.09 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.91' @ 12.09 hrs Surf.Area= 22 sf Storage=4 cf Plug-Flow detention time=20.8 min calculated for 0.004 of (98%of inflow) Center-of-Mass det. time= 7.5 min ( 814.3 - 806.8) Volume Invert Avail.Storage Storage Description #1 122.50' 27 cf Custom Stage Data(Prismatic) Listed below(Recalc) 3616 Post rev 1 Type ///24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 81 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 0 0 0 123.50 53 27 27 Device Routing Invert Outlet Devices #1 Primary 122.88' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.05 cfs @ 12.09 hrs HW=122.91' (Free Discharge) t1=Orifice/Grate (Weir Controls 0.05 cfs @ 0.56 fps) Summary for Pond 10P: LCA#7 Inflow Area = 0.007 ac, 23.20% Impervious, Inflow Depth = 3.33" for 25 Year- Hartford event Inflow = 0.03 cfs @ 12.09 hrs, Volume= 0.002 of Outflow = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Atten= 1%, Lag= 0.2 min Primary = 0.03 cfs @ 12.09 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.90' @ 12.09 hrs Surf.Area=27 sf Storage= 5 cf Plug-Flow detention time= 45.0 min calculated for 0.002 of (94%of inflow) Center-of-Mass det. time= 14.1 min ( 831.8- 817.7) Volume Invert Avail.Storage Storage Description #1 122.50' 34 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 0 0 0 123.50 68 34 34 Device Routing Invert Outlet Devices #1 Primary 122.88' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 12.09 hrs HW=122.90' (Free Discharge) t1=Orifice/Grate (Weir Controls 0.03 cfs @ 0.44 fps) Summary for Pond 11 P: WAN Inflow Area = 0.013 ac, 5.22% Impervious, Inflow Depth = 2.86" for 25 Year- Hartford event Inflow = 0.04 cfs @ 12.09 hrs, Volume= 0.003 of Outflow = 0.04 cfs @ 12.10 hrs, Volume= 0.003 af, Atten= 1%, Lag= 0.3 min Primary = 0.04 cfs @ 12.10 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.36'@ 12.10 hrs Surf.Area=49 sf Storage= 9 cf Plug-Flow detention time=41.9 min calculated for 0.003 of (94%of inflow) 3616 Post rev 1 Type///24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paqe 82 Center-of-Mass det. time= 12.3 min ( 842.7- 830.4 ) Volume Invert Avail.Storage Storage Description #1 122.00' 70 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 139 70 70 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.04 cfs @ 12.10 hrs HW=122.36' (Free Discharge) t1=Orifice/Grate (Weir Controls 0.04 cfs @ 0.52 fps) Summary for Pond 14P: INFILTRATION TRENCH #2 Inflow Area= 2.375 ac, 49.16% Impervious, Inflow Depth = 3.80" for 25 Year- Hartford event Inflow = 4.82 cfs @ 12.15 hrs, Volume= 0.752 of Outflow = 4.47 cfs @ 12.34 hrs, Volume= 0.747 af, Atten= 7%, Lag= 11.5 min Primary = 4.47 cfs @ 12.34 hrs, Volume= 0.747 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 118.65' @ 12.34 hrs Surf.Area= 960 sf Storage= 1,599 cf Plug-Flow detention time= 13.9 min calculated for 0.747 of (99%of inflow) Center-of-Mass det. time= 9.4 min ( 834.5 - 825.1 ) Volume Invert Avail.Storage Storage Description #1 116.25' 857 cf 4.00'W x 240.00'L x 4.00'H Prismatoid 3,840 cf Overall - 1,696 cf Embedded =2,144 cf x 40.0%Voids #2 116.75' 1,696 cf 36.0" Round Pipe Storage Inside#1 L= 240.0' 2,554 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 116.75' 15.0" Round Culvert L= 45.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 116.75'/ 114.16' S= 0.0576 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 116.75' 12.0"Vert.Orifice/Grate C= 0.600 #3 Device 1 119.90' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=4.47 cfs @ 12.34 hrs HW=118.65' (Free Discharge) L1=Culvert (Passes 4.47 cfs of 6.66 cfs potential flow) L2=Orifice/Grate (Orifice Controls 4.47 cfs @ 5.69 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 3616 Post rev 1 Type ///24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 83 Summary for Pond 18P: LCA#20 Inflow Area= 0.072 ac, 23.79% Impervious, Inflow Depth = 3.33" for 25 Year- Hartford event Inflow = 0.28 cfs @ 12.09 hrs, Volume= 0.020 of Outflow = 0.28 cfs @ 12.10 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.2 min Primary = 0.28 cfs @ 12.10 hrs, Volume= 0.020 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 120.97'@ 12.10 hrs Surf.Area= 55 sf Storage= 13 cf Plug-Flow detention time= 9.3 min calculated for 0.020 of(99%of inflow) Center-of-Mass det. time=3.5 min ( 821.2 - 817.7 ) Volume Invert Avail.Storage Storage Description #1 120.50' 59 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 120.50 0 0 0 121.50 117 59 59 Device Routing Invert Outlet Devices #1 Primary 120.88' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads try OutFlow Max=0.27 cfs @ 12.10 hrs HW=120.97' (Free Discharge) Orifice/Grate (Weir Controls 0.27 cfs @ 0.98 fps) Summary for Pond 20P: LCA#22 Inflow Area= 0.062 ac, 17.29% Impervious, Inflow Depth = 3.14" for 25 Year- Hartford event Inflow = 0.22 cfs @ 12.09 hrs, Volume= 0.016 of Outflow = 0.22 cfs @ 12.10 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.5 min Primary = 0.22 cfs @ 12.10 hrs, Volume= 0.015 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.35'@ 12.10 hrs Surf.Area= 206 sf Storage= 36 cf Plug-Flow detention time= 36.1 min calculated for 0.015 of (95%of inflow) Center-of-Mass det. time= 10.9 min ( 833.8- 822.9 ) Volume Invert Avail.Storage Storage Description #1 122.00' 74 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 296 74 74 Device Routing Invert Outlet Devices #1 Primary 122.33' 8.0" Horiz.Orifice/Grate C= 0.600 3616 Post rev 1 Type 111 24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 84 Primary OutFlow Max=0.22 cfs @ 12.10 hrs HW=122.35' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.22 cfs @ 0.64 fps) Summary for Pond 22P: LCA#21 Inflow Area= 0.051 ac, 32.21% Impervious, Inflow Depth = 3.53" for 25 Year- Hartford event Inflow = 0.21 cfs @ 12.09 hrs, Volume= 0.015 of Outflow = 0.21 cfs @ 12.10 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.3 min Primary = 0.21 cfs @ 12.10 hrs, Volume= 0.015 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.40' @ 12.10 hrs Surf.Area= 67 sf Storage= 14 cf Plug-Flow detention time= 13.4 min calculated for 0.015 of (99%of inflow) Center-of-Mass det. time= 5.1 min ( 817.5 - 812.4) Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.20 cfs @ 12.10 hrs HW=122.40' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.20 cfs @ 0.89 fps) Summary for Pond 24P: INFILTRATION TRENCH #6 Inflow Area= 0.172 ac, 49.85% Impervious, Inflow Depth = 3.91" for 25 Year- Hartford event Inflow = 0.73 cfs @ 12.09 hrs, Volume= 0.056 of Outflow = 0.37 cfs @ 12.25 hrs, Volume= 0.055 af, Atten= 50%, Lag= 9.5 min Primary = 0.37 cfs @ 12.25 hrs, Volume= 0.055 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 121.59' @ 12.25 hrs Surf.Area=231 sf Storage=403 cf Plug-Flow detention time= 22.2 min calculated for 0.055 of (99%of inflow) Center-of-Mass det. time= 16.8 min ( 806.3 - 789.5) Volume Invert Avail.Storage Storage Description #1 118.80' 180 cf 3.00'W x 77.001 x 3.00'H Prismatoid 693 cf Overall -242 cf Embedded = 451 cf x 40.0%Voids #2 119.00, 242 cf 24.0" Round Pipe Storage Inside#1 L= 77.0' 422 cf Total Available Storage 3616 Post rev 1 Type///24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 85 Device Routing Invert Outlet Devices #1 Primary 119.00' 3.0"Vert.Orifice/Grate C= 0.600 #2 Primary 121.65' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.37 cfs @ 12.25 hrs HW=121.59' (Free Discharge) �__2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 0.37 cfs @ 7.55 fps) Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 25P: LCA#5 Inflow Area= 0.103 ac, 24.18% Impervious, Inflow Depth = 3.33" for 25 Year- Hartford event Inflow = 0.39 cfs @ 12.09 hrs, Volume= 0.029 of Outflow = 0.39 cfs @ 12.11 hrs, Volume= 0.028 af, Atten= 1%, Lag= 0.9 min Primary = 0.39 cfs @ 12.11 hrs, Volume= 0.028 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 124.44'@ 12.11 hrs Surf.Area=285 sf Storage= 63 cf Plug-Flow detention time= 26.1 min calculated for 0.028 of (97%of inflow) Center-of-Mass det. time= 9.8 min ( 827.5 - 817.7) Volume Invert Avail.Storage Storage Description #1 124.00' 322 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 644 322 322 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.38 cfs @ 12.11 hrs HW=124.44' (Free Discharge) t-1=Orifice/Grate (Weir Controls 0.38 cfs @ 1.09 fps) Summary for Pond 26P: LCA#1 Inflow Area= 0.835 ac, 38.89% Impervious, Inflow Depth = 3.63" for 25 Year- Hartford event Inflow = 3.45 cfs @ 12.09 hrs, Volume= 0.253 of Outflow = 3.39 cfs @ 12.10 hrs, Volume= 0.249 af, Atten= 2%, Lag= 0.5 min Primary = 3.39 cfs @ 12.10 hrs, Volume= 0.249 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 123.97'@ 12.10 hrs Surf.Area= 1,073 sf Storage= 250 cf Plug-Flow detention time= 14.6 min calculated for 0.249 of (98%of inflow) Center-of-Mass det. time= 5.6 min ( 815.2 - 809.6 ) 3616 Post rev 1 Type 111 24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD® 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 86 Volume Invert Avail.Storage Storage Description #1 123.50' 1,151 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.50 0 0 0 124.50 2,302 1,151 1,151 Device Routing Invert Outlet Devices #1 Primary 123.88' 2.4"x 2.4" Horiz.Orifice/Grate X 60.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.39 cfs @ 12.10 hrs HW=123.97' (Free Discharge) L1=Orifice/Grate (Orifice Controls 3.39 cfs @ 1.41 fps) Summary for Pond 27P: LCA#13 Inflow Area = 0.103 ac, 26.45% Impervious, Inflow Depth = 3.33" for 25 Year- Hartford event Inflow = 0.39 cfs @ 12.09 hrs, Volume= 0.029 of Outflow = 0.35 cfs @ 12.13 hrs, Volume= 0.027 af, Atten= 10%, Lag=2.4 min Primary = 0.35 cfs @ 12.13 hrs, Volume= 0.027 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.53'@ 12.13 hrs Surf.Area= 500 sf Storage= 133 cf Plug-Flow detention time=43.3 min calculated for 0.027 of (96%of inflow) Center-of-Mass det. time= 20.7 min ( 838.4- 817.7) Volume Invert Avail.Storage Storage Description #1 124.00' 468 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 935 468 468 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0"Vert. Orifice/Grate X 2.00 C= 0.600 Primary OutFlow Max=0.35 cfs @ 12.13 hrs HW=124.53' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.35 cfs @ 1.53 fps) Summary for Pond 29P: INFILTRATION TRENCH #3 Inflow Area= 0.544 ac, 65.46% Impervious, Inflow Depth = 4.28" for 25 Year- Hartford event Inflow = 2.43 cfs @ 12.10 hrs, Volume= 0.194 of Outflow = 0.59 cfs @ 12.51 hrs, Volume= 0.187 af, Atten= 76%, Lag= 25.1 min Primary = 0.59 cfs @ 12.51 hrs, Volume= 0.187 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 3616 Post rev 1 Type ///24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 87 Peak Elev= 123.51' @ 12.51 hrs Surf.Area= 1,649 sf Storage= 3,538 cf j Plug-Flow detention time= 138.7 min calculated for 0.187 of (96%of inflow) Center-of-Mass det. time= 115.3 min ( 897.5- 782.2 ) Volume Invert Avail.Storage Storage Description #1 120.25' 1,383 cf 3.50'W x 471.001 x 3.50'H Prismatoid 5,770 cf Overall -2,312 cf Embedded =3,458 cf x 40.0%Voids #2 120.75' 2,312 cf 30.0" Round Pipe Storage Inside#1 L= 471.0' 3,695 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 120.75' 3.0"Vert. Orifice/Grate C= 0.600 #2 Primary 123.45' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.57 cfs @ 12.51 hrs HW=123.51' (Free Discharge) 1:2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 0.38 cfs @ 7.81 fps) Rectangular Weir (Weir Controls 0.18 cfs @ 0.79 fps) Summary for Pond 30P: LCA#16 Inflow Area= 0.034 ac, 55.81% Impervious, Inflow Depth = 4.04" for 25 Year- Hartford event Inflow = 0.15 cfs @ 12.09 hrs, Volume= 0.011 of Outflow = 0.15 cfs @ 12.09 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.3 min Primary = 0.15 cfs @ 12.09 hrs, Volume= 0.011 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.39' @ 12.09 hrs Surf.Area= 65 sf Storage= 13 cf Plug-Flow detention time= 18.4 min calculated for 0.011 of (98%of inflow) Center-of-Mass det. time= 7.3 min ( 805.1 - 797.7) Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.15 cfs @ 12.09 hrs HW=122.39' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.15 cfs @ 0.80 fps) 3616 Post rev 1 Type 11124-hr 25 Year-Hartford Rainfal1=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD® 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 88 Summary for Pond 31 P: INFILTRATION TRENCH#5 Inflow Area= 1.204 ac, 62.86% Impervious, Inflow Depth = 4.12" for 25 Year- Hartford event Inflow = 1.69 cfs @ 12.29 hrs, Volume= 0.413 of Outflow = 1.20 cfs @ 12.60 hrs, Volume= 0.408 af, Atten=29%, Lag= 18.6 min Primary = 1.20 cfs @ 12.60 hrs, Volume= 0.408 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 119.87' @ 12.60 hrs Surf.Area= 1,197 sf Storage=3,113 cf Plug-Flow detention time=69.9 min calculated for 0.408 of (99%of inflow) Center-of-Mass det. time= 60.8 min ( 934.4- 873.6 ) Volume Invert Avail.Storage Storage Description #1 116.70' 612 cf 3.50'W x 342.00'L x 3.50'H Prismatoid 4,190 cf Overall - 2,661 cf Embedded = 1,529 cf x 40.0%Voids #2 117.20' 2,661 cf 30.0" Round Pipe Storage Inside#1 L= 542.0' 3,272 cf Total Available Storage Device Routing Invert Outlet Devices #1 Device 3 117.20' 4.0"Vert. Orifice/Grate C= 0.600 #2 Device 3 119.75' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 114.90' 12.0" Round Culvert L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 114.90'/ 114.30' S= 0.0500 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.19 cfs @ 12.60 hrs HW=119.87' (Free Discharge) L t Culvert (Passes 1.19 cfs of 7.99 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.66 cfs @ 7.62 fps) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.53 cfs @ 1.12 fps) Summary for Pond 32P: LCA#17 Inflow Area= 0.041 ac, 39.13% Impervious, Inflow Depth = 3.63" for 25 Year- Hartford event Inflow = 0.17 cfs @ 12.09 hrs, Volume= 0.012 of Outflow = 0.17 cfs @ 12.09 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.3 min Primary = 0.17 cfs @ 12.09 hrs, Volume= 0.012 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.32'@ 12.09 hrs Surf.Area=52 sf Storage= 8 cf Plug-Flow detention time= 9.6 min calculated for 0.012 of (99%of inflow) Center-of-Mass det. time= 3.8 min ( 813.5 - 809.6) Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) 3616 Post rev 1 Type ///24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 89 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Primary 122.25' 12.0" Horiz. 122.33 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.17 cfs @ 12.09 hrs HW=122.31' (Free Discharge) L1=122.33 (Weir Controls 0.17 cfs @ 0.83 fps) Summary for Pond 33P: LCA#14 Inflow Area= 0.016 ac, 45.79% Impervious, Inflow Depth = 3.83" for 25 Year- Hartford event Inflow = 0.07 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 12.10 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.4 min Primary = 0.07 cfs @ 12.10 hrs, Volume= 0.005 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.37' @ 12.10 hrs Surf.Area= 63 sf Storage= 11 cf Plug-Flow detention time= 35.9 min calculated for 0.005 of (96%of inflow) Center-of-Mass det. time= 12.8 min ( 816.7- 803.9) Volume Invert Avail.Storage Storage Description #1 124.00' 86 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 171 86 86 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.07 cfs @ 12.10 hrs HW=124.37' (Free Discharge) L1-Orifice/Grate (Weir Controls 0.07 cfs @ 0.62 fps) Summary for Pond 35BP: LCA#18 Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 2.86" for 25 Year- Hartford event Inflow = 0.07 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 12.10 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.6 min Primary = 0.07 cfs @ 12.10 hrs, Volume= 0.005 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.37' @ 12.10 hrs Surf.Area= 97 sf Storage= 18 cf Plug-Flow detention time= 47.2 min calculated for 0.005 of (94%of inflow) Center-of-Mass det. time= 14.3 min ( 844.7- 830.4 ) 3616 Post rev 1 Type 111 24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 90 Volume Invert Avail.Storage Storage Description #1 122.00' 33 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 132 33 33 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.07 cfs @ 12.10 hrs HW=122.37' (Free Discharge) t1=Orifice/Grate (Weir Controls 0.07 cfs @ 0.63 fps) Summary for Pond 35P: LCA#19 Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 2.86" for 25 Year- Hartford event Inflow = 0.07 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 12.11 hrs, Volume= 0.005 af, Atten= 2%, Lag= 1.0 min Primary = 0.07 cfs @ 12.11 hrs, Volume= 0.005 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.37'@ 12.11 hrs Surf.Area= 170 sf Storage=31 cf Plug-Flow detention time= 75.0 min calculated for 0.005 of (89%of inflow) Center-of-Mass det. time= 23.1 min ( 853.5- 830.4) Volume Invert Avail.Storage Storage Description #1 122.00' 58 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 232 58 58 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.07 cfs @ 12.11 hrs HW=122.37' (Free Discharge) 't-1=Orifice/Grate (Weir Controls 0.07 cfs @ 0.62 fps) Summary for Pond 37P: INFILTRATION TRENCH#4 Inflow Area = 0.802 ac, 64.47% Impervious, Inflow Depth = 4.15" for 25 Year- Hartford event Inflow = 1.46 cfs @ 12.10 hrs, Volume= 0.277 of Outflow = 0.88 cfs @ 12.31 hrs, Volume= 0.274 af, Atten= 40%, Lag= 12.8 min Primary = 0.88 cfs @ 12.31 hrs, Volume= 0.274 of 3616 Post rev 1 Type I//24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 91 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 121.46'@ 12.31 hrs Surf.Area= 837 sf Storage= 1,779 cf Plug-Flow detention time= 67.0 min calculated for 0.274 of (99%of inflow) Center-of-Mass det. time= 58.0 min ( 919.1 - 861.0 ) Volume Invert Avail.Storage Storage Description #1 118.25' 702 cf 3.50'W x 239.00'L x 3.50'H Prismatoid 2,928 cf Overall - 1,173 cf Embedded = 1,755 cf x 40.0%Voids #2 118.75' 1,173 cf 30.0" Round Pipe Storage Inside#1 L=239.0' 1,875 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 118.75' 3.0"Vert. Orifice/Grate C= 0.600 #2 Primary 121.35' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.86 cfs @ 12.31 hrs HW=121.46' (Free Discharge) 1:2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 0.38 cfs @ 7.74 fps) Rectangular Weir (Weir Controls 0.48 cfs @ 1.09 fps) Summary for Pond 45P: LCA#15 Inflow Area= 0.024 ac, 30.90% Impervious, Inflow Depth = 3.43" for 25 Year- Hartford event Inflow = 0.09 cfs @ 12.09 hrs, Volume= 0.007 of Outflow = 0.09 cfs @ 12.12 hrs, Volume= 0.006 af, Atten= 6%, Lag= 1.7 min Primary = 0.09 cfs @ 12.12 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.47'@ 12.12 hrs Surf.Area= 128 sf Storage= 30 cf Plug-Flow detention time= 48.3 min calculated for 0.006 of (95%of inflow) Center-of-Mass det. time=20.9 min ( 836.0 - 815.1 ) Volume Invert Avail.Storage Storage Description #1 124.00' 136 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 272 136 136 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0"Vert.Orifice/Grate C= 0.600 Primary OutFlow Max=0.08 cfs @ 12.12 hrs HW=124.47' (Free Discharge) t-1=Orifice/Grate (Orifice Controls 0.08 cfs @ 1.27 fps) 3616 Post rev 1 Type 111 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10,00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 92 Summary for Pond 46P: LCA#12 Inflow Area= 0.041 ac, 20.02% Impervious, Inflow Depth = 3.24" for 25 Year- Hartford event Inflow = 0.15 cfs @ 12.09 hrs, Volume= 0.011 of Outflow = 0.14 cfs @ 12.14 hrs, Volume= 0.010 af, Atten= 11%, Lag= 2.8 min Primary = 0.14 cfs @ 12.14 hrs, Volume= 0.010 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 125.06' @ 12.14 hrs Surf.Area= 253 sf Storage= 71 cf Plug-Flow detention time= 62.7 min calculated for 0.010 of (93%of inflow) Center-of-Mass det. time=27.7 min ( 848.0- 820.3 ) Volume Invert Avail.Storage Storage Description #1 124.50' 227 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.50 0 0 0 125.50 454 227 227 Device Routing Invert Outlet Devices #1 Primary 124.88' 12.0"Vert.Orifice/Grate C= 0.600 Primary OutFlow Max=0.13 cfs @ 12.14 hrs HW=125.06' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.13 cfs @ 1.43 fps) Summary for Pond 47P: LCA#11 Inflow Area= 0.016 ac, 36.64% Impervious, Inflow Depth = 3.63" for 25 Year- Hartford event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 12.10 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.5 min Primary = 0.07 cfs @ 12.10 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.91' @ 12.10 hrs Surf.Area= 79 sf Storage= 16 cf Plug-Flow detention time= 52.6 min calculated for 0.004 of (93% of inflow) Center-of-Mass det. time= 17.6 min ( 827.2 - 809.6 ) Volume Invert Avail.Storage Storage Description #1 124.50' 95 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.50 0 0 0 125.50 190 95 95 Device Routing Invert Outlet Devices #1 Primary 124.88' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads 3616 Post rev 1 Type 111 24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD010.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 93 Primary OutFlow Max=0.06 cfs @ 12.10 hrs HW=124.91' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.06 cfs @ 0.60 fps) Summary for Pond 48P: LCA#10 Inflow Area = 0.052 ac, 27.78% Impervious, Inflow Depth = 3.43" for 25 Year- Hartford event Inflow = 0.21 cfs @ 12.09 hrs, Volume= 0.015 of Outflow = 0.21 cfs @ 12.10 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.7 min Primary = 0.21 cfs @ 12.10 hrs, Volume= 0.014 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.40' @ 12.10 hrs Surf.Area= 169 sf Storage= 34 cf Plug-Flow detention time= 31.0 min calculated for 0.014 of (97%of inflow) Center-of-Mass det. time= 11.0 min ( 826.1 - 815.1 ) Volume Invert Avail.Storage Storage Description #1 124.00' 210 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 420 210 210 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.20 cfs @ 12.10 hrs HW=124.40' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.20 cfs @ 0.88 fps) Summary for Pond 49P: INFILTRATION TRENCH #1 Inflow Area = 2.070 ac, 44.90% Impervious, Inflow Depth = 3.74" for 25 Year- Hartford event Inflow = 8.63 cfs @ 12.10 hrs, Volume= 0.646 of Outflow = 3.94 cfs @ 12.29 hrs, Volume= 0.634 af, Atten= 54%, Lag= 11.6 min Primary = 3.94 cfs @ 12.29 hrs, Volume= 0.634 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 121.67' @ 12.29 hrs Surf.Area= 2,660 sf Storage= 6,023 cf Plug-Flow detention time=41.6 min calculated for 0.634 of (98%of inflow) Center-of-Mass det. time= 30.0 min ( 835.4- 805.4) Volume Invert Avail.Storage Storage Description #1 118.50' 2,376 cf 4.00'W x 665.001 x 4.00'H Prismatoid 10,640 cf Overall -4,701 cf Embedded = 5,939 cf x 40.0%Voids #2 119.00, 4,701 cf 36.0" Round Pipe Storage Inside#1 L= 665.0' 7,076 cf Total Available Storage 3616 Post rev 1 Type l/l 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 94 Device Routing Invert Outlet Devices #1 Primary 119.00' 10.0"Vert. Orifice/Grate C= 0.600 #2 Primary 122.00' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.94 cfs @ 12.29 hrs HW=121.67' (Free Discharge) �__2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 3.94 cfs @ 7.22 fps) Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 51 P: PROPOSED BASIN Inflow Area= 1.112 ac, 57.74% Impervious, Inflow Depth = 4.15" for 25 Year- Hartford event Inflow = 5.13 cfs @ 12.09 hrs, Volume= 0.384 of Outflow = 2.16 cfs @ 12.31 hrs, Volume= 0.337 af, Atten= 58%, Lag= 13.2 min Primary = 1.05 cfs @ 12.31 hrs, Volume= 0.310 of Secondary= 1.11 cfs @ 12.31 hrs, Volume= 0.026 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 118.23' @ 12.31 hrs Surf.Area=4,109 sf Storage= 6,949 cf Plug-Flow detention time= 151.0 min calculated for 0.337 of (88%of inflow) Center-of-Mass det. time= 94.7 min ( 889.2 - 794.5) Volume Invert Avail.Storage Storage Description #1 115.70' 10,469 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.70 1,341 0 0 116.00 1,716 459 459 117.00 2,807 2,262 2,720 118.00 3,855 3,331 6,051 119.00 4,980 4,418 10,469 Device Routing Invert Outlet Devices #1 Primary 113.50' 15.0" Round Culvert L= 100.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 113.50'/ 113.00' S= 0.0050 T Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 116.75' 6.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 118.10' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.05 cfs @ 12.31 hrs HW=118.22' (Free Discharge) L1=Culvert (Passes 1.05 cfs of 10.51 cfs potential flow) L2=Orifice/Grate (Orifice Controls 1.05 cfs @ 5.33 fps) Secondary OutFlow Max=1.09 cfs @ 12.31 hrs HW=118.22' (Free Discharge) 3=113road-Crested Rectangular Weir (Weir Controls 1.09 cfs @ 0.88 fps) 3616 Post rev 1 Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 95 Summary for Subcatchment 1 S: FLOW TO BASIN Runoff = 6.70 cfs @ 12.09 hrs, Volume= 0.509 af, Depth= 5.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 20,466 74 >75%Grass cover, Good, HSG C 27,964 98 Paved parking, HSG C 48,430 88 Weighted Average 20,466 42.26% Pervious Area 27,964 57.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: LCA#2 Runoff = 4.91 cfs @ 12.09 hrs, Volume= 0.365 af, Depth= 5.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 21,446 74 >75%Grass cover, Good, HSG C 16,351 98 Paved parking, HSG C 37,797 84 Weighted Average 21,446 56.74% Pervious Area 16,351 43.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 3S: ROOF TOP Runoff = 0.90 cfs @ 12.09 hrs, Volume= 0.075 af, Depth= 6.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description 5,913 98 Roofs, HSG C 5,913 100.00% Impervious Area 3616 Post rev 1 Type 111 24-hr 100 Year- Hariford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 96 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: FLOW TO WOU Runoff = 6.73 cfs @ 12.09 hrs, Volume= 0.519 af, Depth= 5.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 30,973 98 Paved parking, HSG C 16,377 74 >75%Grass cover, Good, HSG C 47,350 90 Weighted Average 16,377 34.59% Pervious Area 30,973 65.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: LCA#3 Runoff = 0.11 cfs @ 12.09 hrs, Volume= 0.008 af, Depth= 4.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 960 74 >75%Grass cover, Good, HSG C 88 98 Paved parking, HSG C 1,048 76 Weighted Average 960 91.60% Pervious Area 88 8.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: LCA#4 Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 4.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" 3616 Post rev 1 Type 111 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 97 Area (sf) CN Description 533 74 >75% Grass cover, Good, HSG C 12 98 Paved parking, HSG C 545 75 Weighted Average 533 97.80% Pervious Area 12 2.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: LCA#9 Runoff = 0.33 cfs @ 12.09 hrs, Volume= 0.024 af, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description 2,106 74 >75%Grass cover, Good, HSG C 646 98 Paved parking, HSG C 2,752 80 Weighted Average 2,106 76.53% Pervious Area 646 23.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9S: LCA#9 Runoff = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 5.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 310 74 >75%Grass cover, Good, HSG C 231 98 Water Surface, HSG C 541 84 Weighted Average 310 57.30% Pervious Area 231 42.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type l/l 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 98 Summary for Subcatchment 10S: LCA#7 Runoff = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description 235 74 >75%Grass cover, Good, HSG C 71 98 Paved parking, HSG C 306 80 Weighted Average 235 76.80% Pervious Area 71 23.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 11S: LCA#6 Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 4.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description 545 74 >75%Grass cover, Good, HSG C 30 98 Paved parking, HSG C 575 75 Weighted Average 545 94.78% Pervious Area 30 5.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 12S: ROOF AND COURTYARD Runoff = 1.58 cfs @ 12.09 hrs, Volume= 0.130 af, Depth= 6.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 803 74 >75% Grass cover, Good, HSG C 9,738 98 Paved parking, HSG C 10,541 96 Weighted Average 803 7.62% Pervious Area 9,738 92.38% Impervious Area 3616 Post rev 1 Type M 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 99 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 13S: OVERLAND FLOW TO WETLAND Runoff = 3.32 cfs @ 12.09 hrs, Volume= 0.241 af, Depth= 3.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description 7,360 74 >75% Grass cover, Good, HSG C 1,268 98 Paved parking, HSG C 25,000 70 Woods, Good, HSG C 33,628 72 Weighted Average 32,360 96.23% Pervious Area 1,268 3.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 17AS: LCA#20 Runoff = 0.38 cfs @ 12.09 hrs, Volume= 0.028 af, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 2,402 74 >75%Grass cover, Good, HSG C 750 98 Paved parking, HSG C 3,152 80 Weighted Average 2,402 76.21% Pervious Area 750 23.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 19S: ROOF Runoff = 0.60 cfs @ 12.09 hrs, Volume= 0.050 af, Depth= 6.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" 3616 Post rev 1 Type ///24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 100 Area (sf) CN Description 3,941 98 Paved parking, HSG C 3,941 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 20S: LCA#22 Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.023 af, Depth= 4.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 2,234 74 >75% Grass cover, Good, HSG C 467 98 Paved parking, HSG C 2,701 78 Weighted Average 2,234 82.71% Pervious Area 467 17.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 22S: LCA#21 Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.021 af, Depth= 4.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 1,513 74 >75% Grass cover, Good, HSG C 719 98 Paved parking, HSG C 2,232 82 Weighted Average 1,513 67.79% Pervious Area 719 32.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 101 Summary for Subcatchment 23AS: 1/2 ROOF AREA Runoff = 0.39 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 6.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 23BS: 1/2 ROOF AREA Runoff = 0.39 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 6.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 25S: LCA#5 Runoff = 0.54 cfs @ 12.09 hrs, Volume= 0.040 af, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 3,414 74 >75% Grass cover, Good, HSG C 1,089 98 Paved parking, HSG C 4,503 80 Weighted Average 3,414 75.82% Pervious Area 1,089 24.18% Impervious Area 3616 Post rev 1 Type Ill 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 102 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 26: LCA#1 Runoff = 4.64 cfs @ 12.09 hrs, Volume= 0.343 af, Depth= 4.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description 22,239 74 >75%Grass cover, Good, HSG C 14,154 98 Paved parking, HSG C 36,393 83 Weighted Average 22,239 61.11% Pervious Area 14,154 38.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 27S: LCA#13 Runoff = 0.54 cfs @ 12.09 hrs, Volume= 0.039 af, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 3,290 74 >75%Grass cover, Good, HSG C 1,183 98 Paved parking, HSG C 4,473 80 Weighted Average 3,290 73.55% Pervious Area 1,183 26.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 28AS: 1/2 ROOF Runoff = 0.38 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 6.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" 3616 Post rev 1 Type 11124-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 ydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 103 Area(sf) CN Description 2,533 98 Paved parking, HSG C 2,533 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 29S: COURTYAR AND 1/2 ROOF Runoff = 0.59 cfs @ 12.09 hrs, Volume= 0.047 af, Depth= 6.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description 868 74 >75% Grass cover, Good, HSG C 3,146 98 Paved parking, HSG C 4,014 93 Weighted Average 868 21.62% Pervious Area 3,146 78.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 30S: LCA#16 Runoff = 0.20 cfs @ 12.09 hrs, Volume= 0.015 af, Depth= 5.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description 654 74 >75%Grass cover, Good, HSG C 826 98 Paved parking, HSG C 1,480 87 Weighted Average 654 44.19% Pervious Area 826 55.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type N 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 104 Summary for Subcatchment 32S: LCA#17 Runoff = 0.23 cfs @ 12.09 hrs, Volume= 0.017 af, Depth= 4.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 1,095 74 >75%Grass cover, Good, HSG C 704 98 Paved parking, HSG C 1,799 83 Weighted Average 1,095 60.87% Pervious Area 704 39.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 33S: LCA#14 Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 5.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 386 74 >75% Grass cover, Good, HSG C 326 98 Paved parking, HSG C 712 85 Weighted Average 386 54.21% Pervious Area 326 45.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 34AS: ROOF Runoff = 0.30 cfs @ 12.09 hrs, Volume= 0.025 af, Depth= 6.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 1,965 98 Paved parking, HSG C 1,965 100.00% Impervious Area 3616 Post rev 1 Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 105 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 34BS: ROOF Runoff = 0.30 cfs @ 12.09 hrs, Volume= 0.025 af, Depth= 6.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description 1,965 98 Paved parking, HSG C 1,965 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 35AS: LCA#19 Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 4.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description 907 74 >75%Grass cover, Good, HSG C 57 98 Paved parking, HSG C 964 75 Weighted Average 907 94.09% Pervious Area 57 5.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 35BS: LCA#18 Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 4.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description 907 74 >75% Grass cover, Good, HSG C 57 98 Paved parking, HSG C 964 75 Weighted Average 907 94.09% Pervious Area 57 5.91% Impervious Area 3616 Post rev 1 Type M 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 106 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 37S: OVERLAND FLOW TO-POND Runoff = 2.41 cfs @ 12.09 hrs, Volume= 0.175 af, Depth= 3.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 12,762 70 Woods, Good, HSG C 10,000 74 >75% Grass cover, Good, HSG C 965 98 Paved parking, HSG C 23,727 73 Weighted Average 22,762 95.93% Pervious Area 965 4.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 43S: COURTYARD AND TWO HALFS OF ROOF Runoff = 0.99 cfs @ 12.09 hrs, Volume= 0.079 af, Depth= 6.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 985 74 >75% Grass cover, Good, HSG C 5,720 98 Paved parking, HSG C 6,705 94 Weighted Average 985 14.69% Pervious Area 5,720 85.31% Imperious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 44S: 1/2 ROOF Runoff = 0.39 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 6.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" 3616 Post rev 1 Type ///24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 107 Area (sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 45S: LCA#15 Runoff = 0.13 cfs Qa 12.09 hrs, Volume= 0.009 af, Depth= 4.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 709 74 >75%Grass cover, Good, HSG C 317 98 Paved parking, HSG C 1,026 81 Weighted Average 709 69.10% Pervious Area 317 30.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 46S: LCA2#12 Runoff = 0.21 cfs Qa 12.09 hrs, Volume= 0.015 af, Depth= 4.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 1,438 74 >75%Grass cover, Good, HSG C 360 98 Paved parking, HSG C 1,798 79 Weighted Average 1,438 79.98% Pervious Area 360 20.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 3616 Post rev 1 Type ///24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 108 Summary for Subcatchment 47S: LCA#11 Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.006 af, Depth= 4.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 434 74 >75%Grass cover, Good, HSG C 251 98 Paved parking, HSG C 685 83 Weighted Average 434 63.36% Pervious Area 251 36.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 48S: LCA#10 Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.021 af, Depth= 4.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 1,651 74 >75%Grass cover, Good, HSG C 635 98 Paved parking, HSG C 2,286 81 Weighted Average 1,651 72.22% Pervious Area 635 27.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 49S: ROOF Runoff = 0.30 cfs @ 12.09 hrs, Volume= 0.025 af, Depth= 6.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 1,966 98 Paved parking, HSG C 1,966 100.00% Impervious Area 3616 Post rev 1 Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 109 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Reach 3R: DEIGN POINT Inflow Area= 7.094 ac, 46.92% Impervious, Inflow Depth = 4.98" for 100 Year- Hartford event Inflow = 23.77 cfs @ 12.24 hrs, Volume= 2.946 of Outflow = 23.77 cfs @ 12.24 hrs, Volume= 2.946 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Reach 52R: flow to pond Inflow Area= 0.545 ac, 4.07% Impervious, Inflow Depth = 5.71" for 100 Year- Hartford event Inflow = 5.30 cfs @ 12.17 hrs, Volume= 0.259 of Outflow = 5.30 cfs @ 12.17 hrs, Volume= 0.259 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Pond 2P: LCA#2 Inflow Area = 0.868 ac, 43.26% Impervious, Inflow Depth = 5.04" for 100 Year- Hartford event Inflow = 4.91 cfs @ 12.09 hrs, Volume= 0.365 of Outflow = 4.78 cfs @ 12.11 hrs, Volume= 0.362 af, Atten= 3%, Lag= 1.0 min Primary = 4.78 cfs @ 12.11 hrs, Volume= 0.362 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.50'@ 12.11 hrs Surf.Area= 1,035 sf Storage=259 cf Plug-Flow detention time= 7.8 min calculated for 0.362 of (99%of inflow) Center-of-Mass det. time=3.4 min ( 801.7 - 798.3 ) Volume Invert Avail.Storage Storage Description #1 124.00' 1,032 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 2,064 1,032 1,032 Device Routing Invert Outlet Devices #1 Primary 124.33' 2.4"x 2.4" Horiz. Orifice/Grate X 60.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.73 cfs @ 12.11 hrs HW=124.50' (Free Discharge) t-1=Orifice/Grate (Orifice Controls 4.73 cfs @ 1.97 fps) 3616 Post rev 1 Type 1/124-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 110 Summary for Pond 5P: LCA#3 Inflow Area= 0.024 ac, 8.40% Impervious, Inflow Depth = 4.17" for 100 Year- Hartford event Inflow = 0.11 cfs @ 12.09 hrs, Volume= 0.008 of Outflow = 0.11 cfs @ 12.10 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.6 min Primary = 0.11 cfs @ 12.10 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 125.38'@ 12.10 hrs Surf.Area= 123 sf Storage= 23 cf Plug-Flow detention time= 39.9 min calculated for 0.008 of (95%of inflow) Center-of-Mass det. time= 13.2 min ( 831.3 - 818.0 ) Volume Invert Avail.Storage Storage Description #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 0 0 0 126.00 323 162 162 Device Routing Invert Outlet Devices #1 Primary 125.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.11 cfs @ 12.10 hrs HW=125.38' (Free Discharge) Li=Orifice/Grate (Weir Controls 0.11 cfs @ 0.73 fps) Summary for Pond 6P: LCA#4 Inflow Area = 0.013 ac, 2.20% Impervious, Inflow Depth = 4.06" for 100 Year- Hartford event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 of Outflow = 0.06 cfs @ 12.10 hrs, Volume= 0.004 af, Atten= 1%, Lag= 0.7 min Primary = 0.06 cfs @ 12.10 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 125.36'@ 12.10 hrs Surf.Area= 117 sf Storage=21 cf Plug-Flow detention time= 67.8 min calculated for 0.004 of (90%of inflow) Center-of-Mass det. time= 21.3 min ( 841.6 - 820.3 ) Volume Invert Avail.Storage Storage Description #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 0 0 0 126.00 323 162 162 Device Routing Invert Outlet Devices #1 Primary 125.33' 12.0" Horiz.Orifice/Grate C= 0.600 3616 Post rev 1 Type 11124-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 @ 2015 HydroCAD Software Solutions LLC Page 111 Limited to weir flow at low heads Primary OutFlow Max=0.06 cfs @ 12.10 hrs HW=125.36' (Free Discharge) L7=Orifice/Grate (Weir Controls 0.06 cfs @ 0.58 fps) Summary for Pond 8P: LCA#9 Inflow Area= 0.063 ac, 23.47% Impervious, Inflow Depth = 4.60" for 100 Year- Hartford event Inflow = 0.33 cfs @ 12.09 hrs, Volume= 0.024 of Outflow = 0.33 cfs @ 12.11 hrs, Volume= 0.023 af, Atten= 1%, Lag= 1.0 min Primary = 0.33 cfs @ 12.11 hrs, Volume= 0.023 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.43' @ 12.11 hrs Surf.Area=274 sf Storage= 59 cf Plug-Flow detention time=30.9 min calculated for 0.023 of (97%of inflow) Center-of-Mass det. time= 11.9 min ( 820.4- 808.6 ) Volume Invert Avail.Storage Storage Description #1 122.00' 319 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 638 319 319 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.32 cfs @ 12.11 hrs HW=122.43' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.32 cfs @ 1.03 fps) Summary for Pond 9P: LCA#8 Inflow Area= 0.012 ac, 42.70% Impervious, Inflow Depth = 5.04" for 100 Year- Hartford event Inflow = 0.07 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.1 min Primary = 0.07 cfs @ 12.09 hrs, Volume= 0.005 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.92' @ 12.09 hrs Surf.Area= 22 sf Storage= 5 cf Plug-Flow detention time= 16.6 min calculated for 0.005 of (98%of inflow) Center-of-Mass det. time= 6.4 min ( 804.8- 798.3 ) Volume Invert Avail.Storage Storage Description #1 122.50' 27 cf Custom Stage Data(Prismatic) Listed below (Recalc) 3616 Post rev 1 Type l/l 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 112 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 0 0 0 123.50 53 27 27 Device Routing Invert Outlet Devices #1 Primary 122.88' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.07 cfs @ 12.09 hrs HW=122.92' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.07 cfs @ 0.61 fps) Summary for Pond 10P: LCA#7 Inflow Area = 0.007 ac, 23.20% Impervious, Inflow Depth = 4.60" for 100 Year- Hartford event Inflow = 0.04 cfs @ 12.09 hrs, Volume= 0.003 of Outflow = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Atten= 1%, Lag= 0.2 min Primary = 0.04 cfs @ 12.09 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.90' @ 12.09 hrs Surf.Area= 27 sf Storage= 6 cf Plug-Flow detention time= 35.2 min calculated for 0.003 of (96%of inflow) Center-of-Mass det. time= 12.0 min ( 820.6- 808.6) Volume Invert Avail.Storage Storage Description #1 122.50' 34 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 0 0 0 123.50 68 34 34 Device Routing Invert Outlet Devices #1 Primary 122.88' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.04 cfs @ 12.09 hrs HW=122.90' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.04 cfs @ 0.49 fps) Summary for Pond 11 P: LCA#6 Inflow Area= 0.013 ac, 5.22% Impervious, Inflow Depth = 4.06" for 100 Year- Hartford event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 of Outflow = 0.06 cfs @ 12.10 hrs, Volume= 0.004 af, Atten= 1%, Lag= 0.3 min Primary = 0.06 cfs @ 12.10 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.36' @ 12.10 hrs Surf.Area= 50 sf Storage= 9 cf Plug-Flow detention time= 32.2 min calculated for 0.004 of (96%of inflow) 3616 Post rev 1 Type 11l 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paae 113 Center-of-Mass det. time= 10.4 min ( 830.7- 820.3 ) Volume Invert Avail.Storage Storage Description #1 122.00' 70 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 139 70 70 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary Outflow Max=0.06 cfs @ 12.10 hrs HW=122.36' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.06 cfs @ 0.59 fps) Summary for Pond 14P: INFILTRATION TRENCH #2 Inflow Area = 2.375 ac, 49.16% Impervious, Inflow Depth = 5.12" for 100 Year- Hartford event Inflow = 10.10 cfs @ 12.19 hrs, Volume= 1.013 of Outflow = 9.03 cfs @ 12.24 hrs, Volume= 1.009 af, Atten= 11%, Lag=2.9 min Primary = 9.03 cfs @ 12.24 hrs, Volume= 1.009 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 120.25'@ 12.23 hrs Surf.Area= 960 sf Storage=2,553 cf Plug-Flow detention time= 12.1 min calculated for 1.009 of (100%of inflow) Center-of-Mass det. time= 8.5 min ( 824.0 - 815.4) Volume Invert Avail.Storage Storage Description #1 116.25' 857 cf 4.00'W x 240.001 x 4.00'H Prismatoid 3,840 cf Overall - 1,696 cf Embedded = 2,144 cf x 40.0%Voids #2 116.75' 1,696 cf 36.0" Round Pipe Storage Inside#1 L= 240.0' 2,554 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 116.75' 15.0" Round Culvert L= 45.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 116.75'/ 114.16' S= 0.0576 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 116.75' 12.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 119.90' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=8.66 cfs @ 12.24 hrs HW=120.20' (Free Discharge) L1=Culvert (Passes 8.66 cfs of 9.94 cfs potential flow) 12=Orifice/Grate (Orifice Controls 6.50 cfs @ 8.28 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 2.16 cfs @ 1.80 fps) 3616 Post rev 1 Type I//24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 @ 2015 HydroCAD Software Solutions LLC Page 114 Summary for Pond 18P: LCA#20 Inflow Area= 0.072 ac, 23.79% Impervious, Inflow Depth = 4.60" for 100 Year- Hartford event Inflow = 0.38 cfs @ 12.09 hrs, Volume= 0.028 of Outflow = 0.38 cfs @ 12.09 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.2 min Primary = 0.38 cfs @ 12.09 hrs, Volume= 0.028 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 120.99' @ 12.09 hrs Surf.Area=57 sf Storage= 14 cf Plug-Flow detention time= 7.3 min calculated for 0.028 of (99%of inflow) Center-of-Mass det. time=3.0 min ( 811.5- 808.6 ) Volume Invert Avail.Storage Storage Description #1 120.50' 59 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 120.50 0 0 0 121.50 117 59 59 Device Routing Invert Outlet Devices #1 Primary 120.88' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.37 cfs @ 12.09 hrs HW=120.99' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.37 cfs @ 1.08 fps) Summary for Pond 20P: LCA#22 Inflow Area = 0.062 ac, 17.29% Impervious, Inflow Depth = 4.38" for 100 Year- Hartford event Inflow = 0.31 cfs @ 12.09 hrs, Volume= 0.023 of Outflow = 0.31 cfs @ 12.10 hrs, Volume= 0.022 af, Atten= 1%, Lag= 0.7 min Primary = 0.31 cfs @ 12.10 hrs, Volume= 0.022 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.36' @ 12.10 hrs Surf.Area= 215 sf Storage= 39 cf Plug-Flow detention time= 27.9 min calculated for 0.022 of (97%of inflow) Center-of-Mass det. time= 9.2 min ( 822.6- 813.4) Volume Invert Avail.Storage Storage Description #1 122.00' 74 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 296 74 74 Device Routing Invert Outlet Devices #1 Primary 122.33' 8.0" Horiz.Orifice/Grate C= 0.600 3616 Post rev 1 Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 115 Primary OutFlow Max=0.31 cfs @ 12.10 hrs HW=122.36' (Free Discharge) Li=Orifice/Grate (Orifice Controls 0.31 cfs @ 0.87 fps) Summary for Pond 22P: LCA#21 Inflow Area = 0.051 ac, 32.21% Impervious, Inflow Depth = 4.82" for 100 Year- Hartford event Inflow = 0.28 cfs @ 12.09 hrs, Volume= 0.021 of Outflow = 0.28 cfs @ 12.09 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.3 min Primary = 0.28 cfs @ 12.09 hrs, Volume= 0.020 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.42' @ 12.09 hrs Surf.Area= 70 sf Storage= 15 cf Plug-Flow detention time= 10.6 min calculated for 0.020 of (99%of inflow) Center-of-Mass det. time=4.4 min ( 807.9 -803.6 ) Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.28 cfs @ 12.09 hrs HW=122.42' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.28 cfs @ 0.98 fps) Summary for Pond 24P: INFILTRATION TRENCH #6 Inflow Area = 0.172 ac, 49.85% Impervious, Inflow Depth = 5.22" for 100 Year- Hartford event Inflow = 0.97 cfs @ 12.09 hrs, Volume= 0.075 of Outflow = 1.14 cfs @ 12.15 hrs, Volume= 0.074 af, Atten= 0%, Lag= 3.2 min Primary = 1.14 cfs @ 12.15 hrs, Volume= 0.074 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 121.80' @ 12.15 hrs Surf.Area= 231 sf Storage=422 cf Plug-Flow detention time= 18.3 min calculated for 0.074 of (99%of inflow) Center-of-Mass det. time= 14.7 min ( 798.9- 784.2 ) Volume Invert Avail.Storage Storage Description #1 118.80' 180 cf 3.00'W x 77.001 x 3.00'H Prismatoid 693 cf Overall - 242 cf Embedded = 451 cf x 40.0%Voids #2 119.00, 242 cf 24.0" Round Pipe Storage Inside#1 L= 77.0' 422 cf Total Available Storage 3616 Post rev 1 Type 11124-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 116 Device Routing Invert Outlet Devices #1 Primary 119.00' 3.0"Vert.Orifice/Grate C= 0.600 #2 Primary 121.65' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.10 cfs @ 12.15 hrs HW=121.79' (Free Discharge) �__2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 0.39 cfs @ 7.87 fps) Rectangular Weir (Weir Controls 0.71 cfs @ 1.24 fps) Summary for Pond 25P: LCA#5 Inflow Area= 0.103 ac, 24.18% Impervious, Inflow Depth = 4.60" for 100 Year- Hartford event Inflow = 0.54 cfs @ 12.09 hrs, Volume= 0.040 of Outflow = 0.53 cfs @ 12.11 hrs, Volume= 0.039 af, Atten= 1%, Lag= 0.9 min Primary = 0.53 cfs @ 12.11 hrs, Volume= 0.039 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.47'@ 12.11 hrs Surf.Area= 302 sf Storage= 71 cf Plug-Flow detention time=20.6 min calculated for 0.039 of (98%of inflow) Center-of-Mass det. time= 8.5 min ( 817.0 - 808.6 ) Volume Invert Avail.Storage Storage Description #1 124.00' 322 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 644 322 322 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.53 cfs @ 12.11 hrs HW=124.47' (Free Discharge) L1=0rifice/Grate (Weir Controls 0.53 cfs @ 1.22 fps) Summary for Pond 26P: LCA#1 Inflow Area= 0.835 ac, 38.89% Impervious, Inflow Depth = 4.93" for 100 Year- Hartford event Inflow = 4.64 cfs @ 12.09 hrs, Volume= 0.343 of Outflow = 4.49 cfs @ 12.11 hrs, Volume= 0.340 af, Atten= 3%, Lag= 1.1 min Primary = 4.49 cfs @ 12.11 hrs, Volume= 0.340 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.03'@ 12.11 hrs Surf.Area= 1,222 sf Storage= 324 cf Plug-Flow detention time= 11.7 min calculated for 0.340 of (99%of inflow) Center-of-Mass det. time=4.8 min ( 805.8 - 801.0 ) 3616 Post rev 1 Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 117 Volume Invert Avail.Storage Storage Description #1 123.50' 1,151 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.50 0 0 0 124.50 2,302 1,151 1,151 Device Routing Invert Outlet Devices #1 Primary 123.88' 2.4"x 2.4" Horiz. Orifice/Grate X 60.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.43 cfs @ 12.11 hrs HW=124.03' (Free Discharge) L1-Orifice/Grate (Orifice Controls 4.43 cfs @ 1.85 fps) Summary for Pond 27P: LCA#13 Inflow Area = 0.103 ac, 26.45% Impervious, Inflow Depth = 4.60" for 100 Year- Hartford event Inflow = 0.54 cfs @ 12.09 hrs, Volume= 0.039 of Outflow = 0.49 cfs @ 12.13 hrs, Volume= 0.038 af, Atten= 9%, Lag=2.2 min Primary = 0.49 cfs @ 12.13 hrs, Volume= 0.038 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.57' @ 12.13 hrs Surf.Area= 535 sf Storage= 153 cf Plug-Flow detention time=35.7 min calculated for 0.038 of (97%of inflow) Center-of-Mass det. time= 17.9 min ( 826.4- 808.6) Volume Invert Avail.Storage Storage Description #1 124.00' 468 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 935 468 468 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0"Vert.Orifice/Grate X 2.00 C= 0.600 Primary OutFlow Max=0.48 cfs @ 12.13 hrs HW=124.57' (Free Discharge) t-1-Orifice/Grate (Orifice Controls 0.48 cfs @ 1.66 fps) Summary for Pond 29P: INFILTRATION TRENCH#3 Inflow Area= 0.544 ac, 65.46% Impervious, Inflow Depth = 5.63" for 100 Year- Hartford event Inflow = 3.17 cfs @ 12.10 hrs, Volume= 0.255 of Outflow = 2.11 cfs @ 12.22 hrs, Volume= 0.247 af, Atten= 34%, Lag= 7.4 min Primary = 2.11 cfs @ 12.22 hrs, Volume= 0.247 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 3616 Post rev 1 Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 118 Peak Elev= 123.72'@ 12.22 hrs Surf.Area= 1,649 sf Storage= 3,678 cf Plug-Flow detention time= 121.6 min calculated for 0.247 of (97%of inflow) Center-of-Mass det. time= 102.0 min ( 878.9 - 776.9 ) Volume Invert Avail.Storage Storage Description #1 120.25' 1,383 cf 3.50'W x 471.001 x 3.50'H Prismatoid 5,770 cf Overall - 2,312 cf Embedded = 3,458 cf x 40.0%Voids #2 120.75' 2,312 cf 30.0" Round Pipe Storage Inside#1 L= 471.0' 3,695 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 120.75' 3.0"Vert. Orifice/Grate C= 0.600 #2 Primary 123.45' 4.0' long Sharp-Crested Rectangular Weir 2 End Contractions) Primary OutFlow Max=1.89 cfs @ 12.22 hrs HW=123.69' (Free Discharge) T__2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 0.40 cfs @ 8.07 fps) Rectangular Weir (Weir Controls 1.49 cfs @ 1.59 fps) Summary for Pond 30P: LCA#16 Inflow Area= 0.034 ac, 55.81% Impervious, Inflow Depth = 5.38" for 100 Year- Hartford event Inflow = 0.20 cfs @ 12.09 hrs, Volume= 0.015 of Outflow = 0.20 cfs @ 12.09 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.3 min Primary = 0.20 cfs @ 12.09 hrs, Volume= 0.015 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.40' @ 12.09 hrs Surf.Area= 67 sf Storage= 13 cf Plug-Flow detention time= 14.7 min calculated for 0.015 of (99%of inflow) Center-of-Mass det. time= 6.3 min ( 796.2 - 789.8) Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.20 cfs @ 12.09 hrs HW=122.40' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.20 cfs @ 0.88 fps) 3616 Post rev 1 Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 119 Summary for Pond 31 P: INFILTRATION TRENCH #5 Inflow Area = 1.204 ac, 62.86% Impervious, Inflow Depth = 5.45" for 100 Year- Hartford event Inflow = 3.91 cfs @ 12.15 hrs, Volume= 0.547 of Outflow = 4.56 cfs @ 12.26 hrs, Volume= 0.541 af, Atten= 0%, Lag= 6.4 min Primary = 4.56 cfs @ 12.26 hrs, Volume= 0.541 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 120.20' @ 12.26 hrs Surf.Area= 1,197 sf Storage= 3,272 cf Plug-Flow detention time= 60.2 min calculated for 0.541 of (99%of inflow) Center-of-Mass det. time= 53.1 min ( 910.4- 857.4) Volume Invert Avail.Storage Storage Description #1 116.70' 612 cf 3.50'W x 342.001 x 3.50'H Prismatoid 4,190 cf Overall -2,661 cf Embedded = 1,529 cf x 40.0%Voids #2 117.20' 2,661 cf 30.0" Round Pipe Storage Inside#1 L= 542.0' 3,272 cf Total Available Storage Device Routing Invert Outlet Devices #1 Device 3 117.20' 4.0"Vert. Orifice/Grate C= 0.600 #2 Device 3 119.75' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 114.90' 12.0" Round Culvert L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 114.90'/ 114.30' S= 0.0500 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=4.30 cfs @ 12.26 hrs HW=120.18' (Free Discharge) L =Culvert (Passes 4.30 cfs of 8.27 cfs potential flow) 1_Orifice/Grate (Orifice Controls 0.70 cfs @ 8.08 fps) 2_Sharp-Crested Rectangular Weir (Weir Controls 3.60 cfs @ 2.14 fps) Summary for Pond 32P: LCA#17 Inflow Area = 0.041 ac, 39.13% Impervious, Inflow Depth = 4.93" for 100 Year- Hartford event Inflow = 0.23 cfs @ 12.09 hrs, Volume= 0.017 of Outflow = 0.23 cfs @ 12.09 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.2 min Primary = 0.23 cfs @ 12.09 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.33' @ 12.09 hrs Surf.Area= 55 sf Storage= 9 cf Plug-Flow detention time= 7.6 min calculated for 0.017 of (99%of inflow) Center-of-Mass det. time=3.3 min ( 804.3- 801.0 ) Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) 3616 Post rev 1 Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 120 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Primary 122.25' 12.0" Horiz. 122.33 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.23 cfs @ 12.09 hrs HW=122.33' (Free Discharge) L1=122.33 (Weir Controls 0.23 cfs @ 0.92 fps) Summary for Pond 33P: LCA#14 Inflow Area= 0.016 ac, 45.79% Impervious, Inflow Depth = 5.16" for 100 Year- Hartford event Inflow = 0.09 cfs @ 12.09 hrs, Volume= 0.007 of Outflow = 0.09 cfs @ 12.10 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.4 min Primary = 0.09 cfs @ 12.10 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.37' @ 12.09 hrs Surf.Area= 64 sf Storage= 12 cf Plug-Flow detention time=28.9 min calculated for 0.007 of (97%of inflow) Center-of-Mass det. time= 11.1 min ( 806.7- 795.6) Volume Invert Avail.Storage Storage Description #1 124.00' 86 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 171 86 86 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.09 cfs @ 12.10 hrs HW=124.37' (Free Discharge) Li=Orifice/Grate (Weir Controls 0.09 cfs @ 0.68 fps) Summary for Pond 35BP: LCA#18 Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 4.06" for 100 Year- Hartford event Inflow = 0.10 cfs @ 12.09 hrs, Volume= 0.007 of Outflow = 0.10 cfs @ 12.10 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.5 min Primary = 0.10 cfs @ 12.10 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.38' @ 12.10 hrs Surf.Area= 99 sf Storage= 19 cf Plug-Flow detention time=36.5 min calculated for 0.007 of (96%of inflow) Center-of-Mass det. time= 12.1 min ( 832.4- 820.3) 3616 Post rev 1 Type 1/124-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD810.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 121 Volume Invert Avail.Storage Storage Description #1 122.00' 33 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 132 33 33 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.10 cfs @ 12.10 hrs HW=122.38' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.10 cfs @ 0.70 fps) Summary for Pond 35P: LCA#19 Inflow Area = 0.022 ac, 5.91% Impervious, Inflow Depth = 4.06" for 100 Year- Hartford event Inflow = 0.10 cfs @ 12.09 hrs, Volume= 0.007 of Outflow = 0.10 cfs @ 12.11 hrs, Volume= 0.007 af, Atten= 1%, Lag= 0.9 min Primary = 0.10 cfs @ 12.11 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.38' @ 12.11 hrs Surf.Area= 175 sf Storage= 33 cf Plug-Flow detention time= 58.8 min calculated for 0.007 of (92%of inflow) Center-of-Mass det. time= 19.1 min ( 839.4- 820.3 ) Volume Invert Avail.Storage Storage Description #1 122.00' 58 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 232 58 58 Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.10 cfs @ 12.11 hrs HW=122.38' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.10 cfs @ 0.70 fps) Summary for Pond 37P: INFILTRATION TRENCH#4 Inflow Area = 0.802 ac, 64.47% Impervious, Inflow Depth = 5.48" for 100 Year- Hartford event Inflow = 2.96 cfs @ 12.21 hrs, Volume= 0.367 of Outflow = 2.76 cfs @ 12.22 hrs, Volume= 0.363 af, Atten= 6%, Lag= 0.5 min Primary = 2.76 cfs @ 12.22 hrs, Volume= 0.363 of 3616 Post rev 1 Type Ill 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 122 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 121.67'@ 12.22 hrs Surf.Area= 837 sf Storage= 1,850 cf Plug-Flow detention time= 57.0 min calculated for 0.362 of (99%of inflow) Center-of-Mass det. time= 50.3 min ( 896.9 - 846.6) Volume Invert Avail.Storage Storage Description #1 118.25' 702 cf 3.50'W x 239.001 x 3.50'H Prismatoid 2,928 cf Overall - 1,173 cf Embedded = 1,755 cf x 40.0%Voids #2 118.75' 1,173 cf 30.0" Round Pipe Storage Inside#1 L= 239.0' 1,875 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 118.75' 3.0"Vert. Orifice/Grate C= 0.600 #2 Primary 121.35' 4.0' long Sharp-Crested Rectangular Weir 2 End Contractions) Primary OutFlow Max=2.63 cfs @ 12.22 hrs HW=121.66' (Free Discharge) �1=Orifice/Grate (Orifice Controls 0.39 cfs @ 8.04 fps) 2=Sharp-Crested Rectangular Weir (Weir Controls 2.24 cfs @ 1.82 fps) Summary for Pond 45P: LCA#15 Inflow Area= 0.024 ac, 30.90% Impervious, Inflow Depth = 4.71" for 100 Year- Hartford event Inflow = 0.13 cfs @ 12.09 hrs, Volume= 0.009 of Outflow = 0.12 cfs @ 12.12 hrs, Volume= 0.009 af, Atten= 5%, Lag= 1.6 min Primary = 0.12 cfs @ 12.12 hrs, Volume= 0.009 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.50'@ 12.12 hrs Surf.Area= 135 sf Storage= 34 cf Plug-Flow detention time= 39.8 min calculated for 0.009 of (96%of inflow) Center-of-Mass det. time= 18.1 min ( 824.2- 806.1 ) Volume Invert Avail.Storage Storage Description #1 124.00' 136 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 272 136 136 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0"Vert.Orifice/Grate C= 0.600 Primary OutFlow Max=0.12 cfs @ 12.12 hrs HW=124.49' (Free Discharge) ti=Orifice/Grate (Orifice Controls 0.12 cfs @ 1.38 fps) 3616 Post rev 1 Type ///24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 123 Summary for Pond 46P: LCA#12 Inflow Area= 0.041 ac, 20.02% Impervious, Inflow Depth = 4.49" for 100 Year- Hartford event Inflow = 0.21 cfs @ 12.09 hrs, Volume= 0.015 of Outflow = 0.19 cfs @ 12.13 hrs, Volume= 0.015 af, Atten= 10%, Lag=2.5 min Primary = 0.19 cfs @ 12.13 hrs, Volume= 0.015 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 125.09' @ 12.13 hrs Surf.Area= 269 sf Storage= 80 cf Plug-Flow detention time= 51.3 min calculated for 0.015 of (95%of inflow) Center-of-Mass det. time=23.8 min ( 834.8- 811.0 ) Volume Invert Avail.Storage Storage Description #1 124.50' 227 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.50 0 0 0 125.50 454 227 227 Device Routing Invert Outlet Devices #1 Primary 124.88' 12.0"Vert.Orifice/Grate C= 0.600 Primary OutFlow Max=0.19 cfs @ 12.13 hrs HW=125.09' (Free Discharge) Li=Orifice/Grate (Orifice Controls 0.19 cfs @ 1.56 fps) Summary for Pond 47P: LCA#11 Inflow Area= 0.016 ac, 36.64% Impervious, Inflow Depth = 4.93" for 100 Year- Hartford event Inflow = 0.09 cfs @ 12.09 hrs, Volume= 0.006 of Outflow = 0.09 cfs @ 12.10 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.5 min Primary = 0.09 cfs @ 12.10 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 124.92' @ 12.10 hrs Surf.Area= 80 sf Storage= 17 cf Plug-Flow detention time= 42.4 min calculated for 0.006 of (95%of inflow) Center-of-Mass det. time= 15.3 min ( 816.2- 801.0 ) Volume Invert Avail.Storage Storage Description #1 124.50' 95 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.50 0 0 0 125.50 190 95 95 Device Routing Invert Outlet Devices #1 Primary 124.88' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads 3616 Post rev 1 Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 124 Primary OutFlow Max=0.09 cfs @ 12.10 hrs HW=124.92' (Free Discharge) L1=0rifice/Grate (Weir Controls 0.09 cfs @ 0.67 fps) Summary for Pond 48P: LCA#10 Inflow Area = 0.052 ac, 27.78% Impervious, Inflow Depth = 4.71" for 100 Year- Hartford event Inflow = 0.28 cfs @ 12.09 hrs, Volume= 0.021 of Outflow = 0.28 cfs @ 12.10 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.7 min Primary = 0.28 cfs @ 12.10 hrs, Volume= 0.020 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.42'@ 12.10 hrs Surf.Area= 177 sf Storage= 37 cf Plug-Flow detention time= 24.5 min calculated for 0.020 of (97%of inflow) Center-of-Mass det. time= 9.5 min ( 815.6 - 806.1 ) Volume Invert Avail.Storage Storage Description #1 124.00' 210 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 420 210 210 Device Routing Invert Outlet Devices #1 Primary 124.33' 12.0" Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary Outflow Max=0.28 cfs @ 12.10 hrs HW=124.42' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.28 cfs @ 0.98 fps) Summary for Pond 49P: INFILTRATION TRENCH #1 Inflow Area = 2.070 ac, 44.90% Impervious, Inflow Depth = 5.06" for 100 Year- Hartford event Inflow = 11.41 cfs @ 12.10 hrs, Volume= 0.872 of Outflow = 8.91 cfs @ 12.19 hrs, Volume= 0.860 af, Atten= 22%, Lag= 5.3 min Primary = 8.91 cfs @ 12.19 hrs, Volume= 0.860 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 122.49'@ 12.19 hrs Surf.Area= 2,660 sf Storage= 7,061 cf Plug-Flow detention time= 35.9 min calculated for 0.860 of (99%of inflow) Center-of-Mass det. time= 26.9 min ( 824.4- 797.4) Volume Invert Avail.Storage Storage Description #1 118.50' 2,376 cf 4.00'W x 665.001 x 4.00'H Prismatoid 10,640 cf Overall -4,701 cf Embedded = 5,939 cf x 40.0%Voids #2 119.00, 4,701 cf 36.0" Round Pipe Storage Inside#1 L= 665.0' 7,076 cf Total Available Storage 3616 Post rev 1 Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 125 Device Routing Invert Outlet Devices #1 Primary 119.00' 10.0"Vert. Orifice/Grate C= 0.600 #2 Primary 122.00' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=8.65 cfs @ 12.19 hrs HW=122.47' (Free Discharge) T__2=Sharp-Crested 1=Orifice/Grate (Orifice Controls 4.59 cfs @ 8.41 fps) Rectangular Weir (Weir Controls 4.07 cfs @ 2.23 fps) Summary for Pond 51 P: PROPOSED BASIN Inflow Area= 1.112 ac, 57.74% Impervious, Inflow Depth = 5.50" for 100 Year- Hartford event Inflow = 6.70 cfs @ 12.09 hrs, Volume= 0.509 of Outflow = 4.54 cfs @ 12.18 hrs, Volume= 0.462 af, Atten=32%, Lag= 5.8 min Primary = 1.10 cfs @ 12.18 hrs, Volume= 0.377 of Secondary= 3.43 cfs @ 12.18 hrs, Volume= 0.085 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 118.36'@ 12.18 hrs Surf.Area= 4,266 sf Storage= 7,533 cf Plug-Flow detention time= 127.6 min calculated for 0.461 of (91%of inflow) Center-of-Mass det. time= 82.7 min ( 869.5- 786.8) Volume Invert Avail.Storage Storage Description #1 115.70' 10,469 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.70 1,341 0 0 116.00 1,716 459 459 117.00 2,807 2,262 2,720 118.00 3,855 3,331 6,051 119.00 4,980 4,418 10,469 Device Routing Invert Outlet Devices #1 Primary 113.50' 15.0" Round Culvert L= 100.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 113.50'/ 113.00' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 116.75' 6.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 118.10' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.10 cfs @ 12.18 hrs HW=118.36' (Free Discharge) L1=Culvert (Passes 1.10 cfs of 10.69 cfs potential flow) L2=Orifice/Grate (Orifice Controls 1.10 cfs @ 5.62 fps) $econdary OutFlow Max=3.35 cfs @ 12.18 hrs HW=118.36' (Free Discharge) 3=Broad-Crested Rectangular Weir (Weir Controls 3.35 cfs @ 1.28 fps) 3616 Post rev 1 Type ///24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 1 Summary for Reach 3R: DEIGN POINT Inflow Area = 7.094 ac, 46.92% Impervious, Inflow Depth = 1.64" for 2 Year- Hartford event Inflow = 6.69 cfs @ 12.12 hrs, Volume= 0.971 of Outflow = 6.69 cfs @ 12.12 hrs, Volume= 0.971 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 3R: DEIGN POINT Hydrograph ---!- ---- ---',- -=- -- --- ---- -- ■Inflow -- -- 6.69 cfs - ■Outflow 7 6.69 cfs 6 5 - -- ---- -- - -- -- -----=- -------------,, 4- -- ------- ------ - ---------- LL - -- --- - - --i- - 2 - ---- - -- --- ---- -- -- 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 3616 Post rev 1 Type 111 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 2 Hydrograph for Reach 3R: DEIGN POINT Time Inflow Elevation Outflow Time Inflow Elevation Outflow (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 26.00 0.03 0.03 0.50 0.00 0.00 26.50 0.02 0.02 1.00 0.00 0.00 27.00 0.02 0.02 1.50 0.00 0.00 27.50 0.01 0.01 2.00 0.00 0.00 28.00 0.01 0.01 2.50 0.00 0.00 28.50 0.01 0.01 3.00 0.00 0.00 29.00 0.01 0.01 3.50 0.00 0.00 29.50 0.01 0.01 4.00 0.00 0.00 30.00 0.01 0.01 4.50 0.00 0.00 30.50 0.01 0.01 5.00 0.00 0.00 31.00 0.00 0.00 5.50 0.00 0.00 31.50 0.00 0.00 6.00 0.00 0.00 32.00 0.00 0.00 6.50 0.00 0.00 32.50 0.00 0.00 7.00 0.01 0.01 33.00 0.00 0.00 7.50 0.01 0.01 33.50 0.00 0.00 8.00 0.02 0.02 34.00 0.00 0.00 8.50 0.03 0.03 34.50 0.00 0.00 9.00 0.04 0.04 35.00 0.00 0.00 9.50 0.06 0.06 35.50 0.00 0.00 10.00 0.10 0.10 36.00 0.00 0.00 10.50 0.15 0.15 36.50 0.00 0.00 11.00 0.23 0.23 37.00 0.00 0.00 11.50 0.55 0.55 37.50 0.00 0.00 12.00 3.85 3.85 38.00 0.00 0.00 12.50 4.20 4.20 38.50 0.00 0.00 13.00 2.10 2.10 39.00 0.00 0.00 13.50 1.53 1.53 39.50 0.00 0.00 14.00 1.27 1.27 40.00 0.00 0.00 14.50 1.10 1.10 40.50 0.00 0.00 15.00 0.98 0.98 41.00 0.00 0.00 15.50 0.86 0.86 41.50 0.00 0.00 16.00 0.75 0.75 42.00 0.00 0.00 16.50 0.66 0.66 42.50 0.00 0.00 17.00 0.57 0.57 43.00 0.00 0.00 17.50 0.48 0.48 43.50 0.00 0.00 18.00 0.39 0.39 44.00 0.00 0.00 18.50 0.33 0.33 44.50 0.00 0.00 19.00 0.30 0.30 45.00 0.00 0.00 19.50 0.28 0.28 45.50 0.00 0.00 20.00 0.27 0.27 46.00 0.00 0.00 20.50 0.25 0.25 46.50 0.00 0.00 21.00 0.24 0.24 47.00 0.00 0.00 21.50 0.23 0.23 47.50 0.00 0.00 22.00 0.22 0.22 48.00 0.00 0.00 22.50 0.21 0.21 23.00 0.20 0.20 23.50 0.19 0.19 24.00 0.18 0.18 24.50 0.08 0.08 25.00 0.05 0.05 25.50 0.04 0.04 3616 Post rev 1 Type 11124-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 3 Summary for Reach 3R: DEIGN POINT Inflow Area= 7.094 ac, 46.92% Impervious, Inflow Depth = 2.95" for 10 Year- Hartford event Inflow = 11.61 cfs @ 12.10 hrs, Volume= 1.744 of Outflow = 11.61 cfs @ 12.10 hrs, Volume= 1.744 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 3R: DEIGN POINT Hydrograph 13 - --;- i ■Inflow 11.61 cfs ■Outflo w 12 11.61 cfs — 4 �� � 0 � �InflaH QV 10-. 1- --'I-- ---- -- g -- -- ---- --i---- -----------i---- ---i----- - ---_-- g --'--- - -- - -- - -----------r-----------------J-----4-------- ry, , i - i LL =- -- --- - g - -- -- ---- -- --'i-- -- -- - -- - -- - ---- --- 2 - ----1--- ----- -- -- -----,-- - --- 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 3616 Post rev 1 Type 111 24-hr 10 Year- Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 4 Hydrograph for Reach 3R: DEIGN POINT Time Inflow Elevation Outflow Time Inflow Elevation Outflow (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 26.00 0.03 0.03 0.50 0.00 0.00 26.50 0.02 0.02 1.00 0.00 0.00 27.00 0.02 0.02 1.50 0.00 0.00 27.50 0.01 0.01 2.00 0.00 0.00 28.00 0.01 0.01 2.50 0.00 0.00 28.50 0.01 0.01 3.00 0.00 0.00 29.00 0.01 0.01 3.50 0.00 0.00 29.50 0.01 0.01 4.00 0.00 0.00 30.00 0.01 0.01 4.50 0.00 0.00 30.50 0.01 0.01 5.00 0.00 0.00 31.00 0.01 0.01 5.50 0.01 0.01 31.50 0.00 0.00 6.00 0.01 0.01 32.00 0.00 0.00 6.50 0.02 0.02 32.50 0.00 0.00 7.00 0.03 0.03 33.00 0.00 0.00 7.50 0.04 0.04 33.50 0.00 0.00 8.00 0.05 0.05 34.00 0.00 0.00 8.50 0.09 0.09 34.50 0.00 0.00 9.00 0.14 0.14 35.00 0.00 0.00 9.50 0.20 0.20 35.50 0.00 0.00 10.00 0.33 0.33 36.00 0.00 0.00 10.50 0.58 0.58 36.50 0.00 0.00 11.00 0.83 0.83 37.00 0.00 0.00 11.50 1.37 1.37 37.50 0.00 0.00 12.00 7.57 7.57 38.00 0.00 0.00 12.50 6.86 6.86 38.50 0.00 0.00 13.00 3.93 3.93 39.00 0.00 0.00 13.50 2.65 2.65 39.50 0.00 0.00 14.00 2.20 2.20 40.00 0.00 0.00 14.50 1.87 1.87 40.50 0.00 0.00 15.00 1.61 1.61 41.00 0.00 0.00 15.50 1.39 1.39 41.50 0.00 0.00 16.00 1.20 1.20 42.00 0.00 0.00 16.50 1.06 1.06 42.50 0.00 0.00 17.00 0.96 0.96 43.00 0.00 0.00 17.50 0.87 0.87 43.50 0.00 0.00 18.00 0.77 0.77 44.00 0.00 0.00 18.50 0.69 0.69 44.50 0.00 0.00 19.00 0.61 0.61 45.00 0.00 0.00 19.50 0.54 0.54 45.50 0.00 0.00 20.00 0.46 0.46 46.00 0.00 0.00 20.50 0.41 0.41 46.50 0.00 0.00 21.00 0.38 0.38 47.00 0.00 0.00 21.50 0.36 0.36 47.50 0.00 0.00 22.00 0.34 0.34 48.00 0.00 0.00 22.50 0.33 0.33 23.00 0.31 0.31 23.50 0.29 0.29 24.00 0.28 0.28 24.50 0.12 0.12 25.00 0.07 0.07 25.50 0.05 0.05 3616 Post rev 1 Type 11124-hr 25 Year-Hartford Rainfal1=5.5w, Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 5 Summary for Reach 3R: DEIGN POINT Inflow Area= 7.094 ac, 46.92% Impervious, Inflow Depth = 3.68" for 25 Year- Hartford event Inflow = 14.06 cfs Qa 12.10 hrs, Volume= 2.175 of Outflow = 14.06 cfs Qa 12.10 hrs, Volume= 2.175 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 3R: DEIGN POINT Hydrograph - -;-- --- --,--- --- -- -- -- --,- --,-- -- r- --- FM Inflow 14.06 cfs - - - - - - - --- -- r- -- III Outflow 15 - -- -- -- 14.06 cfs - - - - -- - --_ ----14 -Inflow'Area-7 a94-ac-- 13 - ---- , ---- - - -- -------- - -------- --r- .----- - --,,-- 12 -- - -- -- ----- -----'------- ---- ---- - --�-- -�,--- - -- r - r- 10 r--r-- --- -----'-- -----`------- ---------------- `-- - O -- --- - - ---- - ---- r-- ,7 --7---- -- -�-- i-- .-----r- --r--r-- LL _-_-___ _ -J _. _.___--- 6 ---- - - -- -- --r- - - r-- -;---- - - - -- -- 5 - -- -- - -- -4 -- - -- ----- -- - - ------ --- ----------- -- --,-------- 3 ---------- -- -- 2 -- -----r ----- --r--r- -- - --r---- ---- - -- 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 3616 Post rev 1 Type 111 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 6 Hydrograph for Reach 3R: DEIGN POINT Time Inflow Elevation Outflow Time Inflow Elevation Outflow (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 26.00 0.04 0.04 0.50 0.00 0.00 26.50 0.03 0.03 1.00 0.00 0.00 27.00 0.02 0.02 1.50 0.00 0.00 27.50 0.01 0.01 2.00 0.00 0.00 28.00 0.01 0.01 2.50 0.00 0.00 28.50 0.01 0.01 3.00 0.00 0.00 29.00 0.01 0.01 3.50 0.00 0.00 29.50 0.01 0.01 4.00 0.00 0.00 30.00 0.01 0.01 4.50 0.01 0.01 30.50 0.01 0.01 5.00 0.01 0.01 31.00 0.01 0.01 5.50 0.02 0.02 31.50 0.00 0.00 6.00 0.02 0.02 32.00 0.00 0.00 6.50 0.03 0.03 32.50 0.00 0.00 7.00 0.04 0.04 33.00 0.00 0.00 7.50 0.07 0.07 33.50 0.00 0.00 8.00 0.10 0.10 34.00 0.00 0.00 8.50 0.14 0.14 34.50 0.00 0.00 9.00 0.21 0.21 35.00 0.00 0.00 9.50 0.38 0.38 35.50 0.00 0.00 10.00 0.59 0.59 36.00 0.00 0.00 10.50 0.82 0.82 36.50 0.00 0.00 11.00 1.11 1.11 37.00 0.00 0.00 11.50 1.87 1.87 37.50 0.00 0.00 12.00 9.33 9.33 38.00 0.00 0.00 12.50 8.62 8.62 38.50 0.00 0.00 13.00 4.98 4.98 39.00 0.00 0.00 13.50 3.14 3.14 39.50 0.00 0.00 14.00 2.56 2.56 40.00 0.00 0.00 14.50 2.20 2.20 40.50 0.00 0.00 15.00 1.91 1.91 41.00 0.00 0.00 15.50 1.64 1.64 41.50 0.00 0.00 16.00 1.40 1.40 42.00 0.00 0.00 16.50 1.24 1.24 42.50 0.00 0.00 17.00 1.13 1.13 43.00 0.00 0.00 17.50 1.02 1.02 43.50 0.00 0.00 18.00 0.91 0.91 44.00 0.00 0.00 18.50 0.83 0.83 44.50 0.00 0.00 19.00 0.76 0.76 45.00 0.00 0.00 19.50 0.69 0.69 45.50 0.00 0.00 20.00 0.62 0.62 46.00 0.00 0.00 20.50 0.55 0.55 46.50 0.00 0.00 21.00 0.48 0.48 47.00 0.00 0.00 21.50 0.44 0.44 47.50 0.00 0.00 22.00 0.41 0.41 48.00 0.00 0.00 22.50 0.39 0.39 23.00 0.37 0.37 23.50 0.35 0.35 24.00 0.33 0.33 24.50 0.14 0.14 25.00 0.08 0.08 25.50 0.05 0.05 3616 Post rev 1 Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 7 Summary for Reach 3R: DEIGN POINT Inflow Area = 7.094 ac, 46.92% Impervious, Inflow Depth = 4.98" for 100 Year- Hartford event Inflow = 23.77 cfs Qa 12.24 hrs, Volume= 2.946 of Outflow = 23.77 cfs Qa 12.24 hrs, Volume= 2.946 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 3R: DEIGN POINT Hydrograph ■Inflow 26 - -- -- 23.77ds - -- -- --- - - -- - --- ■Outflow 24 1nf]ow'Are a�7 094l � � � sac-- 22 -- ---- - �� -- 20 -- ---- - - -- : - ---- ,-- :- ---.-- :-----r-- ---- - -- 18 --,--- ------ ----r- -----------,-- :---- -----,-- -----,--- N 14 -`-- -- - ---- i i r --- _ t i 10- _ r __ _ - __ __ _----- -- - - '_ --_i-----r- ---i -- g - - - - - -------- -- ---- - -_-- - -----------------,- ------------------- 4 --- -- 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 5 3616 Post rev 1 Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 8 Hydrograph for Reach 3R: DEIGN POINT Time Inflow Elevation Outflow Time Inflow Elevation Outflow (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 26.00 0.04 0.04 0.50 0.00 0.00 26.50 0.03 0.03 1.00 0.00 0.00 27.00 0.02 0.02 1.50 0.00 0.00 27.50 0.02 0.02 2.00 0.00 0.00 28.00 0.01 0.01 2.50 0.00 0.00 28.50 0.01 0.01 3.00 0.00 0.00 29.00 0.01 0.01 3.50 0.00 0.00 29.50 0.01 0.01 4.00 0.01 0.01 30.00 0.01 0.01 4.50 0.02 0.02 30.50 0.01 0.01 5.00 0.03 0.03 31.00 0.01 0.01 5.50 0.03 0.03 31.50 0.00 0.00 6.00 0.04 0.04 32.00 0.00 0.00 6.50 0.06 0.06 32.50 0.00 0.00 7.00 0.10 0.10 33.00 0.00 0.00 7.50 0.14 0.14 33.50 0.00 0.00 8.00 0.18 0.18 34.00 0.00 0.00 8.50 0.31 0.31 34.50 0.00 0.00 9.00 0.53 0.53 35.00 0.00 0.00 9.50 0.73 0.73 35.50 0.00 0.00 10.00 0.94 0.94 36.00 0.00 0.00 10.50 1.24 1.24 36.50 0.00 0.00 11.00 1.77 1.77 37.00 0.00 0.00 11.50 2.89 2.89 37.50 0.00 0.00 12.00 12.27 12.27 38.00 0.00 0.00 12.50 12.00 12.00 38.50 0.00 0.00 13.00 5.99 5.99 39.00 0.00 0.00 13.50 3.85 3.85 39.50 0.00 0.00 14.00 3.05 3.05 40.00 0.00 0.00 14.50 2.64 2.64 40.50 0.00 0.00 15.00 2.32 2.32 41.00 0.00 0.00 15.50 2.01 2.01 41.50 0.00 0.00 16.00 1.71 1.71 42.00 0.00 0.00 16.50 1.50 1.50 42.50 0.00 0.00 17.00 1.36 1.36 43.00 0.00 0.00 17.50 1.23 1.23 43.50 0.00 0.00 18.00 1.10 1.10 44.00 0.00 0.00 18.50 1.01 1.01 44.50 0.00 0.00 19.00 0.94 0.94 45.00 0.00 0.00 19.50 0.88 0.88 45.50 0.00 0.00 20.00 0.81 0.81 46.00 0.00 0.00 20.50 0.74 0.74 46.50 0.00 0.00 21.00 0.67 0.67 47.00 0.00 0.00 21.50 0.60 0.60 47.50 0.00 0.00 22.00 0.55 0.55 48.00 0.00 0.00 22.50 0.51 0.51 23.00 0.48 0.48 23.50 0.45 0.45 24.00 0.42 0.42 24.50 0.17 0.17 25.00 0.09 0.09 25.50 0.06 0.06 3616 Post rev 1 with exfiltration for infiltrati Type 11124-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 1 Summary for Pond 49P: INFILTRATION TRENCH#1 Inflow Area= 2.070 ac, 44.90% Impervious, Inflow Depth = 5.06" for 100 Year- Hartford event Inflow = 11.41 cfs @ 12.10 hrs, Volume= 0.872 of Outflow = 8.90 cfs @ 12.19 hrs, Volume= 0.872 af, Atten=22%, Lag= 5.4 min Discarded = 0.04 cfs @ 12.19 hrs, Volume= 0.044 of Primary = 8.86 cfs @ 12.19 hrs, Volume= 0.828 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 122.48' @ 12.19 hrs Surf.Area=2,660 sf Storage= 7,057 cf Plug-Flow detention time=38.8 min calculated for 0.872 of (100%of inflow) Center-of-Mass det. time= 39.4 min ( 836.8- 797.4) Volume Invert Avail.Storage Storage Description #1 118.50' 2,376 cf 4.00'W x 665.001 x 4.00'H Prismatoid 10,640 cf Overall -4,701 cf Embedded = 5,939 cf x 40.0%Voids #2 119.00, 4,701 cf 36.0" Round Pipe Storage Inside#1 L= 665.0' 7,076 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 119.00' 10.0"Vert.Orifice/Grate C= 0.600 #2 Primary 122.00' 4.0' long Sharp-Crested Rectangular Weir 2 End Contractions) #3 Discarded 118.50' 0.200 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.04 cfs @ 12.19 hrs HW=122.46' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=8.63 cfs @ 12.19 hrs HW=122.46' (Free Discharge) -1=Orifice/Grate (Orifice Controls 4.58 cfs @ 8.41 fps) 2=Sharp-Crested Rectangular Weir (Weir Controls 4.05 cfs @ 2.23 fps) 3616 Post rev 1 with exfiltration for infiltrati Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 2 Pond 49P: INFILTRATION TRENCH #1 Hydrograph -- - -, - - -- --, - - - F-F- -- - ■Inflow 11.41 cfs 0 Outflow -,- -,- - -- - - �r1f jOW /'♦reel"2.0/ a�'il ■Discarded --- - J- --- ■Primary 12 11 - -�- - - - kFJ6&' #2 .O'�- _ 1 890 cfs' _ - - - Stgra 7057 10 - �p� , - Gf- g 8 - -- l - - -- - - -- -I- N - -- - ----- ---- - -- -- ----- - 7 _O 6 5 2 1 0 0 2 4 6 8 10 12 141 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 3616 Post rev 1 with exfiltration for infiltrati Type 11124-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 3 Hydrograph for Pond 4913: INFILTRATION TRENCH#1 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 118.50 0.00 0.00 0.00 2.50 0.01 19 118.52 0.01 0.01 0.00 5.00 0.02 48 118.55 0.01 0.01 0.00 7.50 0.07 147 118.64 0.01 0.01 0.00 10.00 0.37 984 119.29 0.33 0.02 0.31 12.50 2.71 6,228 121.79 4.08 0.03 4.04 15.00 0.52 1,163 119.39 0.55 0.02 0.53 17.50 0.26 932 119.26 0.27 0.02 0.26 20.00 0.18 842 119.21 0.19 0.02 0.17 22.50 0.14 797 119.18 0.15 0.02 0.13 25.00 0.00 592 119.05 0.03 0.02 0.01 27.50 0.00 443 118.92 0.01 0.01 0.00 30.00 0.00 313 118.79 0.01 0.01 0.00 32.50 0.00 189 118.68 0.01 0.01 0.00 35.00 0.00 71 118.57 0.01 0.01 0.00 37.50 0.00 6 118.51 0.00 0.00 0.00 40.00 0.00 0 118.50 0.00 0.00 0.00 42.50 0.00 0 118.50 0.00 0.00 0.00 45.00 0.00 0 118.50 0.00 0.00 0.00 47.50 0.00 0 118.50 0.00 0.00 0.00 50.00 0.00 0 118.50 0.00 0.00 0.00 52.50 0.00 0 118.50 0.00 0.00 0.00 55.00 0.00 0 118.50 0.00 0.00 0.00 57.50 0.00 0 118.50 0.00 0.00 0.00 60.00 0.00 0 118.50 0.00 0.00 0.00 62.50 0.00 0 118.50 0.00 0.00 0.00 65.00 0.00 0 118.50 0.00 0.00 0.00 67.50 0.00 0 118.50 0.00 0.00 0.00 70.00 0.00 0 118.50 0.00 0.00 0.00 3616 Post rev 1 with exfiltration for infiltrati Type 11124-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 1 Summary for Pond 14P: INFILTRATION TRENCH#2 Inflow Area= 2.375 ac, 49.16% Impervious, Inflow Depth = 4.96" for 100 Year- Hartford event Inflow = 10.05 cfs @ 12.19 hrs, Volume= 0.981 of Outflow = 9.07 cfs @ 12.24 hrs, Volume= 0.981 af, Atten= 10%, Lag= 3.0 min Discarded = 0.01 cfs @ 12.24 hrs, Volume= 0.016 of Primary = 9.05 cfs @ 12.24 hrs, Volume= 0.965 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 120.25' @ 12.24 hrs Surf.Area= 960 sf Storage= 2,554 cf Plug-Flow detention time= 12.5 min calculated for 0.980 of (100%of inflow) Center-of-Mass det. time= 12.9 min ( 824.4 - 811.5) Volume Invert Avail.Storage Storage Description #1 116.25' 857 cf 4.00'W x 240.001 x 4.00'H Prismatoid 3,840 cf Overall - 1,696 cf Embedded =2,144 cf x 40.0%Voids #2 116.75' 1,696 cf 36.0" Round Pipe Storage Inside#1 L= 240.0' 2,554 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 116.75' 15.0" Round Culvert L=45.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 116.75'/ 114.16' S= 0.0576 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 116.75' 12.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 119.90' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 116.25' 0.200 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.01 cfs @ 12.24 hrs HW=120.20' (Free Discharge) t-4=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=8.70 cfs @ 12.24 hrs HW=120.21' (Free Discharge) L1=Culvert (Passes 8.70 cfs of 9.94 cfs potential flow) 1:3=Sharp-Crested 2=Orifice/Grate (Orifice Controls 6.50 cfs @ 8.28 fps) Rectangular Weir (Weir Controls 2.19 cfs @ 1.81 fps) 3616 Post rev 1 with exfiltration for infiltrati Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 2 Pond 14P: INFILTRATION TRENCH#2 Hydrograph fo.9 ■Inflow [nf o Ak ecl 2,37 ; ■Discarded - - - r - 'i C ■Primary 9.07 cfs 10 -= -- --' ----� �- 'Peaky-E1�ev- - - - - �Sorae�� - - - g 554 tf- _ 7 - - - -i-- r-!- -�- -r-1— r-r -r-- -T-r-i- 0 5 - - -- - -- --- T - ,---- �-- -- q -- -,- - - - -,- - -1-, : - --- ,- , - - 3 -;- - --r --r- -r - -i- -rT - - r-r -r-I- T- -i- 2 1 0 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Time (hours) 3616 Post rev 1 with exfiltration for infiltrati Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD@ 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 3 Hydrograph for Pond 14P: INFILTRATION TRENCH#2 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 116.25 0.00 0.00 0.00 2.50 0.01 8 116.27 0.00 0.00 0.00 5.00 0.02 66 116.42 0.00 0.00 0.00 7.50 0.03 216 116.80 0.02 0.01 0.01 10.00 0.40 362 117.05 0.38 0.01 0.38 12.50 4.46 1,964 119.12 5.18 0.01 5.17 15.00 0.61 423 117.15 0.63 0.01 0.62 17.50 0.30 339 117.02 0.30 0.01 0.30 20.00 0.20 305 116.96 0.20 0.01 0.19 22.50 0.15 289 116.93 0.15 0.01 0.15 25.00 0.01 218 116.81 0.02 0.01 0.01 27.50 0.00 162 116.67 0.01 0.01 0.00 30.00 0.00 114 116.55 0.01 0.01 0.00 32.50 0.00 69 116.43 0.00 0.00 0.00 35.00 0.00 27 116.32 0.00 0.00 0.00 37.50 0.00 2 116.26 0.00 0.00 0.00 40.00 0.00 0 116.25 0.00 0.00 0.00 42.50 0.00 0 116.25 0.00 0.00 0.00 45.00 0.00 0 116.25 0.00 0.00 0.00 47.50 0.00 0 116.25 0.00 0.00 0.00 50.00 0.00 0 116.25 0.00 0.00 0.00 52.50 0.00 0 116.25 0.00 0.00 0.00 55.00 0.00 0 116.25 0.00 0.00 0.00 57.50 0.00 0 116.25 0.00 0.00 0.00 60.00 0.00 0 116.25 0.00 0.00 0.00 62.50 0.00 0 116.25 0.00 0.00 0.00 65.00 0.00 0 116.25 0.00 0.00 0.00 67.50 0.00 0 116.25 0.00 0.00 0.00 70.00 0.00 0 116.25 0.00 0.00 0.00 3616 Post rev 1 with exfiltration for infiltrati Type 11124-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 1 Summary for Pond 29P: INFILTRATION TRENCH#3 Inflow Area = 0.544 ac, 65.46% Impervious, Inflow Depth = 5.63" for 100 Year- Hartford event Inflow = 3.17 cfs @ 12.10 hrs, Volume= 0.255 of Outflow = 1.95 cfs @ 12.22 hrs, Volume= 0.255 af, Atten= 38%, Lag= 7.7 min Discarded = 0.02 cfs @ 12.20 hrs, Volume= 0.031 of Primary = 1.93 cfs @ 12.22 hrs, Volume= 0.225 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs/3 Peak Elev= 123.67' @ 12.20 hrs Surf.Area= 1,649 sf Storage=3,645 cf Plug-Flow detention time= 119.7 min calculated for 0.255 of (100%of inflow) Center-of-Mass det. time= 121.3 min ( 898.2 - 776.9 ) Volume Invert Avail.Storage Storage Description #1 120.25' 1,383 cf 3.50'W x 471.00'L x 3.50'H Prismatoid 5,770 cf Overall - 2,312 cf Embedded = 3,458 cf x 40.0%Voids #2 120.75' 2,312 cf 30.0" Round Pipe Storage Inside#1 L= 471.0' 3,695 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 120.75' 3.0"Vert.Orifice/Grate C= 0.600 #2 Primary 123.45' 4.0' long Sharp-Crested Rectangular Weir 2 End Contractions) #3 Discarded 120.25' 0.200 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.02 cfs @ 12.20 hrs HW=123.67' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=1.75 cfs @ 12.22 hrs HW=123.67' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.40 cfs @ 8.05 fps) L2=Sharp-Crested Rectangular Weir (Weir Controls 1.36 cfs @ 1.54 fps) 3616 Post rev 1 with exfiltration for infiltrati Type 11124-hr 100 Year- Hanford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 2 Pond 29P: INFILTRATION TRENCH#3 Hydrograph ■Inflow 3.17 cfs ! 0 Oufflow ---- r inflow Area=0.�4� ■Discarded ■Primary l�ea�k 51evTi 29.611 ]Stora�ge3'�645 cf'� -- --- -; -,- ---- -; 1.95 as H 1.93 cfs 2 I- I- I-I- L-,-- - - '- -- ----i - 0 0 2 4 6 8 10 12 1416 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 3616 Post rev 1 with exfiltration for infiltrati Type 11124-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 3 Hydrograph for Pond 29P: INFILTRATION TRENCH#3 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 120.25 0.00 0.00 0.00 2.50 0.01 15 120.27 0.01 0.01 0.00 5.00 0.02 83 120.38 0.01 0.01 0.00 7.50 0.04 272 120.66 0.01 0.01 0.00 10.00 0.12 546 120.98 0.09 0.01 0.08 12.50 0.76 3,565 123.55 0.84 0.02 0.82 15.00 0.14 2,347 122.37 0.31 0.02 0.29 17.50 0.07 1,024 121.38 0.18 0.01 0.17 20.00 0.05 486 120.92 0.06 0.01 0.05 22.50 0.04 439 120.88 0.04 0.01 0.03 25.00 0.00 362 120.79 0.01 0.01 0.00 27.50 0.00 272 120.66 0.01 0.01 0.00 30.00 0.00 190 120.54 0.01 0.01 0.00 32.50 0.00 113 120.42 0.01 0.01 0.00 35.00 0.00 39 120.31 0.01 0.01 0.00 37.50 0.00 2 120.25 0.00 0.00 0.00 40.00 0.00 0 120.25 0.00 0.00 0.00 42.50 0.00 0 120.25 0.00 0.00 0.00 45.00 0.00 0 120.25 0.00 0.00 0.00 47.50 0.00 0 120.25 0.00 0.00 0.00 50.00 0.00 0 120.25 0.00 0.00 0.00 52.50 0.00 0 120.25 0.00 0.00 0.00 55.00 0.00 0 120.25 0.00 0.00 0.00 57.50 0.00 0 120.25 0.00 0.00 0.00 60.00 0.00 0 120.25 0.00 0.00 0.00 62.50 0.00 0 120.25 0.00 0.00 0.00 65.00 0.00 0 120.25 0.00 0.00 0.00 67.50 0.00 0 120.25 0.00 0.00 0.00 70.00 0.00 0 120.25 0.00 0.00 0.00 3616 Post rev 1 with exfiltration for infiltrati Type 11124-hr 100 Year- Hartford Rainfal1=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 1 Summary for Pond 37P: INFILTRATION TRENCH#4 Inflow Area= 0.802 ac, 64.47% Impervious, Inflow Depth = 5.15" for 100 Year- Hartford event Inflow = 2.76 cfs @ 12.22 hrs, Volume= 0.344 of Outflow = 2.56 cfs @ 12.23 hrs, Volume= 0.343 af, Atten= 7%, Lag= 0.8 min Discarded = 0.01 cfs @ 12.23 hrs, Volume= 0.016 of Primary = 2.55 cfs @ 12.23 hrs, Volume= 0.327 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs/3 Peak Elev= 121.65' @ 12.23 hrs Surf.Area=837 sf Storage= 1,843 cf Plug-Flow detention time= 61.6 min calculated for 0.343 of (100%of inflow) Center-of-Mass det. time= 59.8 min ( 898.2 - 838.4 ) Volume Invert Avail.Storage Storage Description #1 118.25' 702 cf 3.50'W x 239.00'L x 3.50'H Prismatoid 2,928 cf Overall - 1,173 cf Embedded = 1,755 cf x 40.0%Voids #2 118.75' 1,173 cf 30.0" Round Pipe Storage Inside#1 L= 239.0' 1,875 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 118.75' 3.0"Vert. Orifice/Grate C= 0.600 #2 Primary 121.35' 4.0' long Sharp-Crested Rectangular Weir 2 End Contractions) #3 Discarded 118.25' 0.200 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.01 cfs @ 12.23 hrs HW=121.65' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=2.50 cfs @ 12.23 hrs HW=121.65' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.39 cfs @ 8.02 fps) 12=Sharp-Crested Rectangular Weir (Weir Controls 2.11 cfs @ 1.79 fps) 3616 Post rev 1 with exfiltration for infiltrati Type 11124-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paae 2 Pond 37P: INFILTRATION TRENCH#4 Hydrograph ■Inflow z.�scfs ❑Outflow I nflOw''Area: 0.802 At ■■Discarded g Primary 2.56 cfs Peakll Elev=121.65" 2.55 cfs -- - - S1-ora9e 1;843-ef V O - 1 01 cfs 0RT 0 2 4 6 8 10 12 141618 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 3616 Post rev 1 with exfiltration for infiltrati Type 11124-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 3 Hydrograph for Pond 37P: INFILTRATION TRENCH#4 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 118.25 0.00 0.00 0.00 2.50 0.00 4 118.26 0.00 0.00 0.00 5.00 0.01 21 118.31 0.00 0.00 0.00 7.50 0.02 86 118.51 0.00 0.00 0.00 10.00 0.13 318 119.06 0.11 0.01 0.10 12.50 1.17 1,794 121.51 1.22 0.01 1.21 15.00 0.36 1,722 121.29 0.38 0.01 0.37 17.50 0.20 1,150 120.31 0.29 0.01 0.28 20.00 0.07 373 119.15 0.13 0.01 0.12 22.50 0.05 239 118.91 0.05 0.01 0.04 25.00 0.00 191 118.81 0.01 0.01 0.01 27.50 0.00 141 118.67 0.00 0.00 0.00 30.00 0.00 99 118.55 0.00 0.00 0.00 32.50 0.00 60 118.43 0.00 0.00 0.00 35.00 0.00 22 118.32 0.00 0.00 0.00 37.50 0.00 1 118.25 0.00 0.00 0.00 40.00 0.00 0 118.25 0.00 0.00 0.00 42.50 0.00 0 118.25 0.00 0.00 0.00 45.00 0.00 0 118.25 0.00 0.00 0.00 47.50 0.00 0 118.25 0.00 0.00 0.00 50.00 0.00 0 118.25 0.00 0.00 0.00 52.50 0.00 0 118.25 0.00 0.00 0.00 55.00 0.00 0 118.25 0.00 0.00 0.00 57.50 0.00 0 118.25 0.00 0.00 0.00 60.00 0.00 0 118.25 0.00 0.00 0.00 62.50 0.00 0 118.25 0.00 0.00 0.00 65.00 0.00 0 118.25 0.00 0.00 0.00 67.50 0.00 0 118.25 0.00 0.00 0.00 70.00 0.00 0 118.25 0.00 0.00 0.00 3616 Post rev 1 with exfiltration for infiltrati Type M 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 1 Summary for Pond 31 P: INFILTRATION TRENCH#5 Inflow Area= 1.204 ac, 62.86% Impervious, Inflow Depth = 5.05" for 100 Year- Hartford event Inflow = 4.03 cfs @ 12.17 hrs, Volume= 0.506 of Outflow = 4.64 cfs @ 12.26 hrs, Volume= 0.506 af, Atten= 0%, Lag= 5.5 min Discarded = 0.02 cfs @ 12.26 hrs, Volume= 0.023 of Primary = 4.63 cfs @ 12.26 hrs, Volume= 0.483 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 120.21' @ 12.26 hrs Surf.Area= 1,197 sf Storage=3,272 cf Plug-Flow detention time= 61.2 min calculated for 0.506 of (100%of inflow) Center-of-Mass det. time= 61.7 min ( 910.4- 848.7) Volume Invert Avail.Storage Storage Description #1 116.70' 612 cf 3.50'W x 342.001 x 3.50'H Prismatoid 4,190 cf Overall - 2,661 cf Embedded = 1,529 cf x 40.0%Voids #2 117.20' 2,661 cf 30.0" Round Pipe Storage Inside#1 L= 542.0' 3,272 cf Total Available Storage Device Routing Invert Outlet Devices #1 Device 3 117.20' 4.0"Vert.Orifice/Grate C= 0.600 #2 Device 3 119.75' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 114.90' 12.0" Round Culvert L= 12.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 114.90'/ 114.30' S= 0.0500 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #4 Discarded 116.70' 0.200 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.02 cfs @ 12.26 hrs HW=120.16' (Free Discharge) L4=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=4.16 cfs @ 12.26 hrs HW=120.17' (Free Discharge) L t Culvert (Passes 4.16 cfs of 8.26 cfs potential flow) 1 Orifice/Grate (Orifice Controls 0.70 cfs @ 8.06 fps) 2_Sharp-Crested Rectangular Weir (Weir Controls 3.45 cfs @ 2.11 fps) 3616 Post rev 1 with exfiitration for infiltrati Type 11124-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD® 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 2 Pond 31 P: INFILTRATION TRENCH #5 Hydrograph ■Inflow - - - - -J ❑Outflow 464 cf5 In, f'10 'Aree_1.204'a,c ■Discarded P@akIeV-�20 ■Primary 5 cfs -- ---- -- - -- -yJ.-- - 4.63 cfs ■21, Storage L _ 1272 cfi 4 w 3 - - - - - --- -- -- --- - - -- -- - --- LL 2 .2 0 0 2 4 6 8 10 12 14 1618 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 3616 Post rev 1 with exfiltration for infiltrati Type 11124-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 3 Hydrograph for Pond 31 P: INFILTRATION TRENCH#5 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 116.70 0.00 0.00 0.00 2.50 0.01 12 116.73 0.00 0.00 0.00 5.00 0.01 45 116.79 0.01 0.01 0.00 7.50 0.03 162 117.04 0.01 0.01 0.00 10.00 0.18 471 117.48 0.15 0.01 0.14 12.50 1.85 3,157 119.96 1.94 0.02 1.92 15.00 0.47 2,535 119.17 0.58 0.01 0.56 17.50 0.33 1,561 118.39 0.44 0.01 0.43 20.00 0.16 676 117.67 0.24 0.01 0.23 22.50 0.07 374 117.38 0.07 0.01 0.07 25.00 0.01 290 117.28 0.02 0.01 0.01 27.50 0.00 211 117.14 0.01 0.01 0.00 30.00 0.00 151 117.01 0.01 0.01 0.00 32.50 0.00 94 116.90 0.01 0.01 0.00 35.00 0.00 40 116.78 0.01 0.01 0.00 37.50 0.00 3 116.71 0.00 0.00 0.00 40.00 0.00 0 116.70 0.00 0.00 0.00 42.50 0.00 0 116.70 0.00 0.00 0.00 45.00 0.00 0 116.70 0.00 0.00 0.00 47.50 0.00 0 116.70 0.00 0.00 0.00 50.00 0.00 0 116.70 0.00 0.00 0.00 52.50 0.00 0 116.70 0.00 0.00 0.00 55.00 0.00 0 116.70 0.00 0.00 0.00 57.50 0.00 0 116.70 0.00 0.00 0.00 60.00 0.00 0 116.70 0.00 0.00 0.00 62.50 0.00 0 116.70 0.00 0.00 0.00 65.00 0.00 0 116.70 0.00 0.00 0.00 67.50 0.00 0 116.70 0.00 0.00 0.00 70.00 0.00 0 116.70 0.00 0.00 0.00 3616 Post rev 1 with exfiltration for infiltrati Type 111 24-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paae 1 Summary for Pond 24P: INFILTRATION TRENCH#6 Inflow Area = 0.172 ac, 49.85% Impervious, Inflow Depth = 5.22" for 100 Year- Hartford event Inflow = 0.97 cfs @ 12.09 hrs, Volume= 0.075 of Outflow = 1.15 cfs @ 12.15 hrs, Volume= 0.075 af, Atten= 0%, Lag=3.2 min Discarded = 0.00 cfs @ 12.15 hrs, Volume= 0.003 of Primary = 1.15 cfs @ 12.15 hrs, Volume= 0.072 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 121.80'@ 12.15 hrs Surf.Area=231 sf Storage=422 cf Plug-Flow detention time= 18.7 min calculated for 0.075 of (100%of inflow) Center-of-Mass det. time= 18.9 min ( 803.0- 784.2 ) Volume Invert Avail.Storage Storage Description #1 118.80' 180 cf 3.00'W x 77.001 x 3.00'H Prismatoid 693 cf Overall - 242 cf Embedded =451 cf x 40.0%Voids #2 119.00, 242 cf 24.0" Round Pipe Storage Inside#1 L= 77.0' 422 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 119.00' 3.0"Vert. Orifice/Grate C= 0.600 #2 Primary 121.65' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Discarded 118.80' 0.200 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.00 cfs @ 12.15 hrs HW=121.79' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=1.11 cfs @ 12.15 hrs HW=121.80' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.39 cfs @ 7.87 fps) L2=Sharp-Crested Rectangular Weir (Weir Controls 0.72 cfs @ 1.25 fps) 3616 Post rev 1 with exfiltration for infiltrati Type 11124-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 2 Pond 24P: INFILTRATION TRENCH #6 Hydrograph ■Inflow Outflow 1.15 ds ■Discarded -- -- - ��t1flOW��Area'0.�1�I 2 At ■Primary ;.15ots S - Peak 06 121.80 St;o'tage 1422 of o 0 0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072 Time (hours) 3616 Post rev 1 with exfiltration for infiltrati Type 11124-hr 100 Year- Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 12/9/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 3 Hydrograph for Pond 24P: INFILTRATION TRENCH#6 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 118.80 0.00 0.00 0.00 2.50 0.00 6 118.86 0.00 0.00 0.00 5.00 0.01 23 119.04 0.00 0.00 0.00 7.50 0.01 25 119.06 0.01 0.00 0.01 10.00 0.03 32 119.11 0.03 0.00 0.02 12.50 0.22 367 121.20 0.34 0.00 0.34 15.00 0.04 38 119.15 0.04 0.00 0.04 17.50 0.02 31 119.10 0.02 0.00 0.02 20.00 0.01 28 119.08 0.01 0.00 0.01 22.50 0.01 27 119.07 0.01 0.00 0.01 25.00 0.00 17 118.99 0.00 0.00 0.00 27.50 0.00 7 118.88 0.00 0.00 0.00 30.00 0.00 0 118.80 0.00 0.00 0.00 32.50 0.00 0 118.80 0.00 0.00 0.00 35.00 0.00 0 118.80 0.00 0.00 0.00 37.50 0.00 0 118.80 0.00 0.00 0.00 40.00 0.00 0 118.80 0.00 0.00 0.00 42.50 0.00 0 118.80 0.00 0.00 0.00 45.00 0.00 0 118.80 0.00 0.00 0.00 47.50 0.00 0 118.80 0.00 0.00 0.00 50.00 0.00 0 118.80 0.00 0.00 0.00 52.50 0.00 0 118.80 0.00 0.00 0.00 55.00 0.00 0 118.80 0.00 0.00 0.00 57.50 0.00 0 118.80 0.00 0.00 0.00 60.00 0.00 0 118.80 0.00 0.00 0.00 62.50 0.00 0 118.80 0.00 0.00 0.00 65.00 0.00 0 118.80 0.00 0.00 0.00 67.50 0.00 0 118.80 0.00 0.00 0.00 70.00 0.00 0 118.80 0.00 0.00 0.00