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Studies APPLICANT 6/25/2021
Project: 4& Street Mini Warehouse Location: Kathryn Ave and 4W' St. — Springfield, OR Date: June 25, 2021 Prepared by: Dylan McIver, EIT Reviewed by: Scott Moms, PE Type of Project: Heavy Industrial A @ 0 Engineering LLC Storm Water Desian Reoort — 40'hStreet Mini Warehouse Proiect Overview The applicant is proposing to construct a business park on two parcels that combined are approximate 2.7 acres property. The development will include storage structures, a loading dock and associated parking. There is one proposed stormwater planter on the northeast side of the project site, and six proposed mechanical treatment catch basins on the southern side of the project site. All non -roof runoff will be routed to these devices where stormwater will be treated prior to discharge. The undeveloped property is in the City of Springfield. Oregon jurisdiction, and currently drains out onto Kathryn Ave to the north and 40' St. to the east. Proposed Destination The proposed destination for storm water run-off from this development are a large set of ponds off-site east of 40" St. and north of Industrial Ave. There are two existing 12 -inch storm stubs, the first is located at the east end of Lot 7, the second is located on the northeast comer of lot 8. Both stubs route the stotmwater runoff into the ponds to the east. There is approximately 2,291 square feet of the impervious surface from existing site entrances constructed during the original subdivision project that cannot be regraded to drain into onsite treatment facilities. The runoff from these existing site entrances will follow the historic flow path onto Kathryn Ave and 40`s St. where curb inlets will then route the runoff into the same pipe system that discharges into the ponds to the east_ The original J.P. Ha nmer Industrial Subdivision project included the construction of approximately 3 acres of detention ponds to provide flow control for all the parcels, including lots 7 and 8. Therefor, the approach for this development was to design the post construction peak flow at or below allowable peak rates. See attached storm study for details. Site Soils Per the Web Soil Survey, the entire development area consists of Malabon-Urban land complex with slight erosion factor. This is classified as a Type C hydrologic soil, therefore the corresponding CN numbers were used in this analysis. Design Parameters / Methodology The City of Springfield requires the design rate to be the 24-hour, 2 -year event. 24 Hour, 2 Year Rainfall - 33" Storm Distribution: Type IA— 24 Hour CN = 98 for paved/roof areas/planter area Analysis Model: Santa Barbara Urban Hydrograph (HydroCAD software) BMP Design / Analysis The vegetative treatment facility for the project is located at the northeast end of the development area. See the attached basin map for mechanical treatment catch basin locations. The distributed runoff surfaces routed to each treatment type is as follows: Treatment type Area % Of total Mechanical 28,920 sf 24.8 Vegetative 36,409 sf 31.2 None 40,309 sf 34.5 None 11,103 sf 9.5 Total: 116,741 sf 1000/ Site Impervious Surface Site Impervious Surface Roofs Setback Planters/Site Entrances There are two driveway entrances and a series of setback planter strips that cannot be drained towards a treatment BMP due to grade. These areas will be collected and routed to the existing curb inlets along 39`x' St., Kathryn Ave., and 40 St. Per City of Springfield design standard 3.02.6, a minimum of 50% of non -rooftop impervious area must be treated using vegetative methods. As can be seen in the above table, this requirement is met. The below table shows that the calculated peak flow for a 2 -year 24-hour storm event is within the allowable discharge into the nearby detention ponds. Connection: Allowed peak flow Calculated peak flow Lot 7 I 1.27 cfs 0.96 cfs Lot 8 1.27 cfs 0.51 cfs Industrial Ave Lot 7 & 8, Springfield 2 of 4 The dimensions of the storm planter are as follows: Storm Planter Area (sf) Depth (ft) Invert (ft) Voids (%) Storage Open storage 478.00 3 478.00 100 1,434 Imported Soil 1 478.00 1.5 476.50 10 71.7 Rock Chamber 478.00 1 475.50 30 143.4 The attached HydroCAD reports show the drainage areas and associated flows generated by the proposed development. The following is a summary table for post -development peak elevation during the 2 -year storm event: Facility Storm Event Post Construction Flood Elevation (ft) _ Peak Elevation (ft) Storm Planter 2-vear — 3.3 in/dav 47924 1481.00 The following is a summary table for post -development peak elevation during the water quality storm event: Facility Storm Event Post Construction Overflow Pipe Storm PlanterI Wadteer Quality — 0.83 147620 1480.75 The above table shows the 2 -year storm event is completely contained within the detention pond. Driveway Run-off Due to the existing grade elevation of the site and surrounding streets, there is approximately 2,291 square feet of each access that cannot be routed to treatment facilities. These areas will drain into existing curb inlets in the public right of way. Conclusion The calculations show the storm management system as designed will adequately serve the development and meet City of Springfield design standard requirements. The post -construction peak flow rate for the 2 -year storm event is adequately controlled to keep the rate less than the allowed runoff to prevent downstream problems with the existing drainage system. The post -construction peak flow rate for the water quality storm event does not rise above the imported soil section of the storm planter, and in doing so there is no risk of Industrial Ave Lot 7 & 8, Springfield 3 of 4 stormwater discharge prior to treatment. The treatment BMPs wholly contains the 2 -year storm event to prevent damage to structures and public safety_ Attachments 1. HydroCAD Report 2. Industrial Ave Storm Study 3. Site Basin Map Industrial Ave Lot 7 & 8, Springfield 4 of 4 IS � BS ) e� o 55 � � mea � A22R 4 105 sr ce es stos�roiv.re„zXn gvzin wi vu p wesivr.�<on vso x••i^n (/p—gp 255Ri \� _1 •1�'��—p �Ai 135 i1S' iAo --o i 3Ss —p t5S• assn io norm rvm a•�s� �f,�' e:n io }nun xzX m[cx si cs is ezdn �e ezzin ix �Zuu xzn Ecxar w^xw D 2z p bl sms sm�m m...rnon Subcat Reach On Link Routing Dia gram for Rammerindustrial-05-20-2021 Prepared by Olson & Morris, Pnnted 6/2512021 HytlroCAD®10.10-5a s/n 04993 ® 2020 Hydro CAD Software Solulions LLC Designed By: DOM Hammerindustrial-05-20-2021 Type/A24-hr 2-YearRainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pape 2 Summary for Subcatchment 1S: Basin 16 Runoff = 0.01 cfs @ 7.91 hrs, Volume= 0.003 af, Depth> 2.13" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (so CN Description 493 98 Paved parking, HSG C 133 74 >75% Grass cover, Good, HSG C 626 93 Weighted Average 133 74 21.25% Pervious Area 493 98 78.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Basin 16 0.001 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Hydrograph 0.01 0.01 cfs —Runoff 0.009 Type IA 24 -hr 0.008 2-Ygar Rainfall=3.30" 0.007 Runoff Area=626 sf RunoffiVolume=0.003af w 0.006 Runoff Depth>2.13" c 0.005 Tc=5.0 min M 0.004 CN=74/98 0.003 0.001 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydmCADO 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 5S: Basin 1 Runoff = 0.18 cfs @ 7.90 hrs, Volume= 0.049 af, Depth> 2.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" 10,422 98 Paved parking, HSG C 10,422 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Basin 1 Hydrograph — Runoff 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0.18 Type IA 24 -hr 0.16 2 -Year Rainfall=3.30" 0.14 Runoff Area=10,421sf 4 0.12 Runoff Volume=0.049AIF 0.1 Runoff Depth2.4;6" 00 08 Tc=5j0 min 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainf611=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD®10.10-5a s/n 04993 D 2020 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 6S: Basin 2 Runoff = 0.06 cfs @ 7.91 hrs, Volume= 0.015 af, Depth> 2.24" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" 3,044 98 Paved parking, HSG C 500 74 >75% Grass cover, Good, HSG C 3,544 95 Weighted Average 500 74 14.11 % Pervious Area 3,044 98 85.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftKt) (ff/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Basin 2 Hydrograph 0.060.06 cfs —Runoff 0.055 Lyp T e IA 24 -hr 0.05 2 -Year Rainfall=3.30" 0.045 ------ - Runoff �4rea3,544,sf 0.04 Runoff Volume=0.015 of 0.035 Runoff Depth>2.24" e 0.03 Tc=5.0 min M 0.025 I CN=74/98 0.015 0.01 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydmCAD& 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 7S: Basin 3 Runoff = 0.08 cfs @ 7.90 hrs, Volume= 0.022 af, Depth> 2.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 4,635 98 Paved parking HSG C 4,635 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftht) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: Basin 3 Hydrograph 0.09-0.08 cfs —Runoff 0.08-Typle IA 24 -hr 0.07 2-Year-Rainfail=3.30" Runoff Area=4,635 sf 0.06 Runoff, Volume=0.022 of 0.05 Runoff Depth>2.46" 0 0.04 Tc -5.0 min LL CN=0/98 0.01 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson 8 Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Pace 6 Summary for Subcatchment 8S: Basin 4 Runoff = 0.20 cfs @ 7.90 hrs, Volume= 0.054 af, Depth> 2.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 11,578 98 Roofs, HSG C 11,578 98 10000% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Subcatchment 8S: Basin 4 Hydrograph 0.22 0.20 cfs 0.2 Type IA' 24 -hr 0.18 2-- ear Rainfall=3.30" 0.16 R noff Area=11,¢78 ------- Runoff Z. 0.14 Runoff Volume=0.054,af 0.12 Runoff Depth2.4,6" c 0.1 - Tc=5!0 min u 0.08 CN=0198 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) —Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 7 Summary for Subcatchment 9S: Basin 5 Runoff = 0.08 cfs @ 7.90 hrs, Volume= 0.020 af, Depth> 2.41" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 4,268 98 Paved parking, HSG C 144 74 >75% Grass cover, Good HSG C 4,412 97 Weighted Average 144 74 3.26% Pervious Area 4,268 98 96.74% Impervious Area Tc Length Slope Velocity Capacity Description m% ff—+l fele\ fe/mM 5.0 w U 3 U. LL Subcatchment 9S: Basin 5 Hydrograph 0.08 cfs IG 0.06] - - I -I Runoff ,rea=4,412sf Runoff, Volume=0.026af 0.01 Depth>2.41" Tc=5.0 min CN=74/,98 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) — Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/2512021 HydroCAD0 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 10S: Basin 6 Runoff = 0.11 cfs @ 7.90 hrs, Volume= 0.029 af, Depth> 2.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 6,099 98 Roofs HSG C 6,099 98 100.00% Impervious Area Tc Length Description 5.0 Direct entry, Subcatchment 10S: Basin 6 Hydrograph 0.120.11 cfs 0.11 0.1 Type IA, 24 -hr 0.09 2 -Year Rainfall=3.30" 0.08 Runoff Area=6,099 sf 4 0.07 Runoff Volume=0.�129 of 3 0.06 Runoff Depth>2.46" LL 0.05 Tc=5A min 0.04 CN=0198 0.03 0.02 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr 2 -year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD®10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 115: Basin 7 Runoff = 0.15 cis @ 7.90 hrs, Volume= 0.039 af, Depth> 2.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (st) CN Description 8,347 98 Paved parking, HSG C 8,347 98 100.00% Imp ervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 115: Basin 7 0 11 12 13 14 15 16 17 18 19 20 Time (hours) Hydrograph 0.16 0.15 cfs —Runoff 0.14 --.Type IA' 24 -hr 0.12 2 -Year Rainfall _9.30"- Runoff Area=8,y047', sf 0.1 Runoff Volume--O-.0394f 0.08 Runoff Depth>2.4;6" g Tc=50 min n n6 0 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 12S: Basin 8 Runoff = 0.06 ds @ 7.90 hrs, Volume= 0.016 af, Depth> 2.28" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sfl CN Description 3,331 98 Paved parking, HSG C 429 74 >75% Grass cover, Good, HSG C 3,760 95 Weighted Average 429 74 11.41 % Pervious Area 3,331 98 88.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 12S: Basin 8 Hydrograph 0.06 cfs 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff 0.06 -- Type IA 24.hr W - ear Rainfall=3.30" 0.05 Runoff { rea=3,760 sf Runoff Volume=0.016'af 0.04 Runoff Depth>2.28" 3 0.03 Tc=5.0 min LL CN=74/98 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCADO 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Paoe 11 Summary for Subcatchment 13S: Basin 9 Runoff 0.14 cfs @ 7.90 hrs, Volume= 0.037 af, Depth> 2.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dl= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 7,871 98 Paved parking HSG C 7,871 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Subcatchment 13S: Basin 9 Hydrograph 0.14 cfs 0.14 Type IA' 24 -hr 0.12 2 -Year Rainfall -73.3,0" 0.1 RI_unoff Area_=7,871sf_ w Runpff off e0.08 Runoff Depth>2.46" LL 0.06 Tc=5!0 min CN=0198 W. 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a sln 04993 © 2020 HydroCAD Software Solutions LLC Pace 12 Summary for Subcatchment 14S: Basin 10 South Half Runoff = 0.09 cfs @ 7.90 hrs, Volume= 0.025 af, Depth> 2.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sfl CN Description 5,342 98 Roofs HSG C 5,342 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description J..\ 6vei\ /H/H\ lH/mn\ ";.I 5.0 Direct Entry, Subcatchment 14S: Basin 10 South Half Hydrograph 0.1 0.09 Type IA' 24 -hr 0.08- 2 -Year Rainfall --3.30" 0.07unoff Area=5,$42',sf 0.06Runoff Volume=0.025',af 3 0.05Runoff Depth;2.4,6" ° Tc=5:0 min LL 0.041T CN=0/98 00 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/2512021 HydroCAD0 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 15S: Basin 11 Runoff = 0.07 cfs @ 7.90 hrs, Volume= 0.019 af, Depth> 2.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 4,000 98 Paved parking HSG C 4,000 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description int !foot) (e/e) /fl/mr1 /'fel Direct entry, Subcatchment 15S: Basin 11 Hydrograph 0.01 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff u.u/ CTs 0.07 Type IA 247hr 0.06 Y ar Rainfall=3.30" u off Area=4,000��,sf 0.05 Ru off Volume=0.019'af 0.04 Rurnoff Depth>2.46" c i Tc=5.0 min LL 0.03 CN=0198 0.02 0.01 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD0 10.10-5a s/n 04993 Q2020 HVdfoCAD Software Solutions LLC Paae 14 Summary for Subcatchment 16S: Basin 12 South Half Runoff = 0.11 cfs @ 7.90 hrs, Volume= 0.029 af, Depth> 2.46" Runoff by SBUH method, Split Perviousllmperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 6,238 98 Roofs HSG C 6,238 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftift) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 16S: Basin 12 South Half Hydrograph 0.120.11 cfs —Runoff 0.11 Type IA 24 -hr 0.1 2 Rainfall 0.09 -Year -=3.30" 0.08 Runoff Area=6,238,sf 0.07 Run'Off Volume=0.029,af 0.06 Runoff Depth>2.4,6" 0 LL 0.05 Tc=5.0 min n na CN=0198 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD®10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Pape 15 Summary for Subcatchment 17S: Basin 13 Runoff = 0.10 cfs @ 7.90 hrs, Volume= 0.028 af, Depth> 2.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dl= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 5,860 98 Paved parking, HSG C 5,860 98 100.00% Impervious Area Tc Length 0.11 0.10 cfs 0.1 Description Direct Entry, Subcatchment 17S: Basin 13 Hydrograph Type [A 24=hr 2 -Year Rainfali=3.30" Runoff Area=5,860'sf RunoifVoiume=0:028,af- - Runoff-Depth>7.4S" Tc=5:0 min CN --0/98 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 18S: Basin 14 Runoff = 0.06 cfs @ 7.90 hrs, Volume= 0.016 af, Depth> 2.33" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 3,280 98 Paved parking, HSG C 299 74 >75% Grass cover, Good HSG C 3,579 96 Weighted Average 299 74 8.35% Pervious Area 3,280 98 91.65% Impervious Area Tc Length Slope Veloc iin) (feet) (ft/fl) (fuse 5.0 0.0651----0.06 cfs 0.06 w 0.04 0.035 0 0.03 u- 0.025 0.015 0.01 Description Subcatchment 18S: Basin 14 Hydrograph Tyke lA 24 hr 2 -Year Rainfall=3.30" Runoff Area=3,579'sf 7offVolume=0.0116'af Runoff Depth>2.33" Tc=5.0 min CN=741,98 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/2512021 ydroCADS 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 17 Summary for Subcatchment 19S: Basin 15 West Half Runoff = 0.05 cfs @ 7.90 hrs, Volume= 0.014 af, Depth> 2.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 2,942 98 Paved parking, HSG C 2,942 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description rminl ffeefl /ftiftl /8/aacl /efel A 0.035 0.03 0.025 LL 0.02 ORIX%&". Direct Entry, Subcatchment 19S: Basin 15 West Half Hydrograph 0.05 5 6 7 8 9 10 11 12 13 14 Time (hours) — Runoff TypeIA 24.hr a infall=3.30" tea=2,942 of ume=0.014'af F Depth>2.45" Tc=5.0 min CN=0198 6 17 18 19 20 Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD010.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 20S: Stormwater Planter Runoff = 0.03 cfs @ 7.90 hrs, Volume= 0.008 af, Depth> 2.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 his Type IA 24 -hr 2 -Year Rainfall=3.30" 1,650 98 Paved parking HSG C 1,650 98 100.00% Impervious Area Tc Length Description 5.0 Direct Entry, Subcatchment 20S: Stormwater Planter Hydrograph 0.03 cfs 0.03 jType IA 24 -hr 0.025 - - 2 -Year Rainfall=3:30" Runoff Are$=1,650 sf 0.02 Runoff Volume=0.008;of - Runoff Depth>2.46" e 0.015 Tc=5.0 min LL CN=0/98 0.01 0.005 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 24S: Existing Conditions Runoff = 0.57 cfs @ 7.99 hrs, Volume= 0.204 af, Depth> 0.91" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 5.00-20.00 hm, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (ac) CN Description 2.680 74 >75% Grass cover, Good. HSG C 2.680 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 24S: Existing Conditions 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Hydrograph 0.60.57 cfs -Runoff 0.55 1Type IA 24 -hr 0.5 ZYear Rainfall=3.30" 0.45 - - ...... Runoff Area=2.680 ac - 0.4 - Runoff Volume=0.204,af 0.35 Runoff Depthi0.9,1" 3 0.3 LL 0.25 Tc=5!0 min 0,2 CN=74/0 0.15 0.1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24-hr 2-Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a sm 04993 02020 HydroCAD Software Solutions LLC Paae 20 Summary for Subcatchment 35S: Basin 10 North Half Runoff = 0.09 cfs @ 7.90 hrs, Volume= 0.025 af, Depth> 2.46" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24-hr 2-Year Rainfall=3.30" Area (sf) CN Description 5,342 98 Roofs, HSG C 5,342 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 35S: Basin 10 North Half Hydrograph 0.1 0.09 cfs —Runoff 0.09 Type IA 24-hr 0.08 2'-Year Rainfall-3.30" 0.07 R F¢unoff Area=5,$42 sf 0.06 un ff Volume=0.125 of 3 0.05 'ii ,Runoff Depth;2,46" LL 0.04 Tc=5.0 min CN=0/98 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCADV 10.10-5a s/n 04993 C 2020 HydroCAD Software Solutions LLC Pape 21 Summary for Subcatchment 36S: Basin 12 North Half Runoff = 0.11 cfs @ 7.90 hrs, Volume= 0.029 at, Depth> 2.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 6,238 98 Roofs, HSG C 6,238 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Subcatchment 36S: Basin 12 North Half Hydrograph 0.12. 0.11 cfs 0.11 0.1 Type IA! 24 -hr 0.09 2-Year_R-ainfall-=3.30" 0.08 Runoff Area=6,238 sf 4 0.07 Runoff Volume=0.029 of 0.06 Runoff Depth>2.4,6" LL 0.05 Tc=5,0 min 0.04 C N=0/98 0.02 0.01 1 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCADO 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 38S: Basin 15 East Half Runoff = 0.10 cfs @ 7.90 hrs, Volume= 0.028 af, Depth> 2.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" 5,884 98 100.00% Impervious Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, 0.11 0.1 0.09 0.07 0.06 e 0.05 LL 0.01 Subcatchment 38S: Basin 15 East Half Hydrograph Type IA'24-hr 2 -Year Rainfall 3.30" Runzunoff Area=5,884',sf f Volume --0:Q28 of Runoff Depthi2.46" Tc=5A min CN=0/98 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2- Year Rainfa11=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Page 23 Summary for Reach 21 R: Lot 7 Storm Connection Inflow Area = 1.249 ac, 99.21 % Impervious, Inflow Depth > 2.45' for 2 -Year event Inflow = 0.96 ds @ 7.90 hrs, Volume= 0.255 of Outflow = 0.96 cfs @ 7.90 hrs, Volume= 0.255 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 21 R: Lot 7 Storm Connection Hydrograph 1 I 0.96 cfs Inflow Inflow Area=1.249 ac — outflow 5 6 7 8 9 10 11 12 13 14 15 16 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD010.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Page 24 Summary for Reach 2211: Lot 8 Storm Connection Inflow Area = 1.239 ac, 98.01 % Impervious, Inflow Depth > 2.37" for 2 -Year event Inflow = 0.51 cfs @ 7.98 hrs, Volume= 0.245 of Outflow = 0.51 cfs @ 7.98 hrs, Volume= 0.245 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 22R: Lot 8 Storm Connection Hydrograph 0.55 0.51 cfs _ Inflow 0.5 Inflow Area=1.239 ac Outflow 0.45 0.4 0.35 0.3 LL 0.25 0.15 i I► - 0.1 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD010.10-5a s/n 04993 @2020 HydroCAD Software Solutions LLC Paae 25 Summary for Reach 25R: Post Construction Inflow Area = 2.488 ac, 98.61 % Impervious, Inflow Depth > 2.41" for 2 -Year event Inflow = 1.46 cis @ 7.93 hrs, Volume= 0.499 of Outflow = 1.46 cfs @ 7.93 hrs, Volume= 0.499 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 25R: Post Construction Hydrograph 1.46 cfs _ Inflow nflow Area=2.488 ac Outflow LL 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCADO 10.10-5a s/n 04993 © 2020 HydfoCAD Software Solutions LLC Page 26 Summary for Pond 29P: MECH ST CB #5 Inflow Area = 0.106 ac, 97.12% Impervious, Inflow Depth > 2.41" for 2 -Year event Inflow = 0.08 cfs @ 7.90 hrs, Volume= 0.021 of Outflow = 0.08 cfs @ 7.90 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary = 0.08 cfs @ 7.90 hrs, Volume= 0.021 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 476.03'@ 8.02 hrs Flood Elev= 480.83' Device Routing Invert Outlet Devices #1 Primary 475.72' 6.0" Round Culvert L=6.2' Ke= 0.100 Inlet/ Outlet Invert= 475.72'/475.70' S= 0.0032 'f Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimaryOutFlow Max=0.05 cfs @ 7.90 hrs HW=476.01' TW=476.00' (Dynamic Tailwater) "-I =Culvert (Outlet Controls 0.05 cfs @ 0.60 fps) Pond 29P: MECH ST CB #5 Hydrograph 0.08 cfs — Inflow 0.08 Inflow Area 0.106 ac — Primary 0.07 Peak Elev=47 6.03` 0.06 0.05 Round Culvert 0 0.04 n=0.011 M 0.03 0.02 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydfoCADO 10.10-5a s/n 04993 @ 2020 HvdroCAD Software Solutions LLC Page 27 Summary for Pond 30P: MECH ST CB #6 Inflow Area = 0.192 ac,100.00% Impervious, Inflow Depth > 2.46" for 2 -Year event Inflow = 0.15 cfs @ 7.90 hrs, Volume= 0.039 of Outflow = 0.15 cfs @ 7.90 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Primary = 0.15 cfs @ 7.90 hrs, Volume= 0.039 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 476.43'@ 7.96 hrs Flood Elev= 481.87' Device Routing Invert Outlet Devices 41 Primary 476.09' 6.0" Round Culvert L=79.4' Ke= 0.100 Inlet /Outlet Invert= 476.09'/475.89' S=0.0025'/' Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.14 cfs @ 7.90 hrs HW=476.42' TW=476.24' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.14 cfs @ 1.47 fps) Pond 30P: MECH ST CB #6 Hydrograph 0.16.0.15 cfs Inflow Area=0.192 ac — Inflow 0.14 — Primary 0.12-- --- PeAk Elev=46.43'_ 0.1 6.0.. (Round Culvert 0 0.08 n=0.011 0.06 L=79.4' S=0.0025 T A nn 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCADO 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 28 Summary for Pond MECH ST CB 1: MECH ST CB #1 Inflow Area = 0.135 ac,100.00% Impervious, Inflow Depth > 2.46" for 2 -Year event Inflow = 0.10 cfs @ 7.90 hrs, Volume= 0.028 of Outflow = 0.10 cfs @ 7.90 hrs, Volume= 0.028 at, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 7.90 hrs, Volume= 0.028 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 475.61'@ 7.97 hrs Flood Elev= 480.28' Device Routing Invert Outlet Devices #1 Primary 475.22' 6.0" Round Culvert L= 3.3' Ke= 0.100 Inlet/ Outlet Invert= 475.22'/ 475.21' S= 0.0030'f Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.09 cfs @ 7.90 hrs HW=475.61' TW=475.60' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.09 cfs @ 0.73 fps) Pond MECH ST CB 1: MECH ST CB #1 Hydrograph 0.11 0.10 cfs- Inflow 0.1 Inflow Area=0.135 ac -Primary 0.09 Pe k Elev=475.61' 0.08 6:0" 0.07 Round Culvert 0.06 n=0.011 g 0.05 LL L=3.3' 0.04 S=0.0030'/' 0.01 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6125/2021 HydroCAD010.10-5a s/n 04993 02020 HydfoCAD Software Solutions LLC Paae 29 Summary for Pond MECH ST CB 2: MECH ST CB #2 Inflow Area = 0.068 ac,100.00% Impervious, Inflow Depth > 2.46" for 2 -Year event Inflow = 0.05 cfs @ 7.90 hrs, Volume= 0.014 of Outflow = 0.05 cfs @ 7.90 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary = 0.05 cfs @ 7.90 hrs, Volume= 0.014 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 475.74' @ 7.99 hrs Flood Elev= 480.72' Device Routing Invert Outlet Devices #1 Primary 475.36' 6.0" Round Culvert L= 3.3' Ke= 0.100 Inlet/ Outlet Invert= 475.36'/47535' S= 0.0030'f Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.00 cfs @ 7.90 hrs HW=475.73' TW=475.73' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 efs) Pond MECH ST CB 2: MECH ST CB #2 0 11 12 13 14 15 16 17 18 19 20 Time (hours) Hydrograph 0.0550.05 cfs — Inflow 0.05 Inflow Area --0.068 ac —Primary 0.045 Peak Elevc4f15.74' 0.04 0.035 Round Culvert s 0.03 n=0.011 2 0.025 L=3.3' S=0.0030 T0.02 0.015 0.01 0 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Page 30 Summary for Pond MECH ST CB 3: MECH ST CB #3 Inflow Area = 0.082 ac, 91.65% Impervious, Inflow Depth > 2.33" for 2 -Year event Inflow = 0.06 cfs @ 7.90 hrs, Volume= 0.016 of Outnow = 0.06 cfs @ 7.90 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary = 0.06 cfs @ 7.90 hrs, Volume= 0.016 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 475.91'@ 7.99 hrs Flood Elev= 480.58' Device Routing Invert Outlet Devices #1 Primary 475.57' 6.0" Round Culvert L= 12.9' Ke= 1.000 Inlet/ Outlet Invert= 475.57'/475.54' S=0.00237 Cc= 0.900 n= 0.005, Flow Area= 0.20 sf rimary OutFlow Max=0.04 cfs @ 7.90 hrs HW=475.90' TW=475.89' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.04 cfs @ 0.29 fps) Pond MECH ST CB 3: MECH ST CB #3 Hydrograph 0.065 0.06 cfs— Inflow 0.06- —Primary 0.055 Jnflow-Aroma=O 0$2 ac 0.05 Peak ea -' 0.045 6.0" 0.04 Round Culvert = 0.035 0.03 n=0.005 LL 0.025 L=12.9' 0.02 S=0.0023 T 0.015. 0.01 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD®10.10-5a s/n 04993 © 2020 HydfoCAD Software Solutions LLC Pace 31 Summary for Pond MECH ST CB 5: MECH ST CB #4 Inflow Area = 0.135 ac,100.00% Impervious, Inflow Depth > 2.46" for 2 -Year event Inflow = 0.10 cfs @ 7.90 hrs, Volume= 0.028 of Outflow = 0.10 cfs @ 7.90 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 7.90 hrs, Volume= 0.028 of Routing by Dyn-Slor-Intl method, Time Span= 5.00-20.00 hrs, dl= 0.05 hrs Peak Elev= 476.04' @ 8.01 hrs Flood Elev= 481.46' Device Routing Invert Outlet Devices #1 Primary 475.56' 6.0" Round Culvert L=68.6' Ke= 0.100 Inlet/ Outlet Invert= 475.56'/ 475.39' S=0.0025'/' Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.08 cis @ 7.90 hrs HW=476.02' TW=476.00' (Dynamic Tailwater) L-1=Culvert (Outlet Controls 0.08 cfs @ 0.55 fps) Pond MECH ST CB 5: MECH ST CB #4 Hydrograph 0.11 0.10 Cfs 0.1 -- - inflow Area=D.133-ac 0.08 Peak Elev=476.04' 6.0" 0.07 Round Culvert 0.06 n=0.011 3 0.05 LL =ses' 0.04 .. ,... S=0.0025 '/' 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) - Inflow - Primary Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 32 Summary for Pond PUMP CB 1: Catch Basin w/ Pump Inflow Area = 0.833 ac, 97.04% Impervious, Inflow Depth > 2.33" for 2 -Year event Inflow = 0.27 cfs @ 8.41 hrs, Volume= 0.162 of Outflow = 0.27 cfs @ 8.42 hrs, Volume= 0.161 af, Atten= 0%, Lag= 0.2 min Primary = 0.27 cfs @ 8.42 hrs, Volume= 0.161 of Routing by Dyn-Slor-Ind method, Time Span= 5.00-20.00 hrs, dl= 0.05 hrs Peak Elev= 476.72' @ 8.42 hrs Surf.Area= 0.000 ac Storage= 0.001 of Plug -Flow detention time= 3.3 min calculated for 0.161 of (99% of inflow) Center -of -Mass det. time= 1.3 min ( 701.8 - 700.5) Volume Invert Avail.Storage Storage Description #1 474.50' 0.002 of 2.00'W x 4.411 x 5.50'H Catch Basin Z=0.1 Device Routing Invert Outlet Devices (Turned on 1 times) #1 Primary 476.40' 8.0" Round 8" Pipe L= 8.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet/ Outlet Invert= 476.40'/476.30' S= 0.0125 T Cc= 0.900 n= 0.011, Flow Area= 0.35 sf #2 Device 1 476.00' Zoeller 268 Pump Discharges@476.40' Turns Off<475.90' 2.0" Diam. x 2.0' Long Discharge, Hazen -Williams C= 130 Flow (gpm)= 0.0 17.0 20.0 40.0 50.0 60.0 80.0 90.0 100.0 120.0 128.0 Head (feet)= 22.00 20.00 18.00 16.00 15.00 14.00 12.00 10.00 8.00 6.00 5.00 -Loss (feet)= 0.00 0.02 0.02 0.08 0.12 0.17 0.29 0.36 0.44 0.62 0.69 =Lift (feet)= 22.00 19.98 17.98 15.92 14.88 13.83 11.71 9.64 7.56 5.38 4.31 #3 Device 1 476.40' 8.0" Vert. 8" Pipe C=0.600 Limited to weir flow at low heads Primary OutFlow Max=0.27 cfs @ 8.42 hrs HW=476.72' TW=0.00' (Dynamic Tailwater) 8 Pipe (Barrel Controls 0.27 cfs @ 2.35 fps) 2=Zoeller 268 Pump (Passes < 0.29 cfs potential flow) 3=8" Pipe (Passes < 0.33 cfs potential flow) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Paoe 33 N V 3 0.15 0 LL 0.1 Pond PUMP CB 1: Catch Basin w/ Pump Hydrograph 1 0.27 cfs I Inflow Inflo��j Area=,0.833 ac Primary Peak Eley=476.72' Stoorage=0.001 of 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCADO 10.10-5a s/n 04993 ©202O HydroCAD Software Solutions LLC Page 34 Summary for Pond ST CB 2: ST CB #2 Inflow Area = 0.086 ac, 88.59% Impervious, Inflow Depth > 2.28" for 2 -Year event Inflow = 0.06 cfs @ 7.90 hrs, Volume= 0.016 of Outflow = 0.06 cfs @ 7.90 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary = 0.06 cfs @ 7.90 hrs, Volume= 0.016 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 479.31' @ 8.55 hrs Flood Elev= 481.78' Device Routing Invert Outlet Devices #1 Primary 478.85' 6.0" Round Culvert L=20.4' Ke= 0.100 Inlet / Outlet Invert= 478.85'/478.80' S=0.0025'/' Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf nmary OutFlow Max=0.03 cfs @ 7.90 hrs HW=479.23' TW=479.22' (Dynamic Tailwater) �11=Culvert (Outlet Controls 0.03 cfs @ 0.29 fps) Pond ST CB 2: ST CB #2 Hydrograph 0.06 cfs — Inflow 0.06 Inflow Area -0.086 ac — Primary 0.05 Peak Elev=479.31' 6.0" Je 0.04Round Culvert 0 0.03 Tn=0.011 LL L=20.4' 0.024 / x S=0.0025'/' 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HvdroCAD@ 10.10-5a s/n 04993 @ 2020 HvdroCAD Software Solutions LLC Page 35 Summary for Pond ST CB 3: ST CB #3 Inflow Area = 0.181 ac,100.00% Impervious, Inflow Depth > 2.46" for 2 -Year event Inflow = 0.14 cfs @ 7.90 hrs, Volume= 0.037 of Outflow = 0.14 cfs @ 7.90 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.14 cfs @ 7.90 hrs, Volume= 0.037 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 479.40' @ 7.97 hrs Flood Elev= 480.74' Device Routing Invert Outlet Devices #1 Primary 479.05' 6.0" Round Culvert L=98-4' Ke= 0.100 Inlet /Outlet Invert= 479.05'/478.80' S=0.0025'1' Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf rimary OutFlow Max=0.14 cfs @ 7.90 hrs HW�79.40' TW=47922' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.14 cfs @ 1.32 fps) Pond ST CB 3: ST CB #3 Hydrograph 0.14 cfs _ Inflow 9 0.14 Primary Inflo�Area=0.181 ac 0.12 Pe k Efev=479:41' 0.1 8.0"- Round CWlvert c 0'08 n=0.011 M 0.06 L=8.4' n na S=0.0025 '/' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCADV 10.10-5a sin 04993 © 2020 HydroCAD Software Solutions LLC Paas 36 Summary for Pond ST CB 4: ST CB #4 Inflow Area = 0.101 ac, 96.74% Impervious, Inflow Depth > 2.41" for 2 -Year event Inflow = 0.08 cfs @ 7.90 hrs, Volume= 0.020 of Outflow = 0.08 cfs @ 7.90 hrs, Volume= 0.020 af, Atlen= 0%, Lag= 0.0 min Primary = 0.08 cfs @ 7.90 hrs, Volume= 0.020 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 479.30'@ 8.52 hrs Flood Elev= 482.03' Device Routing Invert Outlet Devices #1 Primary 478.63' 6.0" Round Culvert L= 6.0' Ke= 0.500 Inlet/ Outlet Invert= 478.63'/ 478.62' S=0.0017? Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf rimary OutFlow Max=0.00 cfs @ 7.90 hrs HW=479.07' TW=479.07' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond ST CB 4: ST CB #4 Hydrograph 0.08 0.08 cfs — Inflow 0.07 Inflow-iArea=O 101 ac- — Primary o.os Peak Elev=419.30' 6.0" 4 0.05 Round Culvert 0 0.04. n=0.011 0.03 0.02 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCADO 10.10-5a s/n 04993 @ 2020 HydroCAD Software Solutions LLC Pace 37 Summary for Pond ST CB 5: ST CB #5 Inflow Area = 0.239 ac,100.00% Impervious, Inflow Depth > 2.46" for 2 -Year event Inflow = 0.18 cfs @ 7.90 hrs, Volume= 0.049 of Outflow = 0.18 cfs @ 7.90 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary = 0.18 cfs @ 7.90 hrs, Volume= 0.049 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 479.34' @ 7.99 hrs Flood Elev= 482.65' Device Routing Invert Outlet Devices #1 Primary 478.96' 6.0" Round Culvert L=89.1' Ke= 0.100 Inlet /Outlet Invert= 478.96'/478.74' S= 0.0025'f Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.18 cfs @ 7.90 hrs HW=479.33' TW=479.10' (Dynamic Tailwater) L'1=Culvert (Outlet Controls 0.18 cfs @ 1.60 fps) Pond ST CB 5: ST CB #5 Hydrograph 0.2 -Inflow 0.18Inflow Ara 10.239 ac -Primary 0.16Pe�k Elevl=419.34' 0.14 6.0" 0.12RoUnc� Culvert c 0.1 n=0.011 LL 0.08 L=89.1' 0.061T S=6.0025 T 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 @2020 HydroCAD Software Solutions LLC Facie 38 Summary for Pond ST CB 6: ST CB #6 Inflow Area = 0.081 ac, 85.89% Impervious, Inflow Depth > 2.24" for 2 -Year event Inflow = 0.06 cfs @ 7.91 hrs, Volume= 0.015 of Outflow = 0.06 cfs @ 7.91 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary = 0.06 cfs @ 7.91 hrs, Volume= 0.015 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 479.29'@ 8.52 hrs Flood Elev= 483.26' Device Routing Invert Outlet Devices #1 Primary 478.74' 6.0" Round Culvert L=2.9' Ke= 0.100 Inlet/ Outlet Invert= 478.74'/478.73' S= 0.0034 T Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.00 cfs @ 7.91 hrs HW=479.10' TW=479.11' (Dynamic Tailwater) Ll =Culvert ( Controls 0.00 cfs) Pond ST CB 6: ST CB #6 Hydrograph Inflow Primary Inflow Area= -.081 ac Peak Elev'=479.29' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0.04 6.0" 0.035 Round Culvert u 0.03 n=0.011 LL 0.025 L=2.9' 0.02 S=0.0034 'P 0.015 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 02020 HydfoCAD Software Solutions LLC Page 39 Summary for Pond ST CB 7: ST CB #7 Inflow Area = 0.106 ac,100.00% Impervious, Inflow Depth > 2.46" for 2 -Year event Inflow = 0.08 cfs @ 7.90 hrs, Volume= 0.022 of Outflow = 0.08 cfs @ 7.90 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary = 0.08 cfs @ 7.90 hrs, Volume= 0.022 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 479.26' @ 8.47 hrs Flood Elev= 481.62' Device Routinq Invert Outlet Devices #1 Primary 478.37' 6.0" Round Culvert L= 1.0' Ke= 0.100 Inlet /Outlet Invert= 478.37'/478.37' S= 0.0000'/' Cc= 0.900 n= 0.005, Flow Area= 0.20 sf Primary OutFlow Max=0.00 cfs @ 7.90 hrs HW=478.79' TW=478.85' (Dynamic Tailwater) L-1=Culvert ( Controls 0.00 cfs) Pond ST CB 7: ST CB #7 Hydrograph 0.09 0.08 cfs —Inflow 0.08 i Inflow Area=0.106 ac — Primary 0.07: Peak Elev=479.26' 0.06- 16.0" 0.05 Round Culvert 0 0.04 n=0.005 4 0.03 L=1.0' S=0.0000'/' 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 40 Summary for Pond Storm Planter: Stormwater Planter Inflow Area = 0.833 ac, 97.04% Impervious, Inflow Depth > 2.41" for 2 -Year event Inflow = 0.63 cfs @ 7.90 hrs, Volume= 0.168 of Outflow = 0.27 cfs @ 8.41 hrs, Volume= 0.162 af, Atten= 57%, Lag= 30.8 min Primary = 0.14 cfs @ 6.60 hrs, Volume= 0.141 of Secondary = 0.13 cfs @ 8.41 hrs, Volume= 0.021 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 479.24'@ 8.41 hrs Surf.Area= 2,475 sf Storage= 1,392 cf Plug -Flow detention time= 71.7 min calculated for 0.161 of (96% of inflow) Center -of -Mass det. time= 52.6 min ( 700.5 - 647.9 ) Volume Invert Avail.Storaoe Storage Description #1 478.00' 2,475 cf Open Storage (Irregular)Listed below (Recalc) #2 476.50' 124 cf Soil (Irregular) Listed below (Recalc) 0 0 825 1,238 cf Overall x 10.0% Voids #3 475.50' 248 cf Rock Chamber (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 478.00 825 115.7 0 0 825 481.00 825 115.7 2,475 2,475 1,172 Elevation SUrf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 476.50 825 115.7 0 0 825 478.00 825 115.7 1,238 1,238 999 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 475.50 825 115.7 0 0 825 476.50 825 115.7 825 825 941 Device Routing Invert Outlet Devices #1 Primary 475.50' 2.500 inlhr Perf Pipe over Surface area #2 Secondary 480.75' 4.0" Horiz. Overflow pipe C= 0.600 Limited to weir flow at low heads #3 Secondary 478.50' 2.0" Vert. 2 -inch Drain C=0.600 Limited to weir flow at low heads #4 Secondary 479.00' 2.0" Vert. 2 -inch Drain C=0.600 Limited to weir flow at low heads #5 Secondary 479.50' 2.0" Vert. 2 -inch Drain C=0,600 Limited to weir flow at low heads Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD®10.10-5a s/n 04993 © 2020 HYdroCAD Software Solutions LLC Page 41 Primary OutFlow Max=0.14 cfs @ 6.60 hrs HW=478.01' TW=476.62' (Dynamic Tailwater) L1=Perf Pipe (Exfiltration Controls 0.14 cfs) econdary OutFlow Max=0.13 cfs @ 8.41 hrs HW=479.24' TW=476.72' (Dynamic Tailwater) 2=Overflow pipe ( Controls 0.00 cfs) 13=2 -inch Drain (Orifice Controls 0.08 cfs @ 3.89 fps) -2-inch Drain (Orifice Controls 0.04 cfs @ 1.89 fps) =2 -inch Drain ( Controls 0.00 ds) Pond Storm Planter: Stormwater Planter Hydrograph 0.63 cfs — Inflow InflowArea=0.833ac —Outflow — Primary Peak Elev=479.24' —Secondary Storage=1,392 cf 0.27 cfs 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0.7 0.6- .60.50.4 0.5- 0.4-' 3 0.3 LL° 0.20.14 0.1 Pond Storm Planter: Stormwater Planter Hydrograph 0.63 cfs — Inflow InflowArea=0.833ac —Outflow — Primary Peak Elev=479.24' —Secondary Storage=1,392 cf 0.27 cfs 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a sin 04993 © 2020 HydroCAD Software Solutions LLC Paae 42 Summary for Subcatchment 1S: Basin 16 Runoff = 0.00 cfs @ 7.93 hrs, Volume= 0.001 af, Depth> 0.42" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (sfl CN Description 493 98 Paved parking, HSG C 133 74 >75% Grass cover, Good HSG C 626 93 Weighted Average 133 74 21.25% Pervious Area 493 98 78.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ff/ff) (f /sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Basin 16 Hydrograph 0.002 0.00 cfs —Runoff 0.002 - - IrI----- r --TYPe IA 24 -hr 0.002 Wa4er Quality Rainfall=0.83" 0.001 Runoff Area=626 sf Runoff Volume=0.001 of a 0.001 Runoff Depth>0.42" 0.001 ' Tc=5.0 chin CN=74/98 u 0.001 0.001- 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydfoCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pape 43 Summary for Subcatchment SS: Basin 1 Runoff = 0.04 cfs @ 7.93 hrs, Volume= 0.011 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (sf) CN Description 10,422 98 Paved parking HSG C 10,422 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description Direct Entry, Subcatchment 5S: Basin 1 Hydrograph —Runoff 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0.035 -Type IA 24 -hr Water Quality Rainfall=0.83" 0.03 - - - _ Runoff Arga=10,4.22 sf_ Runoff Volume=0.011 of 0.025 - Runoff-Qepth>0.55" Tc=5.0 min c 0.02- - - - CN=0198- .2 0.015 0.01- 0.005 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD®10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Paae 44 Summary for Subcatchment 6S: Basin 2 Runoff = 0.01 cfs @ 7.93 hrs, Volume= 0.003 at, Depth> 0.46" Runoff by SBUH method, Split Perviouslimperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (sf) CN Description 3,044 98 Paved parking, HSG C 500 74 >75% Grass cover, Good HSG C 3,544 95 Weighted Average 500 74 14.11 % Pervious Area 3,044 98 85.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (fUsec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Basin 2 Hydrograph 0.012 0.01 cfs —Runoff 0.011 - - - ----- - - - Type FA 24 -fir 0.01 - - Water Quality Rainfall=0:$3" 0.009 Runoff Area=3,544 sf 'a 0.008 - Runoff Volume=0.001 of 0.007 Runoff Depth>0.46" Tc=5.0 min 0 0.006 CN=74198 LL 0.005 [11IM111] 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD®10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment 7S: Basin 3 Runoff = 0.02 cfs @ 7.93 hrs, Volume= 0.005 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (sf) CN Description 4,635 98 Paved parking, HSG C 4,635 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description _min (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: Basin 3 Hydrograph 0.018 0.02 cfs —Runoff 0.016 Type IA 24 -hr Water uality Rainfall=0.53" 0.014 unoff Area=4,W sf 0.012 Runoff Volume=0.005 of Runoff Depth>0.§3" 0.01 -Tc=5.0 min e CN=0198 0.008 LL 0.006 0.004 0.002 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD910.10-5a s/n 04993 @2020 HydroCAD Software Solutions LLC Pape 46 Summary for Subcatchment 8S: Basin 4 Runoff = 0.04 cfs @ 7.93 hrs, Volume= 0.012 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (sf) CN Description 11,578 98 Roofs, HSG C 11,578 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Wit) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: Basin 4 Hydrograph 0.045 0.04 cfs I—Runoff 0.04 Type IA 24 - hr Water Quality Rainfall=0.83" 0.035 - - - - -----RunoffArga=11,378 sf 0.03 Runoff Volume=0.012 of Runoff Depth>0.�X' 0.025 --- - - --Tc=5:0 rhin- o CN0198 LL 0.02 0.015- 0.01-. 0.005- n . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCADO 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment 9S: Basin 5 Runoff = 0.02 cfs @ 7.93 hrs, Volume= 0.004 af, Depth> 0.51" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (so CN Description 4,268 98 Paved parking, HSG C 144 74 >75% Grass cover. Good. HSG C 144 74 3.26% Pervious Area 4,268 98 96.74% Impervious Area Tc Length Slope Velocity Capacity Description Direct Entry, Subcatchment 9S: Basin 5 Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff 0.016 Type IA 24 -hr 0.014 - - Water Qualm RainfaH=0:83" 0.012- _ _ _Run ffArea=4,412 sf - Runoff 'lolume=0.004 of W u 0.01 Runoff Depth>0,§ 1" Tc=5.0 chin c 0.008 CN=74198 LL 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a sln 04993 © 2020 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment 10S: Basin 6 Runoff = 0.02 cfs @ 7.93 hrs, Volume= 0.006 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dl= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (sf) CN Description 6,099 98 Roofs, HSG C 6,099 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (R/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: Basin 6 Hydrograph 0.024' 0.02 cfs —Runoff 0.022 Type IA 24 -hr 0.02- Iii Water Quality Rainfall=0.83" 0.018 - - ---- --- RunoffArea=6,099 sf- -- 0.016 I Runoff Volume=0.006 of 0.014- Runoff Qepth>0.� T' Tc=5.0 chin c 0.012- CN=0/98 LL 0.01 0.008 0.006 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial-05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCADS 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pape 49 Summary for Subcatchment 11S: Basin 7 Runoff = 0.03 cfs @ 7.93 hrs, Volume= 0.008 at, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (sf) CN Description 8,347 98 Paved parking HSG C 8,347 98 100.00% Impervious Area Tc Length Capacity Description 1-11 Direct Entry, Subcatchment 11S: Basin 7 Hydrograph —Runoff V.Vol It Type IA 24 -hr 1 1 Water Quality Rainfall=0.$3" 0.025 Runt ff Area=8,347 sf Runololume=0.008 of 0.02 - - ---- Rui off-Qepth>0.53- Tc=5.0 min LL 0.015 CN=0198 I I I 1 U1 0.005 0 ' Ir*+*r�**+. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD®10 10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Page 50 Summary for Subcatchment 12S: Basin 8 Runoff = 0.01 ofs @ 7.93 hrs, Volume= 0.003 af, Depth> 0.47" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (sf) CN Description 3,331 98 Paved parking, HSG C 429 74 >75% Grass cover, Good HSG C 3,760 95 Weighted Average 429 74 11.41 % Pervious Area 3,331 98 88.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUR) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 125: Basin 8 Hydrograph 0.01 cfs 0.012 - - - --- - Type -IA 24 -hr Walter (duality Rainfall=0.$3" 0.01-.noff Area=3,760 sf Ru off Volume=0.003 of 0.008 Ru off Depth>0.47" .Tc=5.0 min 0 0.006 CN=74198 Eo 0.002 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) —Runoff Designed By: DOM Hammerindustrial - 06-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD010.10-5a s/n 04993 © 2020 HVdroCAD Software Solutions LLC Paae 51 Summary for Subcatchment 135: Basin 9 Runoff = 0.03 cfs @ 7.93 hrs, Volume= 0.008 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" 7,871 Tc Length .x Q 0.02 v 0 0.015 .2 0.01 Description Direct Subcatchment 135: Basin 9 Hydrograph 0.03 cfs Type IA 24 -hr ]Nater Quality Rainfa8=0.$3" _ Runoff Area=7,871 sf Runoff Volume=0.008 of Runoff Depth>0.03" Tc=5.0 min CN=0198 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD0 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Paoe 52 Summary for Subcatchment 14S: Basin 10 South Half Runoff = 0.02 cfs @ 7.93 hrs, Volume= 0.005 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Basin 10 South Half Hydrograph 0.02 cfs 1 Type IA 24 -hr Water Quality Rainfall=0.83" Runoff Area=5,342 sf Runoff Volume=0.005 of Runoff Depth>0.53" Tc=5.0 thin --- CN=0198 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff 0.018- .0180.0160.014 0.016- 0.014 a 0.012 0 0.01 0.008 1 Type IA 24 -hr Water Quality Rainfall=0.83" Runoff Area=5,342 sf Runoff Volume=0.005 of Runoff Depth>0.53" Tc=5.0 thin --- CN=0198 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0. 83 " Prepared by Olson & Morris Printed 6/25/2021 HydroCAD& 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 53 Summary for Subcatchment 15S: Basin 11 Runoff = 0.01 ds @ 7.93 hrs, Volume= 0.004 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (at) CN Description 4,000 98 Paved parkins HSG C 4,000 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description rmin% rfeafl rR/ff1 (R/..,% flke 5.0 Direct Entry, Subcatchment 15S: Basin 11 Hydrograph 0.016 0.01 cfs —Runoff 0.014 JJ TypeIIA24-hr Water @uality Rainfall=0.83" 0.012 - - - � unoff area=4'wo sf Runoff Volume=0.004 of 0.01- - --- - ----Runoff Depth>0.63- 0.008 i Tc=5.0 min 0 CN=0/98 0.006 0.002 o -t i r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/2512021 HydroCAD® 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Paae 54 Summary for Subcatchment 16S: Basin 12 South Half Runoff = 0.02 cfs @ 7.93 hrs, Volume= 0.006 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (sfl CN Description 6,238 98 Roofs HSG C 6,238 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) MM) (fUsec) (cfs) 5.0 Direct Entry, Subcatchment 16S: Basin 12 South Half Hydrograph — Runoff 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) 0.022 Type IA 24 -hr 0.02 W iter Quali y Rainfall=0.83" 0.018 - ----- Ru-n_off_Aea=6,238 sf Runoff Volume=0.006 of 0.016 _ _ _ Runoff Depth>0.53" `—' 0.014'. Tc=5.0 chin e 0.012 k- CR=0198 M 0.01_ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0. 83 " Prepared by Olson & Morris Printed 6/25/2021 HydroCADO 10.10-5a s/n 04993 0 2020 HydroCAD Software Solutions LLC Paae 55 Summary for Subcatchment 17S: Basin 13 Runoff = 0.02 cfs @ 7.93 hrs, Volume= 0.006 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" 5,860 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description /mint deet/ /fH81 /fHcecl /cfnl 5.0 Direct Entry, Subcatchment 17S: Basin 13 Hydrograph 0.0240.02 cfs 0.022 0.02 0.018 Type IA 24 -hr Water uality Rainfall=0.633" - unoff Area=S,-ff6(i sf 0.016 Runoff Volume=O.�af- 0 0.014 Runoff -Depth>O.$3- 0.012 L-T_c=S.Orhin r—°° 0.01 CN=0198 0.008- 0.006 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 Time (hours) — Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfal1=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 C2020 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 18S: Basin 14 Runoff = 0.01 cfs @ 7.93 hrs, Volume= 0.003 af, Depth> 0.49" Runoff by SBUH method, Split Perviousllmperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" 3,280 98 Paved parking, HSG G 299 74 >75% Grass cover, Good, HSG C 3,579 96 Weighted Average 299 74 8.35% Pervious Area 3,280 98 91.65% Impervious Area Tc Length Description 5.0 Direct Entry, Subcatchment 18S: Basin 14 Hydrograph 0.01 cfs 0.012 - -- Type lA 24 hr Water Quality Rainfall=0.83" 0.01 - - Runoff Asea=3,579sf- Runoff Volume=0.003 of 0.008--�', Runoff Depth>0.49" Tc=6.0 min 0 0.006 CN=74198 LL 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6125/2021 HydroCAD®10.10-5a sin 04993 © 2020 HVdroCAD Software Solutions LLC Page 57 Summary for Subcatchment 19S: Basin 15 West Half Runoff = 0.01 cis @ 7.93 hrs, Volume= 0.003 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (sf) CN Description 2,942 98 Paved parking, HSG C 2,942 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 19S: Basin 15 West Half 0.002 0.001 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Hydrograph 0.012 0.01 cfs — Runoff 0.011 0.01 Type IA 24 -hr Water Quality Rainfall=0.83" 0.009-- - - - RunoffArea=2,94I sf 0.008-. Runoff Volume=0.003 of 0.007 - - Runoff -Depth>0.53" 0.006 -Tc=5.0 min CN=0198 LL 0.005 0.004 0.002 0.001 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD@ 10.10-5a s/n 04993 C2020 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment 20S: Stormwater Planter Runoff = 0.01 cfs @ 7.93 hrs, Volume= 0.002 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (s0 CN 1,650 98 1,650 98 Tc Length Slope Velocity Capacity Description d_1 If --A 14AN fa/-% /nfcl Direct entry, Subcatchment 20S: Stormwater Planter Hydrograph Type IA 24 -hr Water Quality Rainfall=0.83" 0.005 - - -- Runoff Area=1,65gsf Runoff Volume=0.002 of 0.004—'Runoff Depth>0.53" 4. Tc=5.0 min 0 0.003 CN=8198 LL 0.001 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Paae 59 Summary for Subcatchment 24S: Existing Conditions Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (ac) CN Description 2.680 74 >75% Grass cover, Good, HSG C 2.680 74 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, A 111 WIN W 0.001 c 0.001 a 0.001 1 6l1 Subcatchment 24S: Existing Conditions Hydrograph Type IA 24 -hr Water Quality Rainfall=0 Runoff Area=2.680 ac Runoff Volume=b.000 of Runoff Depth>0 00'. Tc=5.0 min CN=7410 _ 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydfoCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 60 Summary for Subcatchment 355: Basin 10 North Half Runoff = 0.02 cfs @ 7.93 hrs, Volume= 0.005 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (sl) CN Description 5,342 98 Roofs HSG C 5,342 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Q Z. U.0 IW _. 0.012 0 0.01 Subcatchment 35S: Basin 10 North Half Hydrograph i —Runoff Type IA 24 -hr Waterity Rainfall=OAT' i'u'n1off Area=5,34$ sf Tc=5.0 min ----r GN=01198 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCADO 10.10-5a s/n 04993 0 2020 HydmCAD Software Solutions LLC Paoe 61 Summary for Subcatchment 36S: Basin 12 North Half Runoff = 0.02 cis @ 7.93 hrs, Volume= 0.006 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" Area (sf) CN Description 6,238 98 Roofs, HSG C 6,238 98 100.00% Impervious Area Tc Length Description Direct Entry, Subcatchment 36S: Basin 12 North Half Hydrograph 0.024 0.02 cfs 0.022 III IType IA 24 -hr Waer Quality Rainfall=0.83" Run ff- Atea=6 238 sf Runoff olume=0.006 af_ Ru off Qepth>0.53" ITB=5.0 min CN -0/98 0.0021 I 0r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2r0 Time (hours) — Runoff 0.018 a 0.016 0.014 1 1 e 0.012 LL 0.01 III IType IA 24 -hr Waer Quality Rainfall=0.83" Run ff- Atea=6 238 sf Runoff olume=0.006 af_ Ru off Qepth>0.53" ITB=5.0 min CN -0/98 0.0021 I 0r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2r0 Time (hours) — Runoff Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water quality Rainfal1=0.83" Prepared by Olson & Morris Printed 6/2512021 HydroCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Paae 62 Summary for Subcatchment 38S: Basin 15 East Half Runoff = 0.02 cfs @ 7.93 hrs, Volume= 0.006 af, Depth> 0.53" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" 5,884 98 Tc Length Slope Velocity Capacity Description -1 f; --.N '"Al /eI—) /M I Direct entry, Subcatchment 38S: Basin 15 East Half Hydrograph F --Ru n off Type IA Water sf of F141 - 1, Runoff-Qepth>0.$3- 3 0.012 - --' I_Tc=5.O thin LL 0.01 CN=0198 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCADO 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Paae 63 Summary for Reach 21 R: Lot 7 Storm Connection Inflow Area = 1.249 ac, 99.21 % Impervious, Inflow Depth > 0.53" for Water Quality event Inflow = 0.20 cfs @ 7.93 hrs, Volume= 0.055 of Outflow = 0.20 cfs @ 7.93 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 21 R: Lot 7 Storm Connection Hydrograph 022 0.20 cfs Inflow 0.2 — InOutflow 0.18 flo _1 Area I1.249c 0.16 �^ 0.14 = 0.12 0 0.1 LL W. 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial-05-20-2021 Type 1A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 C2020 HydroCAD Software Solutions LLC Page 64 Summary for Reach 22R: Lot 8 Storm Connection Inflow Area = 1.239 ac, 98.01 % Impervious, Inflow Depth > 0.57' for Water Quality event Inflow = 0.11 cfs @ 7.93 hrs, Volume= 0.053 of Outgow = 0.11 cfs @ 7.93 hrs, Volume= 0.053 at, Atten= 0%, Lag= 0.0 min Routing by Dyn-Scor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 0, 0, 0 0 0 3 0 0 LL 0 0 0 0 0 Reach 22R: Lot 8 Storm Connection Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Inflow Outflow Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD®10.10-5a s!n 04993 © 2020 HydroCAD Software Solutions LLC Pads 65 Summary for Reach 25R: Post Construction Inflow Area = 2.488 ac, 98.61% Impervious, Inflow Depth > 0.52" for Water Quality event Inflow = 0.31 ds @ 7.93 hrs, Volume= 0.108 of Outflow = 0.31 ds @ 7.93 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dl= 0.05 hrs 0.2 3 LL 0.15 0.1 0.05 Reach 25R: Post Construction Hydrograph r0.31 cfs I _ Inflow Inflo Area=2.488 ac Outflow 5 6 7 8 9 10 11 12 13 14 15 16 1 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Pace 66 Summary for Pond 29P: MECH ST CB #5 Inflow Area = 0.106 ac, 97.12% Impervious, Inflow Depth > 0.52" for Water Quality event Inflow = 0.02 cfs @ 7.93 hrs, Volume= 0.005 of Outflow = 0.02 cfs @ 7.93 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary = 0.02 cis @ 7.93 hrs, Volume= 0.005 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 475.81' @ 7.93 hrs Flood Elev= 480.83' Device Routing Invert Outlet Devices #1 Primary 475.72' 6.0" Round Culvert L=6.2' Ke= 0.100 Inlet /Outlet Invert= 475.72'1475.70' S=0.00327 Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.02 ds @ 7.93 hrs HW=475.81' TW=475.65' (Dynamic Tailwater) L7=Culvert (Barrel Controls 0.02 cfs @ 1.03 fps) Pond 29P: MECH ST CB #5 Hydrograph 0.018 0.02 cfs — Inflow 0.016 Inflow Area=0.106 ac —Primary 0.014 Peak Elev=475.81' _ 0.012 6 0 - 0.01 Round Culvert n=0.011 a 0.008 L=6.2' LL 0.006 S=0.0032 T 0.004 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 06-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAM 10.10-5a s/n 04993 @ 2020 HydroCAD Software Solutions LLC Fade 67 Summary for Pond 30P: MECH ST CB #6 Inflow Area = 0.192 ac,100.00% Impervious, Inflow Depth > 0.53" for Water Quality event Inflow = 0.03 cfs @ 7.93 hrs, Volume= 0.008 of Outflow = 0.03 cfs @ 7.93 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary = 0.03 cfs @ 7.93 hrs, Volume= 0.008 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 476.23'@ 7.94 hrs Flood Elev= 481.87' Device Routing Invert Outlet Devices #1 Primary 476.09' 6.0" Round Culvert L= 79.4' Ke= 0.100 Inlet /Outlet Invert= 476.09'/475.89' S= 0.0025'1' Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.03 cfs @ 7.93 hrs HW=476.23' TW=476.00' (Dynamic Tailwater) t--1 =Culvert (Outlet Controls 0.03 cfs @ 1.07 fps) Pond 30P: MECH ST CB #6 Hydrograph 0.03 cfs — Inflow 0.03 — Primary Inflow Area=0.192 ac 0.025 Peak Elev=476.23' 6.0" 0.02 Round Culvert 0.015 n=1.011 LL U�79.4' n D1 S=0.0025 T 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD010.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Pane 68 Summary for Pond MECH ST CB 1: MECH ST CB #1 Inflow Area = 0.135 ac,100.00% Impervious, Inflow Depth > 0.53" for Water Quality event Inflow = 0.02 cis @ 7.93 hrs, Volume= 0.006 of Outflow = 0.02 cfs @ 7.93 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary = 0.02 cfs @ 7.93 hrs, Volume= 0.006 of Routing by Dyn-Scor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 475.32' @ 7.93 hrs Flood Elev= 480.28' Device Routing Invert Outlet Devices #1 Primary 475.22' 6.0" Round Culvert L= 3.3' Ke= 0.100 Inlet/ Outlet Invert= 475.22'/475.21' S= 0.0030 T Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.02 cfs @ 7.93 hrs HW=475.32' TW=47523' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.02 cfs @ 1.14 fps) Pond MECH ST CB 1: MECH ST CB #1 Hydrograph 0.024 0,02 cfs — Inflow 0.022 — Primary 0.02 Inflow Area=0.135 ac 0.018 Peak Elev=475.32' 0.016 6.0" 0.014 Round Culvert 0.012 n=0.011 —O� 0.01 L=3.3' 0.008 S=0.0030 4' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6125/2021 HydfoCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 69 Summary for Pond MECH ST CB 2: MECH ST CB #2 Inflow Area = 0.068 ac,100.00% Impervious, Inflow Depth > 0.53" for Water Quality event Inflow = 0.01 cis @ 7.93 hrs, Volume= 0.003 of Outflow = 0.01 cfs @ 7.93 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary = 0.01 cfs @ 7.93 hrs, Volume= 0.003 of Routing by Dyn-Scor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 475.43'@ 7.93 hrs Flood Elev= 480.72' Device Routing Invert Outlet Devices #1 Primary 475.36' 6.0" Round Culvert L=3.3' Ke= 0.100 Inlet/ Outlet Invert= 475.36'/475.35' 5=0.0030'f Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.01 cfs @ 7.93 hrs HW=475.43' TW=475.35' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.01 cfs @ 0.93 fps) Pond MECH ST CB 2: MECH ST CB #2 Hydrograph 0.012 0.01 Cfs 0.011 0.01 0.009 0.008 0.007 0.006 LL 0.005 0.004 0.003 0.002 0.001 Inflow Area 10.068 ac Peak Elev=415.43' 6.0" Round Culvert n=0.011 L=3.3' S=0.0030 T 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Inflow — Primary Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 70 Summary for Pond MECH ST CB 3: MECH ST CB #3 Inflow Area = 0.082 ac, 91.65% Impervious, Inflow Depth > 0.49" for Water Quality event Inflow = 0.01 cfs @ 7.93 hrs, Volume= 0.003 of Outflow = 0.01 cis @ 7.93 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary = 0.01 cfs @ 7.93 hrs, Volume= 0.003 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 475.64'@ 7.93 hrs Flood Elev= 480.58' Device Routing Invert Outlet Devices #1 Primary 475.57' 6.0" Round Culvert L= 12.9' Ke= 1.000 Inlet /Outlet Invert= 475.57'/475.54' S=0.0023'/' Cc= 0.900 n=0.005, Flow Area= 0.20 sf Primary OutFlow Max=0.01 cfs @ 7.93 hrs HW=475.64' TW=475.52' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.01 cfs @ 1.05 fps) Pond MECH ST CB 3: MECH ST CB #3 Hydrograph 0.01 Cfs _Inflow 0.012- Inflow Area=0.082 ac Primary 0.01 Peak Elev=415.64' 6.0" 0.008 -"Round Culvert 0 0.006- n=0.005 L=12.9' 0.004 S=0.0023 '/' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 06-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 71 Summary for Pond MECH ST CB 5: MECH ST CB #4 Inflow Area = 0.135 ac,100.00% Impervious, Inflow Depth > 0.53" for Water Quality event Inflow = 0.02 cfs @ 7.93 hrs, Volume= 0.006 of Outflow = 0.02 cfs @ 7.93 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary = 0.02 cfs @ 7.93 hrs, Volume= 0.006 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 475.75'@ 7.98 hrs Flood Elev= 481.46' Device Routing Invert Outlet Devices #1 Primary 475.56' 6.0" Round Culvert L=68.6' Ke=0.100 Inlet /Outlet Invert= 475.56'1475.39' S=0.00257 Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.02 cfs @ 7.93 hrs HW=475.75' TW=475.72' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.02 cfs @ 0.47 fps) Pond MECH ST CB 5: MECH ST CB #4 Hydrograph 0.024 0.02 cfs — Inflow 0.022 -Primary 0.02 Jnflow-Area -0.135 ac 0.018. Peak Elev=475.75' 0.016 -----6.0" 0.014 Round Culvert c0.012 n=0.011 M 0.01 L=68.6' 0.008 S=0.0025 '/' Anna 0 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0. 83 " Prepared by Olson & Morris Printed 6/25/2021 HydfoCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Paae 72 Summary for Pond PUMP CB 1: Catch Basin w/ Pump Inflow Area = 0.833 ac, 97.04% Impervious, Inflow Depth > 0.52" for Water Quality event Inflow = 0.05 cfs @ 7.65 hrs, Volume= 0.036 of Outflow = 0.05 cfs @ 7.60 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min Primary = 0.05 cfs @ 7.60 hrs, Volume= 0.035 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 476.52' @ 7.60 hrs Surf.Area= 0.000 ac Storage= 0.000 of Plug -Flow detention time= 12.3 min calculated for 0.035 of (98% of inflow) Center -of -Mass det. time= 5.3 min ( 690.5 - 685.2 ) Volume Invert Avail.Storaae Storage Description #1 474.50' 0.002 of 2.00'W x 4.41'L x 5.50'H Catch Basin Z=0.1 Device Routing Invert Outlet Devices (Turned on 1 times) #1 Primary 476.40' 8.0" Round 8" Pipe L= 8.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet/ Outlet Invert= 476.40'/476.30' S=0.0125'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf #2 Device 1 476.00' Zoeller 268 Pump Discharges@476.40' Turns Off<475.90' 2.0" Diam. x 2.0' Long Discharge, Hazen -Williams C= 130 Flow (gpm)= 0.0 17.0 20.0 40.0 50.0 60.0 80.0 90.0 100.0 120.0 128.0 Head (feet)= 22.00 20.00 18.00 16.00 15.00 14.00 12.00 10.00 8.00 6.00 5.00 -Loss (feet)= 0.00 0.02 0.02 0.08 0.12 0.17 0.29 0.36 0.44 0.62 0.69 =Lift (feet)= 22.00 19.98 17.98 15.92 14.88 13.83 11.71 9.64 7.56 5.38 4.31 #3 Device 1 476.40' 8.0" Vert. 8" Pipe C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.05 cfs @ 7.60 hrs HW=476.52' TW=0.00' (Dynamic Tailwater) ' -�8" Pipe (Inlet Controls 0.05 cfs @ 1.06 fps) 2=Zoeller 268 Pump (Passes < 0.29 cfs potential flow) 3=8" Pipe (Passes < 0.05 cfs potential flow) Designed By: DOM Hammerindustrial-05-20-2021 Type/A24-hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Page 73 w u r e 0. LL r 0.015 0.01 Pond PUMP CB 1: Catch Basin w/ Pump Hydrograph Inflow Inflow Area=0.833 ac Primary Peak Elev=416.52' Storage=0.000 of 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCADO 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pads, 74 Summary for Pond ST CB 2: ST CB #2 Inflow Area = 0.086 ac, 88.59% Impervious, Inflow Depth > 0.47" for Water Quality event Inflow = 0.01 ds @ 7.93 hrs, Volume= 0.003 of Outflow = 0.01 cls @ 7.93 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary = 0.01 ds @ 7.93 hrs, Volume= 0.003 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 478.98' @ 7.97 hrs Flood Elev= 481.78' Device Routing Invert Outlet Devices #1 Primary 478.85' 6.0" Round Culvert L=20.4' Ke= 0.100 Inlet/ Outlet Invert= 478-85'1478.80' S= 0.0025'f Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.01 ds @ 7.93 hrs HW=478.98' TW=478.96' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.01 cfs @ 0.46 fps) Pond ST CB 2: ST CB #2 Hydrograph 0.012 n Inflow Area --0.086 ac 0.01 Peak Elev=478.98' 6.0" 0.008 Round Culvert 0 0.006-n=0.011 LLL=20.4' 0.004 S=0.0025 T 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Inflow — Primary Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Paoe 75 Summary for Pond ST CB 3: ST CB #3 Inflow Area = 0.181 ac,100.00% Impervious, Inflow Depth > 0.53" for Water Quality event Inflow = 0.03 cfs @ 7.93 hrs, Volume= 0.008 of Outflow = 0.03 cfs @ 7.93 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary = 0.03 cfs @ 7.93 hrs, Volume= 0.008 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dl= 0.05 hrs Peak Elev= 479.19'@ 7.94 hrs Flood Elev= 480.74' Device Routing Invert Outlet Devices #1 Primary 479.05' 6.0" Round Culvert L=98.4' Ke= 0.100 Inlet/ Outlet Invert= 479.05'/478.80' S= 0.0025 T Cc= 0.900 n=0-011 PVC, smooth interior, Flow Area= 0.20 sf rimary OutFlow Max=0.03 cfs @ 7.93 hrs HW=479.19' TW=478.96' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.03 cfs @ 0.98 fps) Pond ST CB 3: ST CB #3 Hydrograph 0.03 cfs 0.03 L—Inflow Primary Inflow Area=0.181 ac 0.025 Peak Elev=419.19' 6.0" 0.02- Round Culvert 0 0.015 n=0.011 LL L=98.4' 0-01-S=0.0025 T 5 6 7 8 9 10 11 12 13 14 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD®10.10-5a s/n 04993 Q2020 HydroCAD Software Solutions LLC Page 76 Summary for Pond ST CB 4: ST CB #4 Inflow Area = 0.101 ac, 96.74% Impervious, Inflow Depth > 0.51" for Water Quality event Inflow = 0.02 cfs @ 7.93 hrs, Volume= 0.004 of Outflow = 0.02 cfs @ 7.93 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary = 0.02 cfs @ 7.93 hrs, Volume= 0.004 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 478.78' @ 7.98 hrs Flood Elev= 482.03' Device Routing Invert Outlet Devices #1 Primary 478.63' 6.0" Round Culvert L= 6.0' Ke= 0.500 Inlet/ Outlet Invert= 478.63'/ 478.62' 8=0.0017')" Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf rimary OutFlow Max=0.01 cfs @ 7.93 hrs HW=478.78' TW=478.78' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.01 cfs @ 0.44 fps) Pond ST CB 4: ST CB #4 Hydrograph 0.02 cfs — Inflow 0.016 — Primary Inflow Area=0.101 ac 0.014 - Peak Elev=478.78' 0.012 6.0" 0.01 Round Culvert 0 0.008 n=0.011 u L=6.0' 0.006 S=0.0017 'P 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type lA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydmCAD® 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC Page 77 Summary for Pond ST CB 5: ST CB #5 Inflow Area = 0.239 ac,100.00% Impervious, Inflow Depth > 0.53" for Water Quality event Inflow = 0.04 cfs @ 7.93 hrs, Volume= 0.011 of Outflow = 0.04 cfs @ 7.93 hrs, Volume= 0.011 af, Atlen= 0%, Lag= 0.0 min Primary = 0.04 cfs @ 7.93 hrs, Volume= 0.011 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 479.11'@ 7.93 hrs Flood Elev= 482.65' Device Routing Invert Outlet Devices #1 Primary 478.96' 6.0" Round Culvert L=89.1' Ke= 0.100 Inlet / Outlet Invert= 478.96'/478.74' S= 0.0025'r Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf rimary OutFlow Max=0.04 cfs @ 7.93 hrs HW=479.11' TW=478.87' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.04 cfs @ 1.13 fps) Pond ST CB 5: ST CB #5 Hydrograph 0.04 cfs — Inflow 0.04 0.035 Inflow Area_ =0-.29 ac_ — Primary Peak Elev=479.11' 0.03 6.0" >u 0.025 Round Culvert 0.02 _ n=0.011 LL L=89.1' 0.015 . S=0.0025 '1' 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydroCAD®10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 78 Summary for Pond ST CB 6: ST CB 96 Inflow Area = 0.081 ac, 85.89% Impervious, Inflow Depth > 0.46" for Water Quality event Inflow = 0.01 cfs @ 7.93 hrs, Volume= 0.003 of Outflow = 0.01 cfs @ 7.93 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary = 0.01 cfs @ 7.93 hrs, Volume= 0.003 of Routing by Dyn-Scor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 47887'@ 7.98 hrs Flood Elev= 483.26' Device Routing Invert Outlet Devices #1 Primary 478.74' 6.0" Round Culvert L=2.9' Re=0.100 Inlet /Outlet Invert= 478.74'/478.73' S=0.00347 Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf rimary OutFlow Max=0.01 ofs @ 7.93 hrs HW=478.87' TW=478.87' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.01 cfs @ 0.38 fps) 0.012 0.01 cfs 0.011 0.01 0. 0. 3 0. a LL 0. (11[41711 Pond ST CB 6: ST CB #6 Hydrograph low Area=0.081 ac Peak Elev=418.87' 6.0" Round Culvert n=0.011 L=2.9' S=0.0034 T 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Inflow — Primary Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6/25/2021 HydfoCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 79 Summary for Pond ST CB 7: ST CB #7 Inflow Area = 0.106 ac,100.00% Impervious, Inflow Depth > 0.53" for Water Quality event Inflow = 0.02 cfs @ 7.93 hrs, Volume= 0.005 of Outflow = 0.02 cfs @ 7.93 hrs, Volume= 0.005 af, Allen= 0%, Lag= 0.0 min Primary = 0.02 cfs @ 7.93 hrs, Volume= 0.005 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 478.46'@ 7.93 hrs Flood Elev= 481.62' Device Routing Invert Outlet Devices #1 Primary 478.37' 6.0" Round Culvert L=1.0' Ke= 0.100 Inlet/ Outlet Invert= 478.37'/478.37' S= 0.0000 T Cc= 0.900 n= 0.005, Flow Area= 0.20 sf Primary OutFlow Max=0.02 cfs @ 7.93 hrs HW=478.46' TW=478.37' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.02 cfs @ 1.11 fps) Pond ST CB 7: ST CB #7 Hydrograph 0.018 0.02 cfs _ Inflow 0.016 Inflow Area=0.106 ac Primary 0.014 Peak_Elex=_478.4& 0.012 6.0" 0.01 " Round Culvert 3 n=0.005 r° 0.008' L=1.0' 0.006 S=0.0000 0.004 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0. 83 " Prepared by Olson & Morris Printed 6/25/2021 HydfoCAD® 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Page 80 Summary for Pond Storm Planter: Stormwater Planter Inflow Area = 0.833 ac, 97.04% Impervious, Inflow Depth > 0.52" for Water Quality event Inflow = 0.13 cfs @ 7.93 hrs, Volume= 0.036 of Outflow = 0.05 cfs @ 7.65 hrs, Volume= 0.036 af, Aften= 64%, Lag= 0.0 min Primary = 0.05 cfs @ 7.65 hrs, Volume= 0.036 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 476.20'@ 8.64 hrs Surf.Area= 825 sf Storage= 172 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 17.2 min ( 685.2 - 668.0) Volume Invert Avail.Storage Storage Description #1 478.00' 2,475 cf Open Storage (Irregular)Listed below (Recalc) #2 476.50' 124 cf Soil (Irregular) Listed below (Recalc) 1,238 cf Overall x 10.0% Voids #3 475.50' 248 cf Rock Chamber (Irregular)Listed below (Recalc) 825 cf Overall x 30.0% Voids 2,846 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 478.00 825 115.7 0 0 825 481.00 825 115.7 2,475 2,475 1,172 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 476.50 825 115.7 0 0 825 478.00 825 115.7 1,238 1,238 999 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 475.50 825 115.7 0 0 825 476.50 825 115.7 825 825 941 Device Routing Invert Outlet Devices #1 Primary 475.50' 2.500 in/hr Perf Pipe over Surface area #2 Secondary 480.75' 4.0" Horiz. Overflow pipe C= 0.600 Limited to weir flow at low heads #3 Secondary 478.50' 2.0" Vert. 2 -inch Drain C=0.600 Limited to weir flow at low heads #4 Secondary 479.00' 2.0" Vert. 2 -inch Drain C=0.600 Limited to weir flow at low heads #5 Secondary 479.50' 2.0" Vert 2 -inch Drain C=0.600 Limited to weir flow at low heads Designed By: DOM Hammerindustrial - 05-20-2021 Type /A 24 -hr Water Quality Rainfall=0. 83 " Prepared by Olson & Morris Printed 6/25/2021 HydroCADO 10.10-5a s/n 04993 © 2020 HVdroCAD Software Solutions LLC Paoe 81 Primary OutFlow Max=0.05 cfs @ 7.65 hrs HW=475.56' TW=476.52' (Dynamic Tailwater) L1=Perf Pipe (Exfiltration Controls 0.05 chs) econdary OutFlow Max=0.00 cfs @ 5.00 hrs HW=475.50' TW=474.65' (Dynamic Tailwater) 2=Overflow pipe ( Controls 0.00 cfs) 12 -inch Drain ( Controls 0.00 cfs) 2 -inch Drain ( Controls 0.00 cfs) 2 -inch Drain ( Controls 0.00 cfs) Pond Storm Planter: Stormwater Planter 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Hydrograph — Inflow 0.14-. 0.12 Inflow Area=0.833 ac_ -Outflow Primary Peak Elev=476.20' —Secondary 0.1 Storage=172 cf Tcfs 0.08r 0 0.06 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerindustrial - 05-20-2021 Table of Contents Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 @2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 -Year Event 2 Subcat 1S: Basin 16 3 Subcat 5S: Basin 1 4 Subcat 6S: Basin 2 5 Subcat 7S: Basin 3 6 Subcat 8S: Basin 4 7 Subcat 9S: Basin 5 8 Subcat 10S: Basin 6 9 Subcat 11S: Basin 7 10 Subcat 12S: Basin 8 11 Subcat 13S: Basin 9 12 Subcat 14S: Basin 10 South Half 13 Subcat 15S: Basin 11 14 Subcat 16S: Basin 12 South Half 15 Subcat 17S: Basin 13 16 Subcat 18S: Basin 14 17 Subcat 19S: Basin 15 West Half 18 Subcat 20S: Stormwater Planter 19 Subcat 24S: Existing Conditions 20 Subcat 35S: Basin 10 North Half 21 Subcat 36S: Basin 12 North Half 22 Subcat 38S: Basin 15 East Half 23 Reach 21 R: Lot 7 Storm Connection 24 Reach 22R: Lot 8 Storm Connection 25 Reach 25R: Post Construction 26 Pond 29P: MECH ST CB #5 27 Pond 30P: MECH ST CB #6 28 Pond MECH ST CB 1: MECH ST CB #1 29 Pond MECH ST CB 2: MECH ST CB #2 30 Pond MECH ST CB 3: MECH ST CB #3 31 Pond MECH ST CB 5: MECH ST CB #4 32 Pond PUMP CB 1: Catch Basin w/ Pump 34 Pond ST CB 2: ST CB #2 35 Pond ST CB 3: ST CB #3 36 Pond ST CB 4: ST CB #4 37 Pond ST CB 5: ST CB #5 38 Pond ST CB 6: ST CB #6 39 Pond ST CB 7: ST CB #7 40 Pond Storm Planter: Stormwater Planter Water Quality Event 42 Subcat 1S: Basin 16 43 Subcat 5S: Basin 1 Designed By: DOM Hammerindustrial - 05-20-2021 Table of Contents Prepared by Olson & Morris Printed 6/25/2021 HydroCAD® 10.10-5a s/n 04993 02020 HydroCAD Software Solutions LLC 44 Subcat 6S: Basin 2 45 Subcat 7S: Basin 3 46 Subcat 8S: Basin 4 47 Subcat 95: Basin 5 48 Subcat 10S: Basin 6 49 Subcat 11 S: Basin 7 50 Subcat 12S: Basin 8 51 Subcat 13S: Basin 9 52 Subcat 14S: Basin 10 South Half 53 Subcat 15S: Basin 11 54 Subcat 16S: Basin 12 South Half 55 Subcat 17S: Basin 13 56 Subcat 18S: Basin 14 57 Subcat 19S: Basin 15 West Half 58 Subcat 20S: Stormwater Planter 59 Subcat 24S: Existing Conditions 60 Subcat 35S: Basin 10 North Half 61 Subcat 36S: Basin 12 North Half 62 Subcat 38S: Basin 15 East Half 63 Reach 21 R: Lot 7 Storm Connection 64 Reach 22R: Lot 8 Storm Connection 65 Reach 25R: Post Construction 66 Pond 29P: MECH ST CB #5 67 Pond 30P: MECH ST CB #6 68 Pond MECH ST CB 1: MECH ST CB #1 69 Pond MECH ST CB 2: MECH ST CB #2 70 Pond MECH ST CB 3: MECH ST CB #3 71 Pond MECH ST CB 5: MECH ST CB #4 72 Pond PUMP CB 1: Catch Basin w/ Pump 74 Pond ST CB 2: ST CB #2 75 Pond ST CB 3: ST CB #3 76 Pond ST CB 4: ST CB #4 77 Pond ST CB 5: ST CB #5 78 Pond ST CB 6: ST CB #6 79 Pond ST CB 7: ST CB #7 80 Pond Storm Planter: Stormwater Planter STORY RIAM CALCTHATED BY THE SCS METHOD PIPE III REAR DATA NO VRM 24 HOUR EVENT PROM I A 2,80 ac IRON 2 MEA --5.62 ac FROM 3 ARFA=8.84 Ic ' .. i �;. :yam-\ •. d=18' LONG. d-24' CONC. LOT 9 � OREGON damn SHEET C20 W=127 Cs Od-C82 0h W=637 ch ]� Storm Drainage Analysis for ,a..��+...4-7 4...,, / Oc=8.61 ch 0:-1 1.27 cls tl 3,1 Ips Va311ps Vd 3.1 rys S=0.= S0 30 S=025% MG 3-1,34 « MG 12u=5.01 uc MX;=47216-412.63 HGL=4RU-41220 HGL 4]180-01.6] IRISH 4 ME 4 « REACH 5 MEA -2296 « REKK 6 ARG -26.11 « REACH 1 AREA -3.69 oc 4-30' DOW, d-36' CONC. d-42" COIL d=15' CPYC. P1x 11 cls \�1e gin\ '• ,.727 SO FT Or -1121 cy M=27.09 c& 0-33 08 c6 Q-4 52 do W=31 UP Vd=kffps Vd-3.5'Pa VN -4 16 1ps 5 S -A21% S=0.18% 5-0.10% Sb.50S IPo a IPo `� -AODM 1 NOL= 71 i>-0105 HGL-47085-470.56 HGL-410.18-0001 F� � \Y DRAINAGE/GRADING NOTES: 1. ME STORM DRANME DERIVE SNB PROVOED TO R N LOT HOVE SEEN DESIGNiD TO GRAY ME M]YtS ROM RHE OMLOPEO LOIS AS SNOMN, 2. RHE SPICE SOME HAVE BEEN LESIONED TO HAYS A MINIMUM OF 25% ANNBIE OPACITY TO AILOW NR ORONACE WINS ON USN LOT TO BE UUTTED TO N a PLOT 11E FUTURE IN GROUND AND ORMUNE AVWIS. 12- d=PIPE d PIPE LWMFUN 3, EACH LOT MIN ME CEVELOPMENI SWL DE QMDED TO DUN INTO WE DRAINAGE \ TAW .0 c STUBS PRWTOEO, DRVNVOE FROM MLMDUAL LITE WILL NOT BE ALLOWED TO DUN - a ONTO ANACFNT LOTS h117 h F L O, OPMBY ad=PIPE NFU LOT 12 1�'� aQw ala s wz M v[LDcm IJ4 AcaES e -3n ro. L14 AClAv S=SWPEN M 5=SLOPE OF %PE -� fl 086�Sp FT 50.181 Ep iT 5#Ylx Ifi' GAHIR 1 REcx 1 zsm 151euc \\ LOT 7OR W\ _ m0 1.]9 ACRES Ctl-Ib rfr El¢ygf 14a6 S 50.560 Sp FT Ca21] tla .21Ty LOT 13 OIDx� 122 ACRES R LOT 10 -_ W LOT 6 la•slug mae ACRES 132 ACR¢ O4 °1-1"6 a1 :a11 sp Er R ISG 5B,]zo 50 W LEN]I2 dvV6 Sb. Afp, mse Ac i ' L' oa-inBrn r TRACT n A LOT 5 AREA y5 / (COMMON ].0 AO.. Sfi3O]T SOI REYN 3 22'$NB 1]5.102.£0 FT 6H9 AC Ccnw aid 1 W=ISl tyaIV 002 ACS _1_ IfOLX 4 SS.XM Ix' me 0.73 - vk]zl ryv s -ow% ff9Y15 f6ACX 6 21' N6 .1 pr.15fi4 vh e rod snwx Iz' me 1s' mp oslnz rn p>am na a -2x6 an 0G4.10 an ro= LOT 4 s=osw s-�dsox 11.12 .4,. 1. .4,.=_a Er LOT 3 9p..m sp 6r LOT 2 O462 6 24.2 00 5p fT STORY RIAM CALCTHATED BY THE SCS METHOD PIPE III REAR DATA NO VRM 24 HOUR EVENT PROM I A 2,80 ac IRON 2 MEA --5.62 ac FROM 3 ARFA=8.84 Ic ' SUB -HASP! AREA TAM d=18' LONG. d-24' CONC. d=.ID' COOL rr � OREGON damn SHEET C20 W=127 Cs Od-C82 0h W=637 ch ]� Storm Drainage Analysis for ,a..��+...4-7 4...,, 15.16 ch Oc=8.61 ch 0:-1 1.27 cls tl 3,1 Ips Va311ps Vd 3.1 rys S=0.= S0 30 S=025% MG 3-1,34 « MG 12u=5.01 uc MX;=47216-412.63 HGL=4RU-41220 HGL 4]180-01.6] IRISH 4 ME 4 « REACH 5 MEA -2296 « REKK 6 ARG -26.11 « REACH 1 AREA -3.69 oc 4-30' DOW, d-36' CONC. d-42" COIL d=15' CPYC. P1x 11 cls Od=18.24 ds Otl 21 86 M 04-3 78 cic ,.727 SO FT Or -1121 cy M=27.09 c& 0-33 08 c6 Q-4 52 do W=31 UP Vd=kffps Vd-3.5'Pa VN -4 16 1ps 5 S -A21% S=0.18% 5-0.10% Sb.50S IPo a IPo `� -AODM 1 NOL= 71 i>-0105 HGL-47085-470.56 HGL-410.18-0001 F� MG 9=G13 ca DRAINAGE/GRADING NOTES: 1. ME STORM DRANME DERIVE SNB PROVOED TO R N LOT HOVE SEEN DESIGNiD TO GRAY ME M]YtS ROM RHE OMLOPEO LOIS AS SNOMN, 2. RHE SPICE SOME HAVE BEEN LESIONED TO HAYS A MINIMUM OF 25% ANNBIE OPACITY TO AILOW NR ORONACE WINS ON USN LOT TO BE UUTTED TO N a 11E FUTURE IN GROUND AND ORMUNE AVWIS. 12- d=PIPE d PIPE LWMFUN 3, EACH LOT MIN ME CEVELOPMENI SWL DE QMDED TO DUN INTO WE DRAINAGE \ .0 c STUBS PRWTOEO, DRVNVOE FROM MLMDUAL LITE WILL NOT BE ALLOWED TO DUN O AB Spx ONTO ANACFNT LOTS h117 h LOT14 x.00 MR 105,255 50 FT 63p _ BE ABWpOHEp -' LOT i �± sw AC9Es zzp,lpo so Fr IIEVI510 etiaz m s. 3/11/al SUB -HASP! AREA TAM � OREGON damn SHEET C20 ARG 1-1 4 « « MR IR4.62 �ss�,z,� Suite 200 y. � ]� Storm Drainage Analysis for ,a..��+...4-7 4...,, a., 3- ,34 MG 1a-146 uc MG 11-1056 oc MEA 2=LI4 a MG 12-281 ac MG 3-1,34 « MG 12u=5.01 uc A : MR 1-I 31 a MG I] 168 « LOT 11M 5=115 as xla.A w-1 n « 77 Ace¢ MG 6=Ra1 « MR Is-D.Iz « ,.727 SO FT MG T-1I'S I « NffA I6=307 « 5 MG 8-208 ac ARR 11-1.68 a -AODM 1 MG 9=G13 ca I -322 1EGEND a 12- d=PIPE d PIPE LWMFUN Srzrz ryc \ .0 c OEYv MG Od-PIPE O AB Spx h117 h F L O, OPMBY ad=PIPE NFU LOT 12 1�'� s wz M v[LDcm \ vV S=SWPEN M 5=SLOPE OF %PE fl 086�Sp FT ( �\ EVENT) NGLy1NR000 GRADE UNE (10 1 EVENT) ELEI-EC0SMRM MCI, W\ m0 14a6 LOT 13 OIDx� 122 ACRES LOT14 x.00 MR 105,255 50 FT 63p _ BE ABWpOHEp -' LOT i �± sw AC9Es zzp,lpo so Fr IIEVI510 s. 3/11/al � OREGON damn SHEET C20 a.Q,,,a,� 4- 1410 Oak Street, .. .. �ss�,z,� Suite 200 y. � Storm Drainage Analysis for ,a..��+...4-7 4...,, a., 3- ........ .... .,. I SITE REVIEW LULU BUSINESS PARK v �- S.E.1/4 S.E.1/4 SEC.30, 7.17S. R.2 W.,W.M. TAX LOT 400, 300 SPRINGFIELD, LANE COUNTY, OREGON w �p To Foul LEGEND I � III h CI it w B I y z -`--"-'- y "l I_ ill A6llLENr aISPIRT6 Ill a SITE REVIEW LULU BUSINESS PARK v �- S.E.1/4 S.E.1/4 SEC.30, 7.17S. R.2 W.,W.M. TAX LOT 400, 300 SPRINGFIELD, LANE COUNTY, OREGON w �p To Foul LEGEND y z -`--"-'- PARTNG BOUNDARY A6llLENr aISPIRT6 I o — — — — EXIS➢NG CAB UNE a Obi _ +e- EXISBNC FENCE >•1" O � 0'W — EXI9P6 MER MAN Q EXISIING WATER BEEN fJ EXISIIXC WAiEx VAV_ r^ E%IENNS GIRL HINT 11✓l1'� IrY r^l "w w -Le wa — EUIUrNC MTiE AIER STEM Q © amNGILEA,DA Z o 2 0 FMI.NG Rax. AUMN4: s .l N EMSNICAicN MAEN �� \� a EXISRNG CAN I gyp EXImNC STREET UGH �1 --BGE— EASING LNDERGREA) RECIRIC © EARTHS TRANSFORM -R _ PERIM ipFPHONE PEDESTAL —Pxx— EXISTING TF RIDNE LINE 1"M Ell — —DUR— — — "I GAS MAIN [M EXISTING GB V A PASPOSED WATER METER —BDDl— PMPCSPI WART VATw LNE ® PROPOSES WASIEWAiER MMI 0 PROPGSED ICBEWATER CLANGUi —115r PROPOSED MUSEUM UNE ® PxOPCS 0 STORM MIa ® PROPAED SAM GLEANON b T 3 9 PROPOSED CURB wE] M c a w ® 'AYES AREA N 0 soEwux DPLANER STEP EUDIN. GWGBEIE 74TEUCG_ SITE REVIEW PNN SET -NOT FOR CONSTRUCTION SHEET C-3.0