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HomeMy WebLinkAboutApplication APPLICANT 8/17/2021City of Springfield Development & Public Works 225 Fifth Street Springfield, OR 97477 Discretionary Use SPRINGFIELD w 6 Required Project Information (Applicant., Applicant Name: Bruce Wechert complete this section) I Phone: 541-686-9458 Company: Bruce Wlechert Custom Homes, Inc. Fax: Address: 3073 Skyview Ln., Eugene, OR 97405 Applicant's Rep.: Anthony J. Favreau Phone: 541-683-7048 Company: The Favreau Group, LLC Fax: Address: 3750 Norwich Ave., Eugene, OR 97408 Property Owner: Same as applicant Phone: Company: Fax: Address: ASSESSOR'S MAP NO: 18-20-05-23 TAX LOT NOS :' ''. 00204 Property Address: Size of Pro ert : 32,049 Acres ❑ Square Feet Description of If you are filling in this form by hand, please attach your proposal description to this application. Proposal: 20 Unit Apartment complex Existing Use:vacant Si natures: Please sign and Drint Mour name and date in the aricirociriate Required Project Information (City Intake Staff., Associated Applications: box on the next a e. complete this section) Signs: Case No.: Date: Reviewed by: Application Fee: $ Technical Fee: $ Posta a Fee: $ TOTAL FEES: $ PROJECT NUMBER: Revised 1/1/06 Molly Markarian 1 of 4 Owner Signatures This application form Is used for both the required pre -submittal meeting and subsequent complete application submittal. Owner signatures are required at both stages in the application process. An application without the Owner's original signature will not be accepted. The undersigned acknowledges that the Information In this application is correct and accurate for scheduling of the Pre- Submittal Meeting. If the applicant is not the owner, the owner hereby grants permission for the applicant to act in his/her behalf. I/we do hereby acknowledge that I/we are legally responsible for all statutory timelines, information, requests and requirements conveyed to my representative. Date: Signature 1 represent [his application to be complete for submiRal to the City. Consistent with the completeness check performed on this application at the Pre-SubmlBal Meeting, 1 affirm the Information identified by the City as necessary for processing the application Is provided herein or the Information will not be prowCedd not otherwise contained within the submittal, and the City may begin processing the application with the Information as submitted. This statement serves as written notice pursuant to the requirements of ORS 227.178 pertaining to a complNe appllu Owner: Date: 0 2 Signature Rlwaed 10.14.11 Rl 2&6 HORACE APARTMENTS DISCRETIONARY USE NARRATIVE July 28, 2021 Assessor's Map: 18-02-05-23 Tax Lot 0204 Applicants: Bruce Wiechert Custom Homes, Inc. 3073 Skyview Lane Eugene, OR 97405 (541) 686-9458 Applicant's Representative: The Favreau Group 3750 Norwich Ave. Eugene, OR 97408 541-683-7048 Attn: Tony Favreau DISCRETIONARY USE REQUEST The applicant proposes to construct an 8 -unit apartment building on the subject site. A shed roof is proposed instead the roof design as stated in Springfield Code 3.2-240.D.2.b. "Roofs shall have gable, hip, or gambrel forms (minimum pitch 3 to 12) with at least a 6 -inch overhang" The Planning Commission may approve adjustments to the multifamily design per the City code below. Please see the responses below to the applicable code sections. 3.2-245 Multi -unit Design Standards—Alternative Design Discretionary Criteria A. Description. The Planning Comrnsston may approve adjustments to the multifamily design standards Listed in Section 32 240 that predude romp/iance under section 3.2-250. In addition, the applicant may chose this Type III Discretionary Lke procedure when proposing an innovative design that may prelude compliance with one or more ofthe design standards under Section 3.2-240. The multifamny design standards are: Building Orientation Building Fom i; Storage,' Transition and Compatibility Between Multi -unit and LDR Development Open Space Landscaping, Pedestrian Circulation, Parking, and Vehimiar Crculation. The Planning Commission shall And that the application complies with or exceed; the criteria for each applicable design standard Criteria for design standards not relevant to the application shall not require a finding by the Planning Commission, unless the guidelines in Subsections B through I are implemented B. Building Orientation. The Planning Commission shall 5nd that the proposed design contributes positively to the neighborhood and overall streeisrape by carefully relating building mass, frontages, entries, and yards to streets and to adjacentproperbes. This criterion may be met by complying with the Section 3.2-240D. 1., Section 3.2-250 or by considering the following guidelines: 1. Orient buildings to an interna/circulation system that mania a public street in appearance (inchiding butnot limited to sidewalks, landscaping, cross -walks, lighting, parallel perking), and does nntdimmish the appearance and safety ofabutting primary public streets. Erarryr/es of diminished appearance'include a fence along the sidewalk that isolates pedestrians between it and the street, the location oftiash necepbdes, utlity vaults, etc. in the 'rear yard (abutting a public street); and similarimoacts on the streetscape. Response: The site plan complies with this section. 2 Other design elements thatpm vide erceptonal design, and on balance, justify approval of the development with less than full compliance with the building orientation standard Examples ofsuch design elements include protection of natural and cultural resources; m minizatron ofslope and tree cutting impacts; provision ofpedesbran amenities along the public street, and similar public benebts that elfectvely accompbsh the intentof the standard Response: The site plan complies with this section. C. Building Farah. The Flanning Commission shall bnd that bhe proposed design promotes building fours thatcontiibute positively to a sense ofneighborhood and to the overall streeiscape. This criterion may be met by complying with the Section 32 2400.2., Section 32- 250 or by considering the following guidelines: 1. Design exterior building elevations to avoid large expenses ofunintemupted building surfaces. Response: The site plan complies with this section. 2 Depict building scale consistent with nearby buildings,' kale'reLates to the sim of various features (including, but not limited to entries, roofsurfaces, fagades, windows and materials) as compered to those features on nearby buildings. Response: The site plan complies with this section. 3. Ftovide transitions to nearby buildings by massing "mass're/ates to the overall size or bulk ofa building or its pnnapal parts. Response: The site plan complies with this section. 4. %aide porches, bays, and balconies thatcomp6mehtnearhy buildings. Response: The building plan complies with this section. 5. %vide mof variations through offsets, breaks and/or extensions Response: The shed roof design provides roof variations through offsets and breaks. See attached elevation views of the proposed building. 6. %vide tiansitun between the multi-unitsite and LDR areas. Response: The site plan complies with this section. 7. Enhance solar access protection and/orencrzgy conservation. Response: The site plan complies with this section. 8. Flatect onsite and offsite natural and designated historic features Response: The site plan complies with this section. A Ho vide humanscaLd architectural detail Response: The site plan complies with this section. 10. Hovide visual vanety in ekvatuns, architectural details, mors, and rnateria/s, compatible wi6 existing developr nt Response: The site plan complies with this section. Project: 401' Street Mini Warehouse Location: Kathryn Ave and 40" St. —Springfield, OR Date: Lune 25, 2021 Prepared by: Dylan McIver, EIT Scott [NPUeignM by Reviewed by: $Cott Morr6, VE Scott Morris, PE Morris, PE a�al Type of Project: Heavy Industrial ,° ,p �+ @ O Engineering LLC Storm Water Design Report — 40' Street 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 401' 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 corner of lot 8. Both stubs route the stormwater 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" St. where curb inlets will then route the runoff into the same pipe system that discharges into the ponds to the east. The original I.P. Hammer 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 / Methodolo¢y The City of Springfield requires the design rate to be the 24-hour, 2 -year event. 24 Hour, 2 Year Rainfall - 3.3" Storm Distribution: Type lA — 24 Hour CN — 98 for paved/roof areas/planter area Analysis Model: Santa Barbara Urban Hydrograph (HydroCAD software) BMP Design / Analvsis 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 Source Mechanical 28,920 sf 24.8 Site Impervious Surface Vegetative 36,409 sf 31.2 Site Impervious Surface None 40,309 sf 34.5 Roofs None 11,103 sf 9.5 Setback Planters/Site Entrances Total: 116,741 sf 100% 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 391' St., Kathryn Ave., and 40" St. Per City of Springfield design standard 3.02.6, a minimum of 50% of non -rooftop impervious area most 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. Lot 8 1 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 (so Depth (ft) Invert (ft) Voids (%) Storage Volume i Open storage 478.00 3 478.00 100 1,434 Imported Soil 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 (it) Peak Elevation ft Storm Planter 2 -year — 3.3 in/day 479.24 481.00 The following is a summary table for post -development peak elevation during the water quality storm event: Facility Storm Event Post Construction Overflow Pipe in/day 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 ]5 O 1 1jlss� ��o}wxn M[w!/`n�Tcass man �e �HI 31R Yb 1n7.cmm conn � Subcat Reach on Link Routing m mmrM Diagrafor Xaerlustrial-05-20-2021 Prepared by Olson & Morns, Printed 8/25/2021 xydroCAM 10.10da 4.04993 0 202011ydro AD Soaware So N. LLC Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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" 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 Hydrograph 0.01R::y 0.009 Type IA 24 -hr 0.008ear Rainfall=3.30" 0.007 unoff Area=626 sf 0.006ff Volume=0.003 of unoff Depth>2.13" 0 0.005 Tc=5.0 min LL 0.004 CN=74/98 0.0030.002 0.001- I -------- 1 12 13 14 15 16 17 18 1 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 0 2 -- 0 18 CfS-------------------,--- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff 0.18 Type IA 24 -hr 0.16---r-- — 2 -Year Rainfall=3.30" 0.14 + Runoff Area=10,422 sf 0.12 --------- -- Runoff Volume=0.049 of 0.1- Runoff Depth>2.46" o Tc=5.0 min L LL 0.08 CN=0/98 n nal ---L---. -__ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 14.1196 Pervious Area 3,044 98 85.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Basin 2 Hydrograph 0.06 0.06CfS-------------'----------- —Runoff 0.055 Type IA 24 -hr 0.05 2 -Year Rainfall=3.30" 0.045 ------ - Runoff Area=3,544sf % 0.04 ---,------ - Runoff Volume=0.015af 0.035 Runoff Depth>2.24" 0 0.03 ------ - Tc=5.0 miry LL 0.025 --- -- CN=74198- 00.01 0.01 0.005 1 12 13 14 15 16 17 18 1 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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" 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 0.01-1--- --------------------------- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0.09 0.08cfS -------- —Runoff 0.08 Type IA 24 -hr 0.07 2 -Year Rainfall=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 U- CN=0/98 0.01-1--- --------------------------- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 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" 11,578 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: Basin 4 Hydrograph 0.22 0.20 cfs -Runoff ' ` Type IA 24 -hr 0.18---+ --------------- 2 -Year Rainfall=3.30" 0.16 Runoff Area=11,578 sf w 0.14 ----- ---------------Runoff Volume=0.054 of 0.12 - Depth>2.46" 0 ,Runoff 0.1 Tc=5.0 min LL 0.08 CN=0/98 ----------- ------------------------ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 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" 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 (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 9S: Basin 5 Hydrograph ------------ —Runoff 1 12 13 14 15 16 17 18 1 Time (hours) 0.07 Type IA 24 -hr 2 -Year Rainfall=3.30" 0.06 ----------- ' ---Runoff Area=4,412 sf Runoff Volume=0.020 of w 0.05 Runoff Depth>2.41" 0 0.04 ---, Tc=5.0 min CN=74/98 0.03 0.02 --- -- 0.01---I---------------------------I--- 1 12 13 14 15 16 17 18 1 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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" 6,099 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: Basin 6 Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 9 Summary for Subcatchment 11S: Basin 7 Runoff = 0.15 cfs @ 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" 8,347 98 Paved parking, HSG C 8,347 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 11S: Basin 7 Hydrograph 0 16 0 1F rfcI ------------------- -- Type 24 -hr 2' -Year Rainfall=3.30" Runoff Area=8,347 sf Runoff-Depth>2.46" Tc=5.0 min ---------------------------------CN=----- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff 0. 14 ------- 0.12 --- m 0.1 ------- U 0.08 - I o a n -- Type 24 -hr 2' -Year Rainfall=3.30" Runoff Area=8,347 sf Runoff-Depth>2.46" Tc=5.0 min ---------------------------------CN=----- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 10 Summary for Subcatchment 12S: Basin 8 Runoff = 0.06 cfs @ 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" 3,331 98 Paved parking, HSG C 429 74 >75% Grass cover, Good, HSG C 3,760 95 Weighted Average 429 74 11.4196 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 —Runoff 0.014------------- 1 12 13 14 15 16 17 18 1 Time (hours) Type IA 24 -hr 2 -Year Rainfall=3.30" 0.05 - Runoff Area=3,760 sf Runoff Volume=0.016 of w 0.04 Runoff Depth>2.28" 0 0.03 _ __ Tc=5.0 min LL CN=74/98 n n9 -------, ------------- 0.014------------- 1 12 13 14 15 16 17 18 1 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" 7,871 98 Paved parking, HSG C 7,871 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 13S: Basin 9 Hydrograph 0 -14 - 014 ------ cfs —Runoff ----- ---- 0.12- 0.1- 0.08' - Type IA 24 -hr ----2'-Year Rainfall=3.30" Runoff Area=7,871 sf Runoff Volume=0.037 of Runoff Depth>2.46" 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) 0.120.10.08 --,----- ' 0 LL n nI; - ---. Type IA 24 -hr ----2'-Year Rainfall=3.30" Runoff Area=7,871 sf Runoff Volume=0.037 of Runoff Depth>2.46" 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) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 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" 5,342 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Basin 10 South Half Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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" 4,000 98 Paved parking, HSG C 4,000 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: Basin 11 Hydrograph —Runoff Type 24 -hr 2 -Year Rairi 0.06 11 Runoff Area=4,000 sf % 0.05 Runoff Volume=0.019 of Runoff Depth>2.46" 0 0.04 Tc=5.0 min LL n ns -- CN=0/98 0.01-1 --- 'I--------------------- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 Pervious/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" 6,238 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 16S: Basin 12 South Half Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 15 Summaryfor 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, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" 5,860 98 Paved parking, HSG C 5,860 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 17S: Basin 13 Hydrograph 0.11 ---- 0.10 cfs I------------- — Runoff 0.1 Type IA 24 -hr Runoff Area=5,860 sf Runoff Volume=0.028 of Runoff Depth>2.46" 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) 0.09 --- 0.08--- m 0.07 --- 0.06 10 0.05 --- LL n nn Runoff Area=5,860 sf Runoff Volume=0.028 of Runoff Depth>2.46" 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) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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" 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 Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 18S: Basin 14 Hydrograph 0.065---, 0.06 cfs 0.06 0.055 --- ------ - 0.05 --- ----- - - 0.045 w 0.04 --- ----- - ----------------- 0.035 - ----- -- ------ --- --- I - 0 0.03 --- ----- -- ---------------- 0.025 0.02 ---'r --------------- 0.015 ------- 0.01 0.005 TypeIA 24 -hr 2 -Year Rainfall=3.30" Runoff Area=3,579 sf Runoff Volume=0.016 of Runoff Depth>2.33" Tc=5.0 min CN=74/98 10 11 12 13 14 15 16 17 18 1 Time (hours) -Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 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" 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 Hydrograph 0.055 0.05 cfs —Runoff 0.05---, Type IA 24 -hr 0.045 ---, 2 -Year Rainfall=3.30" 0.04 ---Runoff Area=2,942 sf 0.035 Runoff Volume=0.014 of 0.03 Runoff Depth>2.46" Tc=5.0 min 0.025 LL CN=0/98 0.02 0.015 0.01 0.005 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 hrs 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 Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 20S: Stormwater Planter Hydrograph 0.025 w 0.02 ------ - ---- U 0 0.015 ----- - .2 0.01 - Type A .01 Q TypelA 24 -hr 2 -Year Rainfall=3.30" Runoff Area=1,650 sf Runoff Volume=0.008 of Runoff Depth>2.46" 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 Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" 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 Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" 5,342 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 35S: Basin 10 North Half Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 21 Summary for Subcatchment 36S: Basin 12 North Half 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" 6,238 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 36S: Basin 12 North Half Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 Paved parking, HSG C 5,884 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 38S: Basin 15 East Half Hydrograph 0.11-- —Runoff 0.10 cfs 0.1 - - Type IA 24--hr- 0 09 ---------- ---- ---- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2-Year Rainfall=3.30 0.08 - ----Runoff Area=5,884 sf w 0.07------ Runoff Volume=0.028 of 0.06 Runoff Depth>2.46" 0.05 ------ - - Tc=5.0 min LL 0.04 CN=0/98 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 Hammerind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Paae 23 Summary for Reach 2111: Lot 7 Storm Connection Inflow Area = 1.249 ac, 99.21 % Impervious, Inflow Depth > 2.45" for 2 -Year event Inflow = 0.96 cfs @ 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 2111: Lot 7 Storm Connection Hydrograph 1F-17 ----------------------- — Inflow Inflow Arca-'1.249 ac 'outflow Q 5 6 7 8 9 10 11 12 13 14 15 16 Time (hours) Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Paae 24 Summary for Reach 2211: Lot 8 Storm Connection Inflow Area = 1.239 ac, 98.0196 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 2211: Lot 8 Storm Connection Hydrograph 0.55 0.51 cfs - --- — Inflow 0.5 Inflow Area= ` - —Outflow -- ---- n as --- ---' ------,1.239 ac .4 ! 0.35 -- 0 0.3 0 0.25 n 9 - __--------- 0.15---, 0.1 1 12 13 14 15 1 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Paae 25 Summary for Reach 2511: Post Construction Inflow Area = 2.488 ac, 98.61 % Impervious, Inflow Depth > 2.41" for 2 -Year event Inflow = 1.46 cfs 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 0 Reach 2511: Post Construction Hydrograph — Inflow Inflow Ar$a=x.488 ac 'outflow 11 12 13 14 15 16 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 26 Summary for Pond 2912: 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'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow Max=0.05 cfs @ 7.90 hrs HW=476.01' TW=476.00' (Dynamic Tailwater) -1 =Culvert (Outlet Controls 0.05 cfs @ 0.60 fps) Pond 2912: MECH ST CB #5 Hydrograph 0.08 cfs - Inflow 0.08 ------' ----- '-- -, --,--- - Primary Infl'ow'Area=0.106 ac 0.07 peak Elev=476.03' 0.06 ---',------ 6.0" 0.05---,----------------------------,----R"rtd Culvert n=0--11 0 0.04 - --------------------- LL L=6.2' 0.03 -- -------------------- S=0.0032 '/' 0.02 ` --- ----------------` `-- 0.01 1 12 13 14 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 27 Summary for Pond 3012: 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 #1 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 pprimary Out Flow Max=0.14 cfs @ 7.90 hrs HW=476.42' TW=476.24' (Dynamic Tailwater) —1 =Culvert (Outlet Controls 0.14 cfs @ 1.47 fps) Pond 3012: MECH ST CB #6 Hydrograph 0.1 0.14 Inflow Area=0.192 ac 0.12 Peak Elev=476.43' 6.0" w 0.1 Round Culvert 0 0.08 n=0.011-- 0.06 L=79_4'-- I , S=0.0025''/' n na 1 12 13 14 15 16 1 Time (hours) — Inflow — Primary Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 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 af, 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'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow Max=0.09 cfs @ 7.90 hrs HW=475.61' TW=475.60' (Dynamic Tailwater) -1 =Culvert (Outlet Controls 0.09 cfs @ 0.73 fps) Pond MECH ST CB 1: MECH ST CB #1 Hydrograph 0.11cs - Inflow 0.1 -- InffovkArea=II.135-ac -Primary 0.09 Peak Elev=475.61' 0.08 `- `-- `-------- 6.0.1 w 0.07 --- Round Culvert 0.06 ----' -------------- ------Q.011 0.05 n u S=10.00-3:3' 0.04 -- 0.03 - -I30'.'/' 0.02 ---L -------- 0.01 `-- 0.01 -- ---r ------ --L-- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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' / 475.35' S= 0.0030'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow Max=0.00 cfs @ 7.90 hrs HW=475.73' TW=475.73' (Dynamic Tailwater) —1 =Culvert ( Controls 0.00 cfs) Pond MECH ST CB 2: MECH ST CB #2 Hydrograph 0.05 cfs — Inflow 0.055 0.05 - -'Area —Primary 1nfl' ow 0.068 ac 0.045 .---pea'k elev=475.74' 0.04 6.0.. w 0.035 Round Culvert 0.03 ---------'n=P•041 .2 0.025 LL T L=3,3' 0.02 --- S=0.0030''�� 0.015 --- 0.01 0.005 -------- ------------ 1 12 13 14 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 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= 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= 0.0023'/' Cc= 0.900 n= 0.005, Flow Area= 0.20 sf pprimary Out Flow 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------- 0.06 0.055 -- -------------------Jnilow,LArea=,0.082 ac 0.05 --------- - -- ----peak-Clev=475.91' 0.045 ----- T - w 0.04 Round Culvert 0.035 --- 0 0 03 n=0.005 0.025 b - T - - - T -- -'T- -- - -L=12.9' 0.02 -- -- ---S=0.0023 T 0.015 0.01 -- 0.005 1 12 13 14 Time (hours) — Inflow — Primary Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD 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-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 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 pprimary Out Flow Max=0.08 cfs @ 7.90 hrs HW=476.02' TW=476.00' (Dynamic Tailwater) -1 =Culvert (Outlet Controls 0.08 cfs @ 0.55 fps) Pond MECH ST CB 5: MECH ST CB #4 Hydrograph 011----- 0. 10 CfS - Inflow 0.1 -- w InfloArea=II.13b ac -Primary 0.09 Peak Efev=476.04' 0.08 - ------- 6.011 w 0.07 ` 0.06 Round Culvert 0. n=0.011 LL 05 -- 0.04 S-0.0025 0.03 � � - 0.02 0.01 -- 7 1 12 13 14 15 1 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pape 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-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 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 5.50'11 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= 0.90C 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" Diann. 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 90.0 100.1 120.0 128.0 Head (feet)= 22.00 20.00 18.00 16.00 15.00 14.00 12.00 8.00 6.00 5.00 -Loss (feet)= 0.00 0.02 0.02 0.08 0.12 0.17 0.29 0.36 0.4' 0.69 =Lift (feet)= 22.00 19.98 17.98 15.92 14.88 13.83 11.71 7.56 5.38 4.31 #3 Device 1 476.40' 8.0" Vert. 8" Pipe C= 0.600 Limited toweir flow at low heads rimary Out Flow 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) 9=Zoeller 268 Pump (Passes < 0.29 cfs potential flow) 2 3=8" Pipe (Passes < 0.33 cfs potential flow) iuxtfe HEE 9.64 Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Paae 33 U.Z 7 0.15 u 0.1 Pond PUMP CB 1: Catch Basin w/ Pump Hydrograph 0.27 cfs Inflow Inflow Area=0.833 ac Primary Peak Elev=476.72' Storage=0.001 of 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 pprimary Out Flow Max=0.03 cfs @ 7.90 hrs HW=479.23' TW=479.22' (Dynamic Tailwater) —1 =Culvert (Outlet Controls 0.03 cfs @ 0.29 fps) Pond ST CB 2: ST CB #2 Hydrograph — Inflow Area=0.086 ac — Primary �, � __ -. �„ ftAl w 0.04 --- ----------------------Round-Culvert V n=0.011 0 0.03 - LL L=20.4' 0.024-- -- f \ -- S=0.0025'/' 0.01-r------------------ ----------- 1 12 13 14 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow Max=0.14 cfs @ 7.90 hrs HW=479.40' TW=479.22' (Dynamic Tailwater) —1 =Culvert (Outlet Controls 0.14 cfs @ 1.32 fps) Pond ST CB 3: ST CB #3 Hydrograph 0.14 cfs — Inflow 0.14 — Primary InfloW, Area=0.181 ac 0.12 peak Elev=479.40' 6.0" U Round Culvert " 0.08 I - o n--0.0 ,� 1 - LL 0.06 --------i=-98. 4' S=0.0025' n nA l -------------------- 1 12 13 14 15 16 1 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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, Atten= 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 pprimary Out Flow 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 r InfDwArka-4-1-01-ac- —Primary 0.06 peak plev=479.30' 6.0" w 0.05 --------------------------------Round-Culvert U 0 0.04 n=0.011 0.03 r - L=6.0' S=0.0017 T nm J___. --- '_--- '_-- [fillI 1 12 13 14 Time (hours) Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 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'/' Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimaryOut Flow Max=0.18 cfs @ 7.90 hrs HW=479.33' TW=479.10' (Dynamic Tailwater) z-1=Culvert (Outlet Controls 0.18 cfs @ 1.60 fps) Pond ST CB 5: ST CB #5 Hydrograph 0.2 fs - Inflow 0.18P -Primary - Inflow Area -0.239 ac 0.16 Peak Efev=479.34` 0.14--- -6 0.. 0.12 Round Culvert 0 0.1 n=0.011 LL 0.08 L=89.1' 0.06 S=0.0025'/' 0.04-- -----------r---r--- nm----------------------------- 1 12 13 14 15 16 1 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow Max=0.00 cfs @ 7.91 hrs HW=479.10' TW=479.11' (Dynamic Tailwater) —1 =Culvert ( Controls 0.00 cfs) Pond ST CB 6: ST CB #6 1 12 13 14 Time (hours) Hydrograph 0.06 0.06 cfs — Inflow 0.055 —Primary Inflow Area= 0.081 ac 0.05 peak-lev=49.-29' 0.045 0.04 ---------fiIl 0.035 --,----- ------,----, Rownd-Etfluert 0.03 n=0.0 0 0.025 -----------------------------', t�--1 §' 0.02 S=10.103; 'r 0.015 b -' -' 0.01 ------b b ---------------- 0.005 - ---'------- ----------- 1 12 13 14 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 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'/' Cc= 0.900 n= 0.005, Flow Area= 0.20 sf pprimary Out Flow Max=0.00 cfs @ 7.90 hrs HW=478.79' TW=478.85' (Dynamic Tailwater) -1 =Culvert ( Controls 0.00 cfs) Pond ST CB 7: ST CB #7 Hydrograph 0.09-- 0.08 cfs-------------------------- -Inflow 0.08 Inflow Area=0.106 ac - Primary 0.07---------tre-tire.--A7a'3W _ 0.06 r 6.0" 0.05 I - -- --- Round, Culvert 0 n=0.005 0.04 ---- u L=1.0' 0.03-- -- I I S=6.0000 '/' 002 b 0.01-} 1 12 13 14 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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.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) Elevation Sud.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 Sud.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 Sud.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 Hamme rind ustrial - 05-20-2021 Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 41 primary Out Flow Max=0.14 cfs @ 6.60 hrs HW=478.01' TW=476.62' (Dynamic Tailwater) L11 =Perf Pipe (Exfltration Controls 0.14 cfs) econdary Out Flow Max=0.13 cfs @ 8.41 hrs HW=479.24' TW=476.72' (Dynamic Tailwater) 2=Overflow pipe ( Controls 0.00 cfs) 3=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 cfs) Pond Storm Planter: Stormwater Planter Hydrograph 0.7 0.63 cfs U. b- 0.5- 0.4 0 0.27 cfs LL 0.3 t 0.2 0.14 0.13 cfs 0.1- 0- 5 .105 6 7 8 9 Inflow Area=0.833Ac Peak Elev=479.24' Storage=1,392 cf 11 12 13 14 15 16 17 18 Time (hours) — Inflow Outflow — Primary — Secondary Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" 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, 0.002---, 0.0 0.002 --- ` ------ 0.002 ---------- 0.001 w 0.001 ---' I 0.001 LL 0.001 0.001 0.000 0.000 Subcatchment 1S: Basin 16 Hydrograph cfs------------------ —Runoff - ----------------- --Type IA 24 -hr ------------------- ',Water Quality Rainfall=0:83"- Runoff Area=626 sf Runoff Volume=0.001 of ------------------F--------Runoff Depth>0.-42"- Tc=5.0 m in _ CN=74198 -- - 1 12 13 14 15 16 17 18 1 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 43 Summary for Subcatchment 5S: 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" 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 0.04 cfs —Runoff 0.04 ---'--------------------------------------- 0 _ _ Type IA 24 -hr .035 Water Quality Rainfall=0.83" 0.03 Runoff Area=10,422 sf Runoff Volume=0.011 of w 0.025 Runoff Depth>0.53" I Tc=5.0 min 0 0.02 --- ----------CN=0198- LL 0.015 -- 0.01 --- --- 0.005 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 44 Summary for Subcatchment 6S: Basin 2 Runoff = 0.01 cfs @ 7.93 hrs, Volume= 0.003 af, Depth> 0.46" 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" 3,044 98 Paved parking, HSG C 500 74 >75% Grass cover, Good, HSG C 3,544 95 Weighted Average 500 74 14.1196 Pervious Area 3,044 98 85.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Basin 2 Hydrograph 0.012 0.01 Cfs ____________ —Runoff 0.011 - Type IA 24 -hr 0.01---------- -------------------'�- Water Quality Rainfall=0.83" 0.009 -------- --------------------,`--- Runoff Area=3,544 sf -� 0.008 - `----- ------------- Runoff Volume=0.003 of w 0.007 Runoff Depth>0.46" Tc=5.0 min 3 0.006 -------- ------------ C' N=74198 LL 0.005 --------------------------------------- 0.004 0.003 0.002 0.001 ------------------ 1 12 13 14 15 16 17 18 1 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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" 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 0.016 ---'.----------------------. Type IA 24 -hr Water Quality Rainfall=0.83" 0.014 -- ------------------ Rumoff Area=4,835 sf m 0.012 - _ _ _ _ _ Runoff Volume=0.005 of -- - -- Run--------- � off Depth>0.53" --------------------------- L ----- --- CN=0198 LL 0.008 --------------------` 0.006 -- --------------------------- 0.004 0.002 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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" 11,578 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: Basin 4 Hydrograph 0.045 0.04 cfs 0.04 ---'.----------------------. Type IA 24 -hr ' Water Quality Rainfall=0.83" 0.035 -- ------------------ Rurroff Area= sf m 0.03 - _ _ _ _ _ Runoff Volume=0.012 of -- - -- Run--------- � off Depth>0.53" 0.025 -- ----- -- ------------------7------ -- Tc=5.0 min CN=0198 ° 0.02 -- ------------------ ---------------------- 1L 0.015 -- --------------------------- 0.01 0.005 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" 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 (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 9S: Basin 5 Hydrograph 0.02 cfs —Runoff 0.016 r Type IA 24 -hr 0.014 --- --------------- Water Quality Rainfall=0:83"- 0.012 ___' __ Runoff Area=4,412 sf Runoff Volume=0.004 of w Runoff Depth>0.51" c 0.01 ---- --- I Tc=5.0 min 0 0.008 ------------------------ CN=74198- .2 0.006 --------------------------- 0.004 0.002 IL 1 12 13 14 15 16 17 18 1 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" 6,099 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 0 % 0 0 3 0 0 LL 0 0 0 0 Subcatchment 10S: Basin 6 Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 49 Summary for Subcatchment 11S: Basin 7 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" 8,347 98 Paved parking, HSG C 8,347 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 11S: Basin 7 Hydrograph U.Uo --- TYpelA24=hr Water Quality Rainfall=0.83" 0.025 -- -- -- -- ---Runoff Area=8,-34Tsf- Runoff Volume=0.008 of w 0.02 Runoff Depth>0.53" U I I Tc=5.0 min LL 0.015 --- ----------------------------- CN=0198_ 0.01 --- --- --------------I Q 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 50 Summary for Subcatchment 12S: Basin 8 Runoff = 0.01 cfs @ 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" 3,331 98 Paved parking, HSG C 429 74 >75% Grass cover, Good, HSG C 3,760 95 Weighted Average 429 74 11.4196 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 0.012 Type IA 24 -hr Water Quality Rainfall=0.83" 0.01 ---,------- --- Runoff Area=3,760 sf Runoff Volume=0.003 of w 0.008 -- - Runoff Depth>0.47 U I Tc=5.0 min 0 0.006 CN=74/98 LL 0.004 --- ----k--- Q 1 12 13 14 15 16 17 18 1 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 51 Summary for Subcatchment 13S: 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 98 Paved parking, HSG C 7,871 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 13S: Basin 9 Hydrograph 0.03 cfs —Runoff 0.03 -----------------'---- Type IA 24 -hr 0.025 -- ----- - ---------- Water Quality Rainfall=0.83" Runoff Area=7,871 sf Runoff Volume=0.008 of w 0.02 --- Runoff Depth>0.53" U Tc=5.0 min 0 0.015 -- CN=0198 LL 0.01 -- Q 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 52 Summary for Subcatchment 145: 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" 5,342 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 145: Basin 10 South Half Hydrograph Q 0.011E % 0.014 0.012 0 0.01 O.00E 0.00E 0.004 0.002 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 min CN=0198 J 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 53 Summary for Subcatchment 15S: Basin 11 Runoff = 0.01 cfs @ 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" 4,000 98 Paved parking, HSG C 4,000 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: Basin 11 Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0.016 ---, 0.01 CfS —Runoff 0.014 ---F-- --P---P---'--- Type IA 24 -hr Water Quality Rainfall=0.83" 0.012 ---,-- --i,1--------Runoff Area=4,000 sf - Runoff Volume=0.004 of w 0.01 --'� - - -- - -- --- --- ------'�---'�---- R-unoff-Depth50.-53"- o 5.0 T 0.008 --' ---' ---' --' ---I -----min o CN=0198 0.006 0.004 ---'--- -- - --- --------------------- 0.002 ---- -----------------------`--------- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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/Imperv., Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IA 24 -hr Water Quality Rainfall=0.83" 6,238 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 16S: Basin 12 South Half Hydrograph 0.024 0.02 cfs —Runoff 0.022 ---F-- -------- ------ F-----------r--Type IA 24=hr 0.02 ---,`-- ------------- Water Quality Rainfall=0.83" 0.018 Runoff Area=6,238 sf m 0.016 ------------ ---- Runoff Volume=0.006 of 0.014 _____ _ ______________ --------------- Runoff Depth.0.5 Tc=5.0 min 0 0.012 - ------ — ----------------- CN=0198 LL 0.01 0.008 --- ---- ----- --------------- --------------- 0.006 0.004 0.002 ---'�----------------------------------------------------- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 55 Summary for Subcatchment 175: 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 Paved parking, HSG C 5,860 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 0.024-1-7=0 0.022 -- ------ 0.011E JT 0.014 0.012 LL 0.01 O.00E 0.00E 0.004 0.002 Subcatchment 175: Basin 13 Hydrograph ----------- Type IA 24 -hr Water Quality Rainfall=0.83" ---------------------- Runoff Area=5,860 sf -------------------7----Runoff Volume=0.006 of Runoff Depth>0.53" 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 Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 Pervious/Imperv., 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 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 Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 18S: Basin 14 Hydrograph 0.01 CfS —Runoff 0.012------ - - -- -- -- - -- --- --Type IA 24 -hr Water Quality Rainfall=0.83" 0.01 -------Runoff Area=3,573sf- Runoff Volume=0.003 of w 0.008 --------- - -------------------Runoff-Depth>0.-49"- I Tc=5.0 min 0 0.006--', CN=74198 .2 0.004 ---' 0.0024 —,oe ------------ ------ 1 12 13 14 15 16 17 18 1 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 57 Summary for Subcatchment 19S: Basin 15 West Half Runoff = 0.01 cfs @ 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" 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, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Subcatchment 19S: Basin 15 West Half Hydrograph 0.012--- 0.01 CfS 0.011 0.01 Type IA 24 -hr Water Quality Rainfall=0.83" 0.009 ---�-- Runoff Area=2,942 sf 0.008---'�-- - -------------------F-- Runoff Volume=0.003af- 4 0.007, Runoff Depth>0.53" U 0.006 - -- - -- - min_ -------------------CN LL0.005 N=0- 98 -----------------'r -------------------------- 0.004 0.003 0.002 - --- -- 0.001 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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" 1,650 98 Paved parking, HSG C 1,650 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 20S: Stormwater Planter Hydrograph 0.001 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff 0.006 Type IA 24 -hr Water Quality Rainfall=0.83" 0.005 --- - -------------- Runoff Area=1,650 sf Runoff Volume=0.002 of w 0.004 ---,`- -----------------,`----- Runoff Depth>0.53" U I I Tc=5.0 min o 0.003 ---7----- -----------------7---------- CN=0198 LL 0.002 -------- -- ----------------------------- ------- 0.001 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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" 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 Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0.002 -------- 0.002 Type IA 24 -hr 0.001 Water Quality Rainfall=0.83" Runoff Area=2.680 ac 0.001 Runoff Volume=0.000 of --------------------- w Runoff Depth>0.00" 0.001 Tc=S.Ornin ---------------- I 0 0.001 CN=7410------------------------------- 0 0.001 0.000 0.000 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 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" 5,342 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 35S: Basin 10 North Half Hydrograph Q 0.011E % 0.014 0.012 0 0.01 O.00E 0.00E 0.004 0.002 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 min CN=0198 J 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 61 Summary for Subcatchment 36S: Basin 12 North 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" 6,238 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 36S: Basin 12 North Half Hydrograph 0.024 0.02 cfs —Runoff 0.022 ---F-- -------- ------ F-----------r--Type IA 24 -hr 0.02 ---,`-- ------------- Water Quality Rainfall=0.83" 0.018 Runoff Area=6,238 sf m 0.016 ------------ ---- Runoff Volume=0.006 of 0.014 _____ _ ______________ --------------- Runoff Depth.0.5 Tc=5.0 min 0 0.012 - ------ — ----------------- CN=0198 LL 0.01 0.008 --- ---- ----- --------------- --------------- 0.006 0.004 0.002 ---'�----------------------------------------------------- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 Paved parking, HSG C 5,884 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Subcatchment 38S: Basin 15 East Half Hydrograph 0.024--- 0.02 cfs 0.022 0.02 Type IA 24 -hr Water Quality Rainfall=0.83" 0.018---�--- Runoff Area=5,884 sf 0.016---'�-- - -------------------F-- Runoff Volume=0.006af- 4 0.014, Runoff Depth>0.53" U 30.012 - Tc=5.0 min -- - -- ---------------------------- 0 0.01 CN=0198 __ __ __________________'r --------------------------- a---'r__ 0.008 0.006 0.004 - --- -- 0.002 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 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, 99.2196 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 2111: Lot 7 Storm Connection Hydrograph 0.22 0.20 cfs ------------------ — ------ — Inflow 0.2 —Outflow 0.18 - 1.249 ac low ------ In_' Area - 0.16 -- ------- 0.14 . 0.12 -- 0 0.1 -- 0.08 0.06 -- F-- - n nA 1 12 13 14 15 1 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Paae 64 Summary for Reach 2211: Lot 8 Storm Connection Inflow Area = 1.239 ac, 98.01 °% Impervious, Inflow Depth > 0.52" for Water Quality event Inflow = 0.11 cfs 7.93 hrs, Volume= 0.053 of Outflow = 0.11 cfs 7.93 hrs, Volume= 0.053 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 2211: Lot 8 Storm Connection Hydrograph 0.12 J.II`l" 0.11 - -- ----- 0.1 0.09 -- --------- 0.08 - 0.08 0.07 -- 0 0.06 - - LL 0.05 0.04 --- 0.03 -------- 0.02 0.01 — Inflow -------- ---'---------- —Outflow low Area -'1.239 ac 1 12 13 14 15 1 Time (hours) Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Paae 65 Summary for Reach 2511: Post Construction Inflow Area = 2.488 ac, 98.6196 Impervious, Inflow Depth > 0.52" for Water Quality event Inflow = 0.31 cfs @ 7.93 hrs, Volume= 0.108 of Outflow = 0.31 cfs @ 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, dt= 0.05 hrs Reach 2511: Post Construction Hydrograph — —Inflow V31cfs fnflowArea=2.488-ac —Outflow IL- L -i-II- `- `- `- `----- 0.2 0.15 - - - - - - - ' LL i 0.1 - 1 12 13 14 15 1 Time (hours) Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 66 Summary for Pond 2912: 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 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= 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' / 475.70' S= 0.0032'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow Max=0.02 cfs @ 7.93 hrs HW=475.81' TW=475.65' (Dynamic Tailwater) —1 =Culvert (Barrel Controls 0.02 cfs @ 1.03 fps) Pond 2912: 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" w , Rownd Culvert 0.01 n=9.011 0.008 ------ 0.006 S=13-10orazl�r 0.004 --- --- - ------ 0.002 - - - 1 12 13 14 Time (hours) Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 67 Summary for Pond 3012: 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'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow Max=0.03 cfs @ 7.93 hrs HW=476.23' TW=476.00' (Dynamic Tailwater) —1 =Culvert (Outlet Controls 0.03 cfs @ 1.07 fps) Pond 3012: MECH ST CB #6 Hydrograph 0.03 cfs — Inflow 0.03 InflowrArea=0.192 ac —Primary 0.025 k-- -- peak Elev=476.23' 6.0" w 0.02 -Round Culvert U 0.015 n=0.011 LL L=79.4' 0.01 -- S=0.0025'/' 0.0054----- ----------- 1 12 13 14 Time (hours) Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 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= 475.32' @ 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'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow Max=0.02 cfs @ 7.93 hrs HW=475.32' TW=475.23' (Dynamic Tailwater) —1 =Culvert (Barrel Controls 0.02 cfs @ 1.14 fps) Pond MECH ST CB 1: MECH ST CB #1 Hydrograph 0.024 0.02 cfs 0.022 0.02 0.018 - 0.016 0.014 -- ----- 0.012 - ----- LL 0.01 0.008 -- - ------ -- 0.006 ---- ----- 0.004 0.002 — Inflow Inflow Area=0.135 ac — Primary Peak Elev=475.32' 6.0" Round -Culvert ---- n=0.i 11 L=3i.3' 5=13.003o'''r 1 12 13 14 Time (hours) Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 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-Stor-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' S= 0.0030'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow Max=0.01 cfs @ 7.93 hrs HW=475.43' TW=475.35' (Dynamic Tailwater) —1 =Culvert (Barrel Controls 0.01 cfs @ 0.93 fps) Pond MECH ST CB 2: MECH ST CB #2 Hydrograph 0.012 0.01 CfS — Inflow 0.011 — Primary 0.01 -- Inflow Area=0.068 ac 0.009 -- -- - ---- Peak Elev=475.43' 0.008 6.0" w 0.007 -- ------------- --Round-Culvert 0.006 n=0.i1 1 LL 0.005 L=3 3 0.003 ' 0.004 -' S=o.ao3o'''r + 0.002 0.001 --------------------- -------I---'--- 1 12 13 14 Time (hours) Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 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-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 pprimary Out Flow Max=0.01 cfs @ 7.93 hrs HW=475.64' TW=475.52' (Dynamic Tailwater) —1 =Culvert (Barrel Controls 0.01 cfs @ 1.05 fps) Pond MECH ST CB 3: MECH ST CB #3 Hydrograph 0.012 Infl'owArea=0.062 ac 0.01 ,' ---'-- --P-e k jev=475.64' 6.0" 0.008 ------------ ---------- --Rownd-Culvert 3j n=0.005 o 0.006 - - L --- u L=12.9' 0.004 -- --- -- S=0.0023 T N11ioz — 1 12 13 14 Time (hours) — Inflow — Primary Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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' / 475.39' S= 0.0025'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow Max=0.02 cfs @ 7.93 hrs HW=475.75' TW=475.72' (Dynamic Tailwater) —1 =Culvert (Outlet Controls 0.02 cfs @ 0.47 fps) IN 0.01E 0.011E 0.014 0.012 LL 0.01 O.00E 0.00E 0.004 0.002 Pond MECH ST CB 5: MECH ST CB #4 Hydrograph 0.02 cfs — Inflow Inflow Area=0.135 ac —Primary Peak Elev=475.75' 6.0" Round Culvert n=0.011 L=68.6' S=O. ��� 1 12 13 14 Time (hours) Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pape 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.Storage Storage Description #1 474.50' 0.002 of 2.00'W x 4.411 x 5.50'11 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= 0.90C 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" Diann. 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 90.0 100.1 120.0 128.0 Head (feet)= 22.00 20.00 18.00 16.00 15.00 14.00 12.00 8.00 6.00 5.00 -Loss (feet)= 0.00 0.02 0.02 0.08 0.12 0.17 0.29 0.36 0.4' 0.69 =Lift (feet)= 22.00 19.98 17.98 15.92 14.88 13.83 11.71 7.56 5.38 4.31 #3 Device 1 476.40' 8.0" Vert. 8" Pipe C= 0.600 Limited toweir flow at low heads rimary Out Flow 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) 9=Zoeller 268 Pump (Passes < 0.29 cfs potential flow) 2 3=8" Pipe (Passes < 0.05 cfs potential flow) iuxtte HEE 9.64 Designed By: DOM Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Paae 73 Pond PUMP CB 1: Catch Basin w/ Pump Hydrograph 0.05 0.05 cfs _------ 0.045 Inflow Area=0.833 ac 0.04 Peak Elev=476.52' 0.035 Storage=0.000 of 0.03 --- 0 0.025 0.02'. 0.015 0.01 ------ b----------------- ---- 0.005 -------------- - --- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Inflow — Primary Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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 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-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' / 478.80' S= 0.0025'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow Max=0.01 cfs @ 7.93 hrs HW=478.98' TW=478.96' (Dynamic Tailwater) —1 =Culvert (Outlet Controls 0.01 cfs @ 0.46 fps) Pond ST CB 2: ST CB #2 Hydrograph 0.01 CfS — Inflow 0.012 InflowrArea=0.086 ac —Primary 0.01 --- peak Elev=478.98' 6.0" 0.008 -- ----- -- --- Round Culvert 0 0.006 ----- n=0.011 u L=20.4' 0.004 -- S=0.0025'/' N11ioz 1 12 13 14 Time (hours) Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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, dt= 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'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow 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) M Q Pond ST CB 3: ST CB #3 Hydrograph 1 12 13 14 Time (hours) — Inflow 181 ac — Primary 6.0" Snd CJlvert n=0.011 L=98.4' S=0.0025'/' Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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' S= 0.0017'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow 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 ---`L I —Primary Infl'owArea=0.101 ac 0.014 -- - ---- I Peak 'k rgIev=47,8.7',8' 0.012 T- 5.II" 0.01 -- ------------------ Rotand-Culvert 0 0.008 n=0.011 LL 0.006 $- - fl.001TT 0.004 ` 0.002 - -- ---, -- 1 12 13 14 Time (hours) Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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, Atten= 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'/' Cc= 0.900 n=0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow Max=0.04 cfs @ 7.93 hrs HW=479.11' TW=478.87' (Dynamic Tailwater) z-1=Culvert (Outlet Controls 0.04 cfs @ 1.13 fps) Pond ST CB 5: ST CB #5 Hydrograph — Inflow Inflows Area=0.239 Ac —Primary ------------------------ -- Peak plev=41,9.1'',1' fi 011 Ro-Und-Culvert ;- n=0.011 L=89.1' -------------- S=0.0025'/' 10 11 12 13 14 15 16 17 18 19 20 Time (hours) U.U4 -- 0.035 ---, 0.03 ---, 0.025 ---' 0 0.02 --- u 0.015 0.01 0.005 I Pond ST CB 5: ST CB #5 Hydrograph — Inflow Inflows Area=0.239 Ac —Primary ------------------------ -- Peak plev=41,9.1'',1' fi 011 Ro-Und-Culvert ;- n=0.011 L=89.1' -------------- S=0.0025'/' 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 78 Summary for Pond ST CB 6: ST CB #6 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-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 478.87' @ 7.98 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'/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf pprimary Out Flow Max=0.01 cfs @ 7.93 hrs HW=478.87' TW=478.87' (Dynamic Tailwater) —1 =Culvert (Outlet Controls 0.01 cfs @ 0.38 fps) Pond ST CB 6: ST CB #6 Hydrograph ;fs------ — Inflow --- ow Are0.081aca= --- —Primary Infl 1 __beak-�lev=4�8.-�7- .--- IL ---Rownd-GUIvert ------ n=0.011 ---' -- L=2.9- ----------- S=0.0034'1' =2.9'--- ---S=0.0034'/' 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0.012 L 0.011 0.01 --- 0.009 0.008 ---, % 0.007 ---, 0 0.006 LL 0.005 --- 0.004 --- 0.003 0.002 ---- 0.001 Pond ST CB 6: ST CB #6 Hydrograph ;fs------ — Inflow --- ow Are0.081aca= --- —Primary Infl 1 __beak-�lev=4�8.-�7- .--- IL ---Rownd-GUIvert ------ n=0.011 ---' -- L=2.9- ----------- S=0.0034'1' =2.9'--- ---S=0.0034'/' 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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, Atten= 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'/' Cc= 0.900 n= 0.005, Flow Area= 0.20 sf pprimary Out Flow Max=0.02 cfs @ 7.93 hrs HW=478.46' TW=478.37' (Dynamic Tailwater) —1 =Culvert (Barrel Controls 0.02 cfs @ 1.11 fps) Pond ST CB 7: ST CB #7 Hydrograph 0.018 0.02 ow - cfs --- ---- - 0.016 Incl' 'Area -i3-. 1-0& ac 0.014--0eakElev=47,$ 4V 0.012 -- ------------- 6.0.. Roo -C rt 0.01 CJlve n=0.005 00.008 L=1.0' 0.006 --- - -- ------------------- S=0.0000 0.004 ------------- 0.002 .. 1 12 13 14 Time (hours) — Inflow — Primary Designed By: DOM Hammerind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 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, Atten= 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' @ 8.84 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) 0 0 825 1,238 cf Overall x 10.0% Voids #3 475.50' 248 cf Rock Chamber (Irregular) Listed below (Recalc) Elevation Sud.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 Sud.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 Sud.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 Hamme rind ustrial - 05-20-2021 Type IA 24 -hr Water Quality Rainfall=0.83" Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Pace 81 primary Out Flow Max=0.05 cfs @ 7.65 hrs HW=475.56' TW=476.52' (Dynamic Tailwater) L11 =Perf Pipe (Exfltration Controls 0.05 cfs) econdary Out Flow Max=0.00 cfs @ 5.00 hrs HW=475.50' TW=474.65' (Dynamic Tailwater) 2=Overflow pipe ( Controls 0.00 cfs) 3=2 -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 Hydrograph 0.14 ----- 0.13 cfs — Inflow — Outflow 0.12 Inflow Elev=476.20' — Secondary —Primary 0.1 Storage=172 cf w � 0.08 -- -- -I --, --1---i LL 0.06 0 05 cfs 2 .00 cfs u +rr+ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) Designed By: DOM Hammerind ustrial - 05-20-2021 Table of Contents Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC Ut1=l�Xa]�Ha]@YID@YF`: 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 Su bcat 10S: Basin 6 9 Su bcat 11 S: 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 Su bcat 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 Hammerind ustrial - 05-20-2021 Table of Contents Prepared by Olson & Morris Printed 6252021 HydroCAM 10.10-5a s/n 04993 © 2020 HydroCAD Software Solutions LLC 44 Subcat 6S: Basin 2 45 Subcat 7S: Basin 3 46 Subcat 8S: Basin 4 47 Subcat 9S: Basin 5 48 Subcat 10S: Basin 6 49 Subcat 11S: 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 Su bcat 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 0 0 a TL 4000 TL 4201 TL 4200 TL 4300 TL 4301 TL 2101 Qc=5.76 cfs Qc=8.67 cfs Qc=11.27 cfs �N \ LOT 9 Vd=3.7 fps 0.25 ACRES 11,062 SQ FT \ S=0.30% S=0.30% S=0.25% i HGL=472.76-472.63 HGL=472.43-472.20 5 la 1.46 A ~ I O 1 I ~LOT 8 1.34 ACRES 58,481 SO FT TL 4401 TL 4400 � I I- I TL 4500 I� I TL 4600 I I TL 4700 TL 4800 TL 4900 TL 5000 TL 5100 REVISIONS: LOT 7 1.34 ACRES 58,568 SQ FT LOT 6 1.34 ACRES 58,320 SQ FT 1. City Review 3-1-02 2. City Review 3-26-02 2" STUB !d=1.27 cfs !c=2.47 cfs d=3.21 fps SNB 1.27 cfs 2.47 cfs 3.21 fps LOT 5 1.29 ACRES 56,037 SQ FT REACH 2 2" STUB !d=1.27 cfs !c=2.47 cfs d=3.21 fps TL 402 1.14 AC -REACH 1 10" STUB Qd=1.08 cfs Qc=1.76 cfs Vd=3.29 fps 12" STUB Qd=1.27 cfs Qc=2.47 cfs Vd=3.21 fps 5=0.30% � REACH 3 O LOT 4 11.12 ACRES 484,378 SQ FT DATE: 2/11/02 PROJECT No: 3115 SCALE:HoRiz 1"=100' VERT: DRAWN BY: TCL DESIGNED BY: WRH/TCL CHECKED BY: SDM STORM FLOW CALCULATED BY THE SCS METHOD PIPE REACH FLOW DATA (10 YEAR 24 HOUR EVENT) REACH 1 AREA=2.80 ac REACH 2 AREA=6.62 ac REACH 3 AREA=8.84 ac d=18" CONC. d=24" CONC. d=30" CONC. Qd=2.27 cfs Qd=4.82 cfs Qd=6.77 cfs I� SCALE.• 1=100' 100' 0 100' 200' \ S _ DRAINAGE/GRADING NOTES: -\\ 1. THE STORM DRAINAGE SERVICE STUB PROVIDED TO EACH LOT HAVE BEEN DESIGNED `\ TO CARRY THE FLOWS FROM THE DEVELOPED LOTS AS SHOWN. 2. THE SERVICE STUBS HAVE BEEN DESIGNED TO HAVE A MINIMUM OF 25% AVAILABLE CAPACITY TO ALLOW FOR DRAINAGE BASINS ON EACH LOT TO BE ADJUSTED TO FIT THE FUTURE LOT GRADING AND DRAINAGE LAYOUTS. 18" CULVERT \ \ 3. EACH LOT WITHIN THE DEVELOPMENT SHALL BE GRADED TO DRAIN INTO THE DRAINAGE STUBS PROVIDED. DRAINAGE FROM INDIVIDUAL LOTS WILL NOT BE ALLOWED TO DRAIN 25.00' PUBLIC \ •'�; •, ` ` ONTO ADJACENT LOTS. ACCESS ' • `�c�\\ MAINTENANCE v EASEMENT \� 24" CULVERT ' • `�\ 12" SNB LOT \ qa=1.22 cts SUB -BASIN AREA TABLE 10.998 ACRES \ •• \� `\ qc=2.47 cfs AREA 1=1.34 ac AREA 10=4.62 ac 478,341 SQ FT \ \ys\ \ Vd=3.22 fps AREA 1a=1.46 ac AREA 11=10.56 ac AREA 2=1.14 ac AREA 12=2.87 ac ` AREA 3=1.34 ac AREA 12a=5.07 ac 10.56 AC \ AREA 4=1.34 ac AREA 13=1.68 ac 2-30" CULVERTS LOT 11 `\ AREA 5=1.35 ac AREA 14=1.37 ac 0.87 AC REACH 4 SNB 9.12 cfs 15.84 cfs 3.8 fps 16 0.77 ACRES\\ AREA 6=0.87 ac AREA 15=0.72 ac TRACT A 3'727 SO FT / ' ` AREA 7=11.31 ac AREA 16=3.07 ac \ COMMON AREA `\ AREA 8=2.08 ac AREA 17=1.68 ac REACH 7 \\ AREA 9=0.73 ac 3.10 ACRES 27" SNB 135,182 SO FT 15 \ ;• `\ \\ Qd=9.98 cfs Qc=17.59 cfs '•, , A\ \ Vd=4.51 fps 0.72 AC 12" srue •.;.• \ \ LEGEND S=0.20% '� Qd=1.59 cfs \ '•}} • `� \ A=AREA 0.73 AC i Qc=2.47 cfs ;.; \ \ 12" STUB d=PIPE DIAMETER 13 sa O o3oz rps `\� \\ Qd=1.59 cfs Qd=DESIGN FLOW FROM DEVELOPED AREA \ Qc=2.47 cfs Qc=PIPE FULL FLOW CAPACITY \ LOT 12 \ ` Sao30%tps Vd=DESIGN FLOW VELOCITY - - \ 1.42 ACRES \ \ \ S=SLOPE OF PIPE 61,866 SQ FT `x\ HGL=HYDROLIC GRADE LINE (10 YR EVENT) REACH 5 \ REACH 6 HGL=UPSTREAM ELEV.-DOWNSTREAM ELEV. � \ 24" STUB Qd=7.14 cfs `\\\ Qc=12.84 cfs 13 12" STUB 15" STUB Sda24.10%fps 1.22 ACRS Qd=1.92 cfs Qd=3.03 cfs 53,273 SQ FT Qc=2.26 cfs Qc=4.10 cfs ` Vd=2.95 fps Vd=3.41 fps } 12 \ � ` 5=0.50% 5=0.50% I---------� LOT 4t LOT 3 i 2.88 ACRES 2.08 ACRES 125,255 SQ FT ` 90,400 So FT LOT 2 ` 4.62 ACRES i - 6"Sp- \ ❑ �-� � \ O 201,305 SQ FT �- 10 TO BE ABANDONED 2 � \ \ \ I _ I 1 - LL LOT 1 \ T -__t-_-` 5.07 ACRES ' 220,700 SQ FT ,\ \ i ............"-_ TO BE ABANDONED i \ \ TO B ABANDONED -L____-- ------------- c M -Storm Drainage Analysis�l�psNxV '3�� �04 SHEET 1410 Oak Street, Suite 200 2 w for %ORIMJGIN� C20 Eugene, Oregon 97401 w�� Hammer Subdivision 40th St./Industrial Ave. of (541) 302-9790 Fax 485-3253 Springfield Lane County Oregon 11 EXP/RES 1202 22 Citv Proiect # P30282 Qc=5.76 cfs Qc=8.67 cfs Qc=11.27 cfs Vd=3.1 fps Vd=3.7 fps Vd=3.7 fps I� \ S=0.30% S=0.30% S=0.25% HGL=472.76-472.63 HGL=472.43-472.20 HGL=471.80-471.67 REACH 4 AREA=8.84 ac REACH 5 AREA=22.96 ac REACH 6 AREA=26.11 ac REACH 7 AREA=3.69 ac `\\ ` d=30" CONC. d=36" CONC. d=42" CONC. d=15" CONC. `\ Qd=6.77 cfs Qd=18.24 cfs Qd=21.88 cfs Qd=3.78 cfs Qc=4.57 \� Qc=11.27 cfs Qc=27.09 cfs Qc=33.08 cfs cfs \ \ \ \\ Vd=3.7 fps Vd=4.Ofps Vd=3.5 fps Vd=4.16 fps TL 2200 \ ` S=0.21% HGL=471.27-471.05 S=0.18% HGL=470.85-470.58 S=0.10% HGL=470.18-470.07 S=0.50% I� SCALE.• 1=100' 100' 0 100' 200' \ S _ DRAINAGE/GRADING NOTES: -\\ 1. THE STORM DRAINAGE SERVICE STUB PROVIDED TO EACH LOT HAVE BEEN DESIGNED `\ TO CARRY THE FLOWS FROM THE DEVELOPED LOTS AS SHOWN. 2. THE SERVICE STUBS HAVE BEEN DESIGNED TO HAVE A MINIMUM OF 25% AVAILABLE CAPACITY TO ALLOW FOR DRAINAGE BASINS ON EACH LOT TO BE ADJUSTED TO FIT THE FUTURE LOT GRADING AND DRAINAGE LAYOUTS. 18" CULVERT \ \ 3. EACH LOT WITHIN THE DEVELOPMENT SHALL BE GRADED TO DRAIN INTO THE DRAINAGE STUBS PROVIDED. DRAINAGE FROM INDIVIDUAL LOTS WILL NOT BE ALLOWED TO DRAIN 25.00' PUBLIC \ •'�; •, ` ` ONTO ADJACENT LOTS. ACCESS ' • `�c�\\ MAINTENANCE v EASEMENT \� 24" CULVERT ' • `�\ 12" SNB LOT \ qa=1.22 cts SUB -BASIN AREA TABLE 10.998 ACRES \ •• \� `\ qc=2.47 cfs AREA 1=1.34 ac AREA 10=4.62 ac 478,341 SQ FT \ \ys\ \ Vd=3.22 fps AREA 1a=1.46 ac AREA 11=10.56 ac AREA 2=1.14 ac AREA 12=2.87 ac ` AREA 3=1.34 ac AREA 12a=5.07 ac 10.56 AC \ AREA 4=1.34 ac AREA 13=1.68 ac 2-30" CULVERTS LOT 11 `\ AREA 5=1.35 ac AREA 14=1.37 ac 0.87 AC REACH 4 SNB 9.12 cfs 15.84 cfs 3.8 fps 16 0.77 ACRES\\ AREA 6=0.87 ac AREA 15=0.72 ac TRACT A 3'727 SO FT / ' ` AREA 7=11.31 ac AREA 16=3.07 ac \ COMMON AREA `\ AREA 8=2.08 ac AREA 17=1.68 ac REACH 7 \\ AREA 9=0.73 ac 3.10 ACRES 27" SNB 135,182 SO FT 15 \ ;• `\ \\ Qd=9.98 cfs Qc=17.59 cfs '•, , A\ \ Vd=4.51 fps 0.72 AC 12" srue •.;.• \ \ LEGEND S=0.20% '� Qd=1.59 cfs \ '•}} • `� \ A=AREA 0.73 AC i Qc=2.47 cfs ;.; \ \ 12" STUB d=PIPE DIAMETER 13 sa O o3oz rps `\� \\ Qd=1.59 cfs Qd=DESIGN FLOW FROM DEVELOPED AREA \ Qc=2.47 cfs Qc=PIPE FULL FLOW CAPACITY \ LOT 12 \ ` Sao30%tps Vd=DESIGN FLOW VELOCITY - - \ 1.42 ACRES \ \ \ S=SLOPE OF PIPE 61,866 SQ FT `x\ HGL=HYDROLIC GRADE LINE (10 YR EVENT) REACH 5 \ REACH 6 HGL=UPSTREAM ELEV.-DOWNSTREAM ELEV. � \ 24" STUB Qd=7.14 cfs `\\\ Qc=12.84 cfs 13 12" STUB 15" STUB Sda24.10%fps 1.22 ACRS Qd=1.92 cfs Qd=3.03 cfs 53,273 SQ FT Qc=2.26 cfs Qc=4.10 cfs ` Vd=2.95 fps Vd=3.41 fps } 12 \ � ` 5=0.50% 5=0.50% I---------� LOT 4t LOT 3 i 2.88 ACRES 2.08 ACRES 125,255 SQ FT ` 90,400 So FT LOT 2 ` 4.62 ACRES i - 6"Sp- \ ❑ �-� � \ O 201,305 SQ FT �- 10 TO BE ABANDONED 2 � \ \ \ I _ I 1 - LL LOT 1 \ T -__t-_-` 5.07 ACRES ' 220,700 SQ FT ,\ \ i ............"-_ TO BE ABANDONED i \ \ TO B ABANDONED -L____-- ------------- c M -Storm Drainage Analysis�l�psNxV '3�� �04 SHEET 1410 Oak Street, Suite 200 2 w for %ORIMJGIN� C20 Eugene, Oregon 97401 w�� Hammer Subdivision 40th St./Industrial Ave. of (541) 302-9790 Fax 485-3253 Springfield Lane County Oregon 11 EXP/RES 1202 22 Citv Proiect # P30282 - OP5 � — I — I� -- svQ — \\ \ GAS' AS ' --- GAS — GAS — — — —LOT 9 HI TL 500 PS I I I I III I I I III TIL 4001 I � � TIL 4000 LDR BASIN 1 10,422 SF 811511 13 5,880 SF BLDG #3 GROSS FLOOR AREA: 10,038 SQ.FT. ROOF AREA: 11,634 SQ.FT. BASH 4 11,578 SF BASIN 7 8,347 SF BLDG #2 GROSS FLOOR AREA: 9,269 SQ.FT. ROOF AREA: 10,731 SQ.FT. VIM 100AB41SF BASIN 2 3,544 SF ST CB — a ••• d. BASIN 3 �..'. 4,635 SF — ... . ST C8 so--- $3J as BASIN 5 \a ............ 4.527 —a ....... .. SF CB 4 AC 82.0 0( .... • SD • -. I BLDG #4 GROSS FLOOR AREA: 1 .'• BM g 4,635 SQ.FT AREA: Ir. SF ROOF OM6,099 SQ.FT. 1 tl SF CB L2 BASIN 8 � 8 g 3760 SF �a —m m SD BASIN a 7,871 SF BASIN 1 .' 826 —SD 11 SF LOT 6 HI TL 200 MAP #17-02-30 44 ARAMARK BUILDING BASH 14 3.578 SF BLDG #1 GROSS FLOOR AREA: 10,240 SQ.FT. ROOF AREA: 11,964 SQ.FT. 1BASIN 12 SIF BASIN 15 5,864 SF 5' PLANTER II I I I I I GA9 SITE REVIEW LULU BUSINESS PARK S.E.1/4 S.E.1/4 SEC.30, T.17S. R.2 W.,W.M. TAX LOT 400, 300 SPRINGFIELD, LANE COUNTY, OREGON SITE REVIEW PLAN SET —NOT FOR CONSTRUCTION I V SCALE 1"=30 J0l 0 30" 60' LEGEND --•--•--"— I UDR I ADJACENT PROPERTIES — > II II I it n I 8"W — I T. 4000 II EXISTING WATER METER LDR > I I II I Q^L8"WW II �I 'I I I © EXISTING CLEANOUT �24"SD I EXISTING STORM DRAINAGE SYSTEM ® EXISTING CATCH BASIN TL 4200 I EXISTING CURB INLET LDR S EXISTING STREET LIGHT UGE li I � I NI EXISTING TELEPHONE PEDESTAL TL 4000 I EXISTING TELEPHONE UNE LDR — — EXISTING GAS MAIN 'I EXISTING GAS VALVE N II I 8"WW I ® NI I TL 44o1 II 12"ST "I I ® PROPOSED STORM MANHOLE IDR I I O I >I a I II II �I l I I I i TIL 4000 LDR BASIN 1 10,422 SF 811511 13 5,880 SF BLDG #3 GROSS FLOOR AREA: 10,038 SQ.FT. ROOF AREA: 11,634 SQ.FT. BASH 4 11,578 SF BASIN 7 8,347 SF BLDG #2 GROSS FLOOR AREA: 9,269 SQ.FT. ROOF AREA: 10,731 SQ.FT. VIM 100AB41SF BASIN 2 3,544 SF ST CB — a ••• d. BASIN 3 �..'. 4,635 SF — ... . ST C8 so--- $3J as BASIN 5 \a ............ 4.527 —a ....... .. SF CB 4 AC 82.0 0( .... • SD • -. I BLDG #4 GROSS FLOOR AREA: 1 .'• BM g 4,635 SQ.FT AREA: Ir. SF ROOF OM6,099 SQ.FT. 1 tl SF CB L2 BASIN 8 � 8 g 3760 SF �a —m m SD BASIN a 7,871 SF BASIN 1 .' 826 —SD 11 SF LOT 6 HI TL 200 MAP #17-02-30 44 ARAMARK BUILDING BASH 14 3.578 SF BLDG #1 GROSS FLOOR AREA: 10,240 SQ.FT. ROOF AREA: 11,964 SQ.FT. 1BASIN 12 SIF BASIN 15 5,864 SF 5' PLANTER II I I I I I GA9 SITE REVIEW LULU BUSINESS PARK S.E.1/4 S.E.1/4 SEC.30, T.17S. R.2 W.,W.M. TAX LOT 400, 300 SPRINGFIELD, LANE COUNTY, OREGON SITE REVIEW PLAN SET —NOT FOR CONSTRUCTION I V SCALE 1"=30 J0l 0 30" 60' LEGEND --•--•--"— EXISTING BOUNDARY — — ADJACENT PROPERTIES — — — EXISTING CURB LINE x EXISTING FENCE 8"W — EXISTING WATER MAIN 0 EXISTING WATER METER ® EXISTING WATER VALVE by EXISTING FIRE HYDRANT Q^L8"WW — — — EXISTING WASTEWATER SYSTEM © EXISTING CLEANOUT �24"SD — — — EXISTING STORM DRAINAGE SYSTEM ® EXISTING CATCH BASIN Old EXISTING CURB INLET Q S EXISTING STREET LIGHT UGE EXISTING UNDERGROUND ELECTRIC EXISTING TRANSFORMER © EXISTING TELEPHONE PEDESTAL PHN EXISTING TELEPHONE UNE — —2"G— — — EXISTING GAS MAIN EXISTING GAS VALVE ® PROPOSED WATER METER 8"WW PROPOSED WASTEWATER UNE ® PROPOSED WASTEWATER MANHOLE ® PROPOSED WASTEWATER CLEANOUT 12"ST PROPOSED STORM UNE ® PROPOSED STORM MANHOLE ® PROPOSED STORM CLEANOUT O PROPOSED CURB INLET PAVED AREA OSIDEWALK OPLANTER STRIP EXISTING CONCRETE ENTRANCE Qj S qw' O o 4.e Old Q S Y o S S N C u 'o a m 3 a p r � > a �=�6e'� 31" me � •� as� � ��N'y ! � � m 9g ya Y 055 3§�x xeSv m �3sla �p���"Aeg£p•4 ias x d "xm I 0000000 I I I �� � ! •G � 1° .�l� is � o c a5 ,• 5 el ,a I I • m m ®.. _ _® ®1 1 � eq • � 5 f !� _ _ I e I I g 1 TZE VNEANGRGNP SITE PIAN/GRADING PIAN m CNIL ENGINEENNO NGRAGE STREET � �I,Nm m-,,,, �.�•,-oma ..., e.. mow, HORACE STREET APARTMENTSDRAINAGE STUDY July 27, 2021 SITE CHARACTERISTICS The subject properly is identified on County Assessor's Maps as 18-20-05-23-0204. It is located on the south side of Horace Street, east of Filbert Sl. The site is an open field and consists of about 0.74 acres. EXISTING HYDROLOGY The site is relatively flat and portions of the site drain to the north. PROPOSED HYDROLOGY There is approximately 18,204 square feel of impervious area that will be directed towards a filtration planter on site. The required size of the filtration planter was determined by the City of Eugene Stormwaler Surface Filtration/Infiltration Facility Sizing Spreadsheet and was sized for flow control. The required filtration planter is 1,450 square feel, with 1,589 square feel provided. Attached are the calculations. CONCLUSION Based on my calculations and the proposed drainage system is sized properly and will provide the necessary flow control. 20182410 OFFS ES, �o� PE'f' r OREGON J ti11.199h (VQ- /Vy �. FPS EXPIRES DEC. 31. 2021 ji1j.d.�— Stormwater Surface FiltrationAnfiltration Facility Sizing Spreadsheet 24 Hour Storm, NRCS Type 1 A Rainfall Distribution City of Eugene Name: Horace St.2 Unit Apmtmr Address: Horace Impervious Area CN=l Sorinafield. OR [Zip Codel or: Anthony J. Fayreau TY: The Fmmeeu Group Date: 7/8/2021 Permit Number: Permit CatchmentlD: Entire Subdivision Complete this form for each drainage catchment in the project site that is to be sized per the Presumptive Approach. Provide a distinctive Catchment ID for each facility coordinated with the site basin map to correlate the appropriate calculations with the facility. The maximum drainage catchment to be modeled per the Presumptive Approach is 1 acre (43,560 SF) =or infiltration facilities in Class A or B soils where no infiltration testing has been per romed use an infiltration rate of 0.5 in/for. For all facilities use a maximum soil infiltration rate of 2.5 in/hr for lommi/growing medium. loses'Ym' from the dmpdown loxes below next to the design standards requirements for this facility. Pollution Reduction (PR)Yes Flow Control (FC)j Yes Destination(DT) No 'Animiio-ationkciiiry rnuA1vrhsenas memr1l1Vrvem rroOcivsonmion 2qui2rrow Total Square Footage Impervious Area= =5 sgfl Total Square Footage Pervious Area= 14209 sqN Impervious Area CN=l 98 Flow Control Pervious Area CN=l 85 Total Square Footage of Drainage Area= 31925 sfi Time of Concentration Post Development= min Weighted Average CN=l 92 Pre�Development CN= 85 Time of Concentration Pre�Development= 10 min Tested Soil Initiation Rate= 1 rotor (Soo role 4) Destination Design=®iNhr Design Soil Infiltration Rate=Iin/hr Soil Infiltration Rate R uirement Rainfall De h Desi nStorm Stoma P011otlonlVuIlon 1.4inches Water Flow Control 3.6 inches Flood Control Destination I 3.6 inches Flood Control Facility Max. Ponding Depth in Stormwater Facility= Depth of Growing Medium (So ]/2]/2021-3:24 PM Facility Surface Facility Surface Pern Facility Bottom Facility Bottom Pern Ratio of Facility Area to Basin Vc Pollution Reduction-Calculation Results Peak Flow Rate to Stormwater Facility = 0.136 cfs Pik Facility Overflow Rate= 0.000 cfs Total Runoff Volume to Stormwater Facility 193] cf Total Overflow Volume= 0 cf Max. Depth of Stormwater in Facility= 2.0 in Drawdown Time= 02 hours Yes Facility Sizing Meets Pollution Reduction Standards? VES Meets Requirementof No Facility Flooding? VES Meets Requirement for Maximum of 18 Hour Drawdown Time? Flow Control-Calculation Results Peak Flow Rate to Stormwater Facility = 0.579 cfs Peak Facility Overflow Rate= 0.358 cfs Total Runoff Volume to Stormwater Facility= 718 cf Total Overflow Volume= 3297 cf Peak Off -Site Flow Rate Max. Depth of Sierra in Facility= in Filtration Facility Underdrain= 0.034 cfs Drawdown Timms hours Pre-Development Runoff Data Peak Flow Rate = 0.362 cfs Total Runoff Volume =1 5597 cf =Facility Sizing Meets Flow Control Standards? VES Meets Requirement for Post Development offsite flow less or equal to Pre-Development Flow? VES Meets Requirement for Maximum of 18 Hour Drawdown Time? Destination-Calculation Results Peak Flow Rate to Stormwater Facility = N/A cfs Peak Facility Overflow Rate= N/A cfs Total Runoff Volume to Stormwater Facility= N/A cf Total Overflow Volume= N/A cf Max. Depth of Stormwater in Facility- N/A in Drawdown Time= N/A lours N/A Facility Sizing Meets Destination Standards? =Meets Requirement of No Facility Flooding? L.2LAJMftt, Requirement for Maximum of 30 hour Drawdown Time? 7/0/2021-3:24 PM