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HomeMy WebLinkAbout2010-05-20 Stormwater Calculations Report Stormwater Calculations For: RETAIL FACILITY #8 ALDI, INC. OAK PARK HEIGHTS, MINNESOTA MAY 20, 2010 Project No. 10-12539 MANKATO FARIBAULT 1409 N Riverfront Dr 1415 Town S Ln www.is- Mankato, MN 56001 Faribault, MN 55021 )GROUP PH: 507.387.6651 PH: 507.331.1500 One firm -start to finish" FX: 507.387.3583 FX: 507.331.1501 AR(HITE(TS* ENG IN EERS9 PLANNERS* LAND SURVEYORS 9 S(IENTISTS (IDGROUP One firm - start to finish Signature Sheet I HEREBY CERTIFY THAT THESE CALCULATIONS WERE PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. Andrew T. Brandel, PE Project Engineer Reg. No. 47,078 I &S Group 1415 Town Square Lane Faribault, Minnesota 55021 Aldi, Inc. — Retail Facility #8 Oak Park Heights, Minnesota Engineer's Project Number: 10 -12539 Dated this day of May 2010 Aldi Oak Park Heights i Stormwater Report (IDGROUP One firm - start to finish" Table of Contents Page # Introduction 1 Existing Site Drainage Conditions 1 Proposed Site Drainage Conditions 2 Stormwater Calculations 2 Table 1.1 Impervious Area Calculations Table 1.2 Stormwater Runoff Comparison Table Appendix A — Ponding and Drainage Easement, Document 1176898 Appendix B — Goodwill Oakgreen Village Total HydroCAD Stormwater Drainage Calculations, prepared by Folz, Freeman, and Erickson, Inc dated 1 -24- 2007 Appendix C — HydroCAD Hydraulic Analysis — Existing Conditions Appendix D — HydroCAD Hydraulic Analysis — Proposed Conditions Appendix E — HydraFlow Storm Drain Analysis — Proposed Conditions Appendix F — Stormwater Pollution Prevention Plans (SWPPP) Aldi Oak Park Heights ii Stormwater Report (IDGROUP One firm - start to finish`" Introduction This stormwater management report was developed in conjunction with a site plan for a new Aldi Grocery Store to be located at PID 0502920110042 in Oak Park Heights, Minnesota. The 2.00 -acre property is located at the southeast corner of the intersection of 60 Street North and Novia Scotia Avenue North and is currently vacant. This project will include the construction of a new 17,886 square foot Aldi Grocery Store, 83 -stall parking lot, all necessary utilities, storm drainage, landscaping, and restoration. In conjunction with the completion of the site plans, hydraulic models and this drainage report were compiled to demonstrate the impacts of the proposed development on current and proposed drainage conditions. In doing so it was found that the stormwater management for the development of this parcel was constructed as part of the Stormwater Retention Pond that was constructed in conjunction with the Oakgreen Village and Goodwill Addition in 2007. This was determined after review of the Ponding and Drainage Easement Agreement, Document No. 1176898, and the Goodwill Oakgreen Village Total HydroCAD Stormwater Drainage Calculations, prepared by Folz, Freeman, and Erickson, Inc. dated 01/24/2007. These two documents demonstrate how both the necessary stormwater conveyance from the Aldi parcel to the existing stormwater pond and the necessary stormwater treatment are provided by this stormwater pond. The Ponding and Drainage Easement Agreement can be found in Appendix A, and the Goodwill Oakgreen Village Total HydroCAD Stormwater Drainage Calculations can be found in Appendix B of this report. This project is within the City of Oak Park Heights as well as the Middle St. Croix Watershed Management Organization (MSCWMO). Both the City and the MSCWMO's stormwater management and other applicable standards will be met with this plan. Since the project will disturb more than one acre, a MPCA/NPDES permit will be required in conjunction with plans incorporating applicable best management practices. Existing Site Drainage Conditions There is one main drainage pattern for this parcel (See Existing SWPPP, Appendix F). With the exception of 0.10 acres on the north and west sides of the parcel, the entire parcel currently drains to the south and east and into the existing storm manhole located approximately ten feet south of the southeast corner of the property. From this point the stormwater flows south within the inplace storm drain system and into the existing stormwater pond that was constructed with Oakgreen Village and Goodwill Addition. The entire storm drain system and pond are located within the Ponding and Drainage Easement, Document No. 1176898, discussed above and found in Appendix A. The existing site conditions are such that the existing lot area draining to this system consists of 1.90 acres with only 0.01 acres of impervious surfacing. Aldi Oak Park Heights 1 Stormwater Report G RO U P One firm - start to finish`" Proposed Site Drainage Conditions The development of this parcel will result in the construction of a 17,886 square foot Aldi Grocery Store, 83 -stall parking lot, and storm drainage constructed on the lot. Given that the stormwater management for the site is provided by the inplace pond, the site drainage for the parcel will ultimately flow into the existing storm manhole located approximately ten feet south of the southeast corner of the property as it currently does. There will be storm drainage throughout the site and this proposed system will route stormwater into the existing storm drain via connection to that manhole. The proposed conditions will result in a 1.85 -acre drainage area flowing to the storm drain system with 1.46 acres of it being impervious surfaces. Stormwater Calculations In conjunction with the completion of the construction plans for the Aldi project, calculations were performed for the site and for the existing and proposed stormwater facilities. These calculations were done using hydraulic models developed utilizing the design data and the HydroCAD and Hydraflow computer modeling systems. These models were used to provide sizing and analysis for the proposed storm drains and to determine whether the existing stormwater facilities were in fact designed to provide the necessary stormwater management for this site. In order to determine whether the stormwater management for this site was provided, the Goodwill Oakgreen Village Total HydroCAD Stormwater Drainage Calculations, prepared by Folz, Freeman, and Erickson, Inc. dated 01/24/2007 were reviewed and compared to the proposed design of the Aldi site. These calculations revealed that the existing pond was in fact designed to accept stormwater from the Aldi site and was designed to accommodate development of the Aldi parcel with 90% impervious surfaces. The proposed Aldi site however has only 78% impervious surfaces as shown on the proposed SWPPP found in Appendix F. Therefore, the development of this site for the Aldi Store will actually have lower impervious surface area by 0.34 acres as illustrated by the following Table 1.1. TABLE 1.1 - IMPERVIOUS AREA CALCULATIONS CALCULATIONS IMPERVIOUS AREA % OF SITE (ACRES) IMPERVIOUS POND DESIGN CALCULATIONS 1.80 90% APPROVED IN 2007 PROPOSED ALDI DESIGN CALCULATIONS 1.46 73% This reduction in impervious surfacing will also produce lower stormwater runoff levels leaving this parcel for all storm events than that which the pond was originally designed for. The following Table 1.2 provides a comparison of the runoff rates and volumes between the proposed Aldi site and the original design assumptions. Aldi Oak Park Heights 2 Stormwater Report (IDGROUP One firm - start to finish`" TABLE 1.2 - STORMWATER RUNOFF COMPARISON TABLE POND DESIGN CALCULATIONS PROPOSED ALDI DESIGN EVENT APPROVED IN 2007 CALCULATIONS RUNOFF RATE RUNOFF VOLUME RUNOFF RATE RUNOFF VOLUME 2 -YEAR 5.66 CFS 0.35 ACRE -FT 4.61 CFS 0.27 ACRE -FT 10 -YEAR 9.17 CFS 0.59 ACRE -FT 7.96 CFS 0.48 ACRE -FT 100 -YEAR 13.24 CFS 0.86 ACRE -FT 11.86 CFS 0.73 ACRE -FT Given that the proposed Aldi site results in lower stormwater runoff from that which the stormwater pond was designed for in 2007, adequate stormwater management for this project is provided by the existing pond; and therefore, no additional stormwater management will be required with this project. Due to the fact that this property falls within the MSCWMO jurisdiction, the site is also subject to additional rules and regulations. The watershed has separate rules that must be met in order to develop sites within their watershed, regardless of the City where it is located. In this scenario, however, given that the stormwater management was already approved by the watershed for the pond in 2007 and that this project actually lowers the runoff, all MSCWMO requirements for stormwater management are met. The MSCWMO also has additional requirements for erosion and sediment control and an independent review process that will also be addressed for this project. The remaining calculations and other exhibits to this report are as follows: existing and Proposed HydroCAD Calculations are enclosed in Appendices C and D respectively, Proposed HydraFlow Storm Drain Calculations in Appendix E, and the SWPPP in Appendix F. Aldi Oak Park Heights 3 Stormwater Report GROUP One firm - start to finish Appendix A Ponding and Drainage Easement Document 1176898 Aldi Oak Park Heights A Stormwater Report I I PONDIN G AND DI.tAINAGE EASEMENT AGREEMENT This PGNDING AND D l.i AGE EASEMENT AGREEMENT ( "Agreement ") is made this eY .— day of , 2007 by GAKGREEN VILLA, LLC, a Minnesota limited liability n pan !l C' Oakgreen "), RELIANCE DEVELOPMENT COMPANY, L.L.P., a Minnesota limited liability partnership (" Reliance "), and CSM Equities, L.L,C., a Delaware limited liability company ( " CSM " ). RECITALS: ' I A. Gakgreen is the Owner of those certain real properties described as Outlots C and M. GAKGREEN VILLAGE,. and Gutlot A, GOODWILL ADDITION, according to the recorded plats, Washington County, Minnesota (collectively, the " Gakgreen Parcel "); B. Reliance is the Owner of that certain real property described as Lot 1, Block 1, GOODWILL ADDITION, according to the recorded plat, ashin ton County, Minnesota g �' "Lot F s C. CSM is the Owner of that certain read property described as The West 300.00 feet of the East 1 013.00 feet of the North 325.00 feet of the Northeast Quarter of the Northeast Quarter of Section 5, ToNvnshi 29 North, :Range 20 West, Washington County, Minnesota, as measured at a right angle to the East line and the North line of said Northeast Quarter of the Northeast Quarter (the " CSM Parcel The aakgreen Parcel, Lot 1, and the CSM Parcel are sometimes separately referred to herein as "Parcel ", and collectively referred to herein. as " Parcels ". D. Gakgreen and Reliance desire to create and grant certain easements over and across portions of the Gakgreen Parcel and Lot 1 as herein described subject to the terms and conditions specified herein. ' Ponding and Drainage Easement Agreement 4119107 (v2) 'I 0 _J AGREEMENT NOW, THEREFORE, in consideration of the foregoing recitals, the mutual covenants herein contained, and for other good and valuable consideration, the receipt and sufficiency of which is hereby acknowledged, Oakgreen, Reliance and CSM hereby agree and declare that the Parcels shall be forever occupied held, sold and conveyed subject to the following- described easements, covenants, conditions and restrictions which shall run with the Parcels as appurtenant thereto, and shall be binding upon and inure to the benefit of all parties having any right, title, or interest in the Parcels, or any portion thereof: Section 1. Definition of Owner: "'Owner' shall mean and refer to the record Owner of a fee simple title or to the tenant under a ground lease, whether one or more persons or entities, to either of the Parcels or portion thereof, but excluding those having such interest merely as security for the performance of any obligation. Section ?. Ponding and Construction Easement over the Oakarreen Parcel A. Oakgreen hereby creates and grants to Reliance and CSM, their respective successors and assigns, a perpetual non - exclusive easement for the benefit of Lot i and the CSM Parcel over and across that certain portion of the Oakgreen Parcel described in Exhibit B attached hereto and made a part herof (the "Pond" , for the purposes of storm sewer drainage and retention of storm water from Lot I and the CSM Parcel. The approximate location of the Pond is depicted as the `Storm water Retention Pond' on Exhibit A attached hereto and made a part hereof. Oakgreen hereby declares that the easement hereby created for the Pond shall at all times be for the joint use and mutual benefit of the Parcels. B. Oakgreen hereby creates and grants to CSM and Reliance, their respective successors and assigns, a construction easement for the benefit of Lot 1 and the CSM Parcel over and across portions of the Oakgreen Parcel as necessary for the purpose of constructing Phase I1 of the Pond within the area described in attached Exhibit B to accommodate the stone sewer drainage from the CSM Parcel. ' Section 3. Drainage Easement over Lot 1 and Oakgreen Parcel Reliance hereby creates and grants to CSM, its successors and assigns, a perpetual non - exclusive easement for the benefit of the CSM Parcel under, over, under and across that certain portion of Lot 1 depicted as the 'Drainage Facility Area' on Exhibit C attached hereto and made a part hereof and legally described in Exhibit D attached hereto and made a part hereof, for the purpose of connection to and use of underground storm sewer lines and drainage system facilities and for the drainage of storm water from the CSM Parcel through such lines and system over, under and across Lot l to the Pond on the Oakgreen Parcel. Oakgreen hereby creates and grants to CSM and Reliance, their respective successors and assigns, a perpetual non - exclusive easement for the benefit of Lot 1 and the CSM. Parcel under, over and across that certain portion of the Oakgreen Parcel depicted as the `Drainage Facility Area" on attached Exhibit C and legally described in attached Exhibit a for the purpose of connection to and the construction, use, maintenance, repair and replacement of storm sewer lines and drainage system facilities and for the drainage of storm water from the CSM parcel and Pendiflg and Drainage Easement Agreement 41191D7 (v2) 2 r Lot 1 to the Pond on the Oakgreen Parcel. The storm sewer lines and drainage system constructed within the Drainage Facility Area shall be referred to herein as the "Drainage Facility". Oakgreen, CSM and Reliance hereby agree that the Drainage Facility shall be for the joint use and mutual benefit of the CSM Parcel and Lot 1, Section 4. Construction, Maintenance. Repa and Restoration. A. Phase I of the Pond as described on attached Exhibit E has been constructed by the Owner of the Oakgreen Parcel at its sole cost and expense. Oakgreen represents and warrants to CSM and reliance that such construction has been completed to the satisfaction of the City of Oak Park Heights and the applicable watershed district, and that the Pond as currently constructed is sufficient to accommodate the storm sewer drainage from the Reliance Parcel and the Oak6' Parcel. Prior to the utilization of the Drainage Facility and Pond by the Owner of the CSM Parcel for the benefit of the CSM Parcel, construction of Phase II of the Pond is required to accommodate the additional storm sewer drainage from the CSM Parcel. Reliance as Owner of Lot 1, at its sole cost and expense, is obligated to construct Phase II of the Pond pursuant to the plans described on Exhibit E attached hereto as confirmed in writing by the applicable watershed district. CST has reimbursed Reliance for the cost of constructing Phase I1 of the Pond, and Reliance hereby acknowledges receipt of said reimbursement, and will not look to CSM for any additional costs incurred in the construction of Phase II of the Pond. Notwithstanding anything to the contrary herein and in the event that Phase 11 of the Pond is not constructed by the Owner of Lot 1 as provided herein, the Owner of the CSM Parcel is under no obligation to cause the expansion of the capacity of the Pond by constructing Phase 11 of the Pond until and at such time as the Owner of the CSM Parcel connects into the Drainage Facility, Oakgreen represents and warrants to Reliance and CSM that all maintenance, repair and replacement of the Pond (including Phases I and 11) shall be conducted by the City of Oak Park Heights. . r B. The construction of the Drainage Facility (other than the construction of the hook- up into the Drainage Facility from the CSM Parcel by the Owner of the CSM Parcel) and the construction of Phase Il of the Pond shall be performed by the Owner of Lot 1, and each shall be constructed as described on Exhibit E attached hereto and made a part hereof. The construction of the Drainage Facility and Phase II of the Pond shall be completed no later than September 15, 2007. C. The repair or replacement of the Drainage Facility due -to damage caused by the Owner or occupant of a Parcel shall be performed by the Owner of Lot 1, and the cost of such repair or replacement shall be paid in full by the Owner or occupant which caused the damage. The maintenance, repair and replacement of the Drainage Facility (other than maintenance, repair and replacement of the hook-up. into the Drainage Facility from the CSM Parcel or maintenance, repair and replacement due to damage caused the Ovvner or occupant of a Parcel) a shall be performed by the Owner of Lot 1, and the Owner of the CSM Parcel shall reimburse the Owner of the Lot 1 one -half of the cost of such maintenance, repair or replacement ( "Reimbursement Amount') as follows: s (1) The Owner of Lot I shall, when maintenance, repair or replacement is determined to be necessary for the proper functioning of the Drainage Facility, but not more than Ponding and drainage Easement Agreement 4119107(v2) 3 _ 1 monthly, send invoices, together with an explanation of the maintenance, repair or replacement ,work being performed (the "Mork "), and a breakdown of the expenses incurred by the owner of Lot I for the work, either for work completed or for work in process, substantiating -the Reimbursement Amount, to the owner of the CSM Parcel with a request for payment of the F Reimbursement Amount; and the owner of the CSM Parcel shall reimburse the Owner of Lot 1 for its proportionate share within thirty (30) days after receipt of said invoice and evidence substantiating such Reimbursement Amount. Any request for payment for work in process shall also include an estimate of the completion costs and completion date of the work. Any payments not timely made within said thirty (30) day period shall be considered delinquent; and, { in addition to any other remedies the owner of Lot 1 may have, the owner of Lot I shall be entitled to recover interest at the rate of two percent (2 %) per annum o ver the then existing prime rate of interest announced from time to time by U.S. $ ank National Association, or its successors (but in no event exceeding the maximum rate per annurn permitted by law) . (2) within one (1) year after receipt of any billing from the owner of Lot 1 for the Reimbursement Amount, the Owner of the CSM Parcel may inspect the books and records of the owner of Lot I which are relative to computation of the Reimbursement Amount referenced in said billing statement. If the owner of the CSM Parcel does not perform such inspection within said one (1) year period, the owner of the CSM Parcel shall be deemed to have waived its respective right to inspect the books of the owner of Lot 1 for the applicable billing statement and charges referenced therein. The owner of the CSM Parcel may request only one (1) such inspection. in each calendar year during the term of this Agreement. Any such inspection shall be performed at the offices of the Owner of Lot 1 and shall be performed at the sole cost and expense of the o wne r of the CSM Parcel. If the inspection of said books and billing statement reveals that the party performing the inspection has been overcharged, the Owner of Lot I shall, within thirty (30) days after receiving written notice of such overcharge, pay the amount of such overcharge to the Owner of the CSM Parcel within said thirty (30) day period; provided, however, if the overcharge exceeds ten percent (10 %) of the Reimbursement Amount for the audit period, said credit or payment, as the case may be, from the owner of Lot 1 shall include the reasonable cost of the audit performed by the inspecting party, excluding travel, meals and lodging. (3) Notwithstanding the foregoing, in the event that any single expenditure by the owner of Lot 1 with respect td the maintenance, repair or replacement of the Drainage Facility or the aggregate amount of all such expenditures by the owner of Lot 1 with respect to the Drainage Facility during any given calendar year is reasonably expected to equal or exceed ! Five Thousand Dollars ($5,000), the owner of Lot 1 shall provide written notice to the owner of the CSM Parcel no less than thin (30) da s rior to incurrin such �' y p g exp ense , or in the event of an i emergency, such notice as s reasonable under the circumstances. D. In the event that the owner of Lot I does not construct the Drainage Facility or does not properly maintain, repair and replace the Drainage Facility as provided in this Agreement, oakgreen and Reliance hereby grant to the Owner of the CSM Parcel i easements within their respective portions of the Drainage Faci Area to construct, maintain, repair and replace the Drainage Facility, together with an easement and right of access over the remaining portions of Lot 1 and outl of A, GOODWILL ADDITION, to allow -the owner of the CSM Parcel to exercise its rights of self -help remedies as set forth in Section 12 of this Agreement. Ponding and Drainage Easement Agreement 4/19Y07(v2) 4 Section 5 : Access The granting of the foregoing easements includes the right of the Owners of the benefited Parcels and their contractors, agents and employees to have reasonable access to the easem areas. I I . . I Section 6: Dunning of Benefits _and Burdens. All provisions of this Agreement shall run i with the Parcels and shall inure to the benefit of and be binding upon the Owners of the Parcels and any portions thereof and their -respective successors and assigns. In the event an Owner transfers or conveys a portion of either of the Parcels, the easements, rights and benefits granted and /or reserved in this Agreement which benefit, bind and burden the remainder of the Parcel not transferred or conveyed shall benefit, bind and burden the p ortion of the Parcel so transferred or conveyed, and those easements, rights and benefits' granted and/or reserved in this Agreement which benefit, bind and burden the portion so transferred or conveyed shall benefit, bind and burden the remainder of the Parcel of which it was a part. Nothing contained in this Agre ement shall be deemed a gift or dedication of any portion of the area of the Easements to the general public'or for the general public or for any public purpose. The parties hereby acknowledge that j drainage and utility easements may be dedicated. in the plats of OAKGR EN VILLAGE and � 5 GOODWILL ADDITION encumbering the Pond. The easements created in this Agreement shall not be subject to the doctrine of merger_ N Section 7. Owner's Use. The easements herein created, granted and reserved shall not be � exclusive. The Owners of the burdened Parcels reserve the - right to use the surface and the subsurface of the easement areas P rovided that such use does not interfere with the easements herein granted. Reliance further agrees that no buildin g structure shall be constructed within the Drainage Facility Area. CSM, Reliance, and Oakgreen hereby agree not to unreasonably disturb any improvements made by the Owners of the burdened Parcels within the easement areas, and if an Owner does disturb such improvements, then such Groner agrees to restore said improvements, except a building structure located within the easement areas, promptly and at its sole expense. Section 8. Indemnification The Owners of the benefited Parcels will indemnify, defend and hold harmless the Owners of the burdened Parcels from all claims, damages, liabilities, penalties, fines, costs, causes of action and loss arising as a result of the use of the easement areas by the Owners of the benefited Parcels and their employees, invitees and contractors. This indemnity shall be binding on the Owners of the benefited Parcels and their successors -in- interest only with respect to matters or events which oc,curred during the period the indemnifying Owner was in record title to the applicable benefited Parcel. Section 9. Encumbrances. The Owners of the benefited Parcels or any party claiming by, through or Linder such Owners shall not suffer or permit anything to be done that will cause the burdened Parcels to become encumbered by any mechanic's lien or similar lien, charge or claim, If any mechanic's lien or claim is filed against the burdened Parcels due to the Owners of the benefited Parcels or any party claiming by, through or under such Owners, having allegedly requested labor or materials, the applicable Owner of the benefited Parcel shall discharge the same of record by a release or bond within thirty (3O) days after the filing of any notice of such lien, claim or other charge. . Section 10. I nsurance . The Owners of the benefited Parcels shall maintain their own policy of PQnding and Drainage Easement Agreement 4/19/07 5 public liability insurance with regard to their use of the easement areas. Section 11. Controlling Law This Agreement shall be governed by and construed under the laws of the State of Minnesota. Section 12 . , Self -He 1 Remedies. If any Owner shall default with respect to any of its obligations set forth herein and shall fail within thirty (30) days after receipt of written notice from the other Owner to cure such default, then the non - defaulting Owner shall have the right, at its election, but not the obligation, and in addition to such other rights and remedies as may be available at law or in equity, to cure such default for the account of the defaulting Owner, and shall be reimbursed by the defaulting Owner for the reasonable cost and expenses so incurred (including attorney's fees) within ten (10) days of receipt of written demand for payment, ° together with reasonable documentation substantiating said costs and expinses. Any sums not ° reimbursed within said ten (10) day period shall bear interest thereon at the rate of two percent (2%) per annum over the then existing prime rate of interest announced from time to time by U.S. Bank National Association, or its successors, or the highest lawful rate, whichever is lower. The thirty (30) day cure period shall be extended in cases where the default cannot be cured within thirty.(30) days but can be cured during a longer tune, so long as the defaulting Owner is diligently pursuing such cure. In the event of an emergency, no prior notice shall be required to be given by the non - defaulting Owner prior to exercising its remedies hereunder so long as the non - defaulting Owner provides written notice of such emergency to the defaulting Owner promptly upon completion of cure. Section 13, Miscellaneous. The provisions of this Agreement shall be deemed independent and severable, and the invalidity or partial invalidity of any provision or portion thereof shall not affect the validity or enforceability of any other provision or any portion thereof. Section 14. Enforcement. The Owners of Parcels shall have the right to enforce any and all provisions of this Agreement. Such right o f enforeement shall include both damages for and injunctive relief against the breach of any provision of this Agreement. The failure to enforce any provision of this Agreement, at any time, shall not constitute a waiver of the right to thereafter enforce any such provision or any other provision of this Agreement. All disputes concerning this Agreement shall be resolved by binding arbitration under the Rules of the National Arbitration Forum, provided, however, that in rendering its decision, the arbitrators shall be required to apply the laws of the State of Minnesota. In any such action or proceeding brought to enforce any of the terms of this Agreement, including the indemnification terms, the prevailing party shall be entitled to an award of its costs and disbursements, including reasonable attorneys' fees and costs. . Section 15: Notices Any notice required or permitted to be given by any party upon the other is given in accordance with this Declaration if it is delivered personally to such party (effective upon receipt or refusal of receipt); or if it is mailed by United States registered or certified mail, return receipt requested, postage prepaid (effective two days after deposit); or if transmitted by facsimile with verification of receipt (effective upon date of verification of receipt, provided a copy is deposited in a post office branch post office, or mail depository maintained by the U.S. Postal Service, postage prepaid and addressed as set ,forth below); or if overnight courier (effective one day after deposit), properly addressed as follows: ° Pond ing and Drainage Easement Agreement 4119107 {v2} 6 a If to reliance: Reliance Development Company, L.L.P. 527 Marquette Avenue, Suite 1000 Minneapolis, MN 55402 FAX: (612) 338 -8971 If to CSM: CSM Equities, L.L.C. General Counsel, Legal Department 4 500 Washington Avenue South, Suite 3000 Minneapolis, Minnesota 55415 FAX: 612 -395 -7002 If to Oakgreen. Oakgreen Villa, L. L. C. 775 Green Twig way Stillwater, MN 55052 , FAX: 651-430-9197 Any party may change its address for the service of notice by giving written notice of such change to the other party, in any manner specified above. Section 16. Estoppel Certificates. Each Owner shall within twenty (20) days from receipt of written notice from any other Owner execute and deliver to such other Owner a certificate stating that (a) either this Agreement is unmodified and in full force and effect or is modified (and stating the modification); and (b) whether or not to the best of its knowledge the other Owner or Owners are in default in any respect under this Agreement and if in default, specifying such default. Section 17. Count e arts. This Agreement may be executed in one or more counterparts, each of which shall be deemed an original and all such counterparts shall constitute one and the same instrument. a Pending and [drainage Easement Agreement 4119107(v2) 7 s IN WITNESS WHEREOF, this Agreement was executed as of the date and year first above written. OAKGREEN VILLA, LLC, a Minnesota limited liability company By: Name: Timothy L. Nolde, its Chief Manager STATE OF Minnesota � ) ss COUNTY OF e * � The foregoing instrument was acknoNvledged before Mme this � day o f April, 2007, by Timothy L. Nolde, the Chief Mariger of OAKGREEN VILLA, LLC, a Minnesota limited l iability company, on behalf of the limited liability comp any. //"� Notary P NOTARY �uB� IC MINNESOTA . y COmmisslon Expires Jan. 31, 2010 Notary S tarn eal ; F i r ' Pond1ng and Drai nage Easernen t Agreemen t 4119 «7(v2) 8 RELIANCE DEVELOPMENT COMPANY", L.L.P. By; Name V, Its Partner I STATE OF MINNESOTA � 0 ) Ss COUNTY OF � r � The foregoing instrument was acl howledged before me this day of April, 2007, by T. bripsmo, the Partner of Reliance Development Company, L.L.P. a Minnesota P P �'� limited liability partners p, on behalf of the limited liability partnership, Notary Public Notary Stamp /Seal: NICOLE ELIZABETH. OBY NE NOTARY PUBLIC - NONNESoTA •., hey Commiswo Expires jan. 31.2010 fi C Ponding and Drainage Easement Agreement 4119107(v2) CSM E UITIES L.L.C. a Del limited liability ty company . By: Joel L. Rietz, its Manager STATE OF MINNESOTA } � ss COUNTY OF HENNEPIN � The foregoing instrument was acknowledged before me this _ 2o ` day of April, 2007, by noel L. Rietz, the Manager of CSM Equities, L.L.C., a Delaware limited liability company, on behalf of the limited liability company. Notary Public Notary Stamp /Seal: JEAN M CROS NOTARY PUBLIC - MINNESOTA my �ornmission Expires Jan, 31, 2010 THIS INSTRUMENT WAS DRAFTED BY CSM Corporation 50 Washington Avenue South, Suite 3 000 Minneapolis, MN 55415 Attn Joel L. Rietz, Esq. Rending and Drainage Easement Agreement 4119I07(v2) 1 0 r•l a �^ a 1�1 0 z -.4 z + aaj LJ v .. Yv �a 1 W ° Q f ° e q at N 4 13 v 4 v ;99 CL a � 1 k ,4 v 2 X 13 0 ,V) C) o .� Q >S �- x •a €. .t It CC w a ■.,y o - r:� �1 F Akw "" V Ci �x4 IL S 9. w w `} F e EXHIBIT B (Description of Storm Water Detention Pond) Outlet A, GOODWILL ADDITION,. Washington County, Minnesota, and Those parts of Outlots O and M, OAKGDEEN VILLAGE, Washington Counter, Minnesota, lying northerly of the following- described line: Commencing at the most northerly northeast corner of Outlot C, OAKGREEN VILLAGE; thence South 01 degree 03 minutes 24 seconds East along the East line of said Outlots C and M a distance of 175,39 feet to a southeasterly corner of said Outlot M, said point being the point of beginning of the line to be described; thence North 89 degrees 28 minutes 57 seconds West along a southern line of said Outlot M a distance of 224.98 feet to the Southwest cornet` of said Outlot M; thence North 01 degree 03 minutes' 2.4 seconds West, along the Vest line of said Outlot M, a distance of 33.10 feet; thence South 88 degrees 19 minutes 31 s 'ec6nds West a distance of 68.76 feet; thence North 78 degrees 29 minutes 30 seconds West a distance of 58.96 feet; thence South 81 degrees 46 minutes 21 seconds West a distance of 75.73 feet; thence North 90 degrees 00 minutes oo seconds West a distance of 12.67 feet; thence North 85 degrees 42 minutes 04 seconds West a distance of 30.02 feet; thence North 74 degrees 38 minutes 12 seconds West to a southeasterly line of Outlot A, GOODWILL ADDITION, and there terminating. Ponding and Drainage Easement Agreement 4/19/07(v2) 12 P, z 92 ON z Ll rn Z f90699 ;1 z �. ` �Ay} 00 ate P, R.. A I : R iYT a fT�+''m!If! Al s _. f �.y Y P, ^ 4 65 I a C) I Tr 7 1 11 L r C, f of L7- Od L' Li --Jl lb k �- o m pn U t lit s .0 l NO . . . . . . . . . . 1 ( w cq V I r w W a.+ � _ L j j [] tA- 1 X07 &LN JIM ��� � • fi t �__�. - , ` r ; . f # 69 Cf) 0 O z car co TON < 11 rs X ti 0 i EXHEBIT D (Description of Drainage Facility Area) A 10 -foot wide drainage easement over, under and across the following - described property. Lot 1. Bloch 1, and Outlot A, GOODWILL ADDITION, Washington County, Minnesota, according to the recorded plat thereof. The centerline of said easement is described as follows: Commencing at the southeast, corner of said GOODWILL ADDITION; thence South 85 degrees 39 minutes 56 seconds Vest, along the south line of said GOODWILL ADDITION, 299.49 feet to the point of beginning of the centerline to be described- thence North 01 degrees 09 minutes 40 seconds west 33,62 feet} thence North 31 degrees 11 minutes 09 seconds west 37.51 feet; thence North 46 degrees 48 minutes 25 seconds Nest 65.56 feet; thence North 00 degrees 16 minutes 56 seconds East 166.79 feet; thence North 50 degrees 56 minutes 33 seconds west 22.15 feet to the west line of said Lot 1, and said centerline there terminating. The sidelines of said easement are to be prolonged or shortened to terminate at the south line of said Outlot A and at the west line of said Lot 1. TOGETHER WITH a drainage easement over, under and across that A ortion of the most northerly 225,16 feet of Lot 1, Block 1, GOODWILL ADDITION, Washington County, Minnesota, as measured along the west line of the most northerly 225.16 feet of said Lot 1, lying westerly of the above- described 1 0-foot wide drainage easement. Ponding and Drainage Easement Agreement 4119107(v2) 14 e I � Y EXHIBTT E ; (Description of Drainage Facilities and Pond Construction Work) Drainage Facilities - A twelve -inch diameter storm Sever pipe within the Drainage Facility Area as shown on Exhibit C attached hereto discharging into the Pond. ' Pond Phase i - The pond and grading work shown in Sheet C1.1, Existing Conditions and Removal Plan, prepared by Folz, Freeman and Erickson dated January 17, 2007, and described as Job No.06 -205. Pond Phase II - The pond 'and grading work shown in Sheet C3.2, Grading Plan, prepared by Folz, Freeman and Erickson dated January 17, 2007, and described as Jab Igo. 05+205. i i r + Panding and Drainage Easement agreement 4-119/07(i 2) 15 0 - CONSENT TO PONDI NG AND DRAINAGE EASEMENT AGREEMENT The un dersigned, LaSalle Bank'National Association, a national bankin association, , a s mortgagee and/or assignee under (a) than certain Mortgage, Security Agreement, Assignment of Leases and Rents and Future Filing dated September 1, 2006, filed September 7, 2006, as Document No. 1 170510 (the "Mortgage"), executed by Oakgreerl Villa, LLC, a Minnesota limited liability company, in the original amount of $5 in favor of LaSalle Bank National Association, and i (b) that ce rtain Assignment of Rents and Leases dated September 1, 2006 Filed September 7, 2006, as Doctiment No, 1170511 ("Assignment"), executed b Oakgreen Villa, L.LC, in favor of LaSalle Bank National � . real Association; does hereby consent to and approve the making and filing of that certain PONDING AND DRAINAGE EASEMENT AGREEMENT to which this consent is attached, and acknowledges and agrees that the Mortgage and Assignment shall be subordinate to said PDNDING AND DRAINAGE EASEMENT AGREEMENT, and the easements, rights and provisions set fortll therei IN TESTIMONY THEREOF, the undersigned has hereLUrlto eXCCLIted this instrument as of the c ' day of (n Akc. . ?007. L -ille Bane: National Association By: t � Name: 1 S k Its -7 I ' STATE O F HELEN M. WILDERDING Notary Public of Minnesole ss My Commission Expires C 0 UN'TT' OF s . Janu 31, 201 1 The foregoing instrU111011t was acknowled0red before nee this r r dray of _ __'q 2047 by the - _ v o f LaSalle Bank National Association a mational banking association, ell behalf of the association. Notary Public mv' exl)ire$� �t N Stamp: THIS INSTRUMENT WAS D1Z AFTED BY: CSM. Coq)or {atlon 500 ���ashin ton A�'ej7Llc Sotttl1 S pr ite '000, lvIinneapolls. IMN 55415 C 0IN'tir: IN' I' by LaSalle Bali k NaIi oil aI Asso l GROUP One firm - start to finish Appendix B Goodwill Oakgreen Village Total HydroCAD Stormwater Drainage Calculations, Prepared by Folz, Freeman, and Erickson, Inc. Dated 01/24/2007 Aldi Oak Park Heights B Stormwater Report P7 GW2 GW1 CB P7A EX. �B Pond B7A Pond 1 P1 P4 P6 B1 P2 P3 B4 N zz� B5 P9 e� CITY POND B3 P5 P10 Subcat Reach Aon Link Drainage Diagram for Goodwill Oakgreen Village Total Hydrocad Prepared by Folz, Freeman, Erickson, Inc. 1/24/2007 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC Goodwill Oakgreen Village Total Hydrocad Prepared by Folz, Freeman, Erickson, Inc. Page 2 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Area Listing (all nodes) Area (acres) CN Description (subcats) 22.081 58 Meadow, non - grazed, HSG B (P10,P2,P3) 3.179 58 Woods /grass comb., Good, HSG B (P4 8.985 61 >75% Grass cover, Good, HSG B (GW1,GW2,P6,P7,P7A) 7.261 64 (P9) 2.756 66 (P 1) 0.464 85 Gravel roads, HSG B (P7A) 2.902 98 Build (P6) 0.792 98 Building (P3,P4,P5) 8.701 98 Paved parking & roofs (GW1, GW2, P 10, P3, P4, P5, P7) 3.303 98 Paved roads w /curbs & sewers (P6) 0.938 99 Pond (P4) 0.226 99 Water (P5) 1.397 100 Pond (P 10, P3, P6, P7A) 62.985 Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 3 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Time span =0.00 -30.00 hrs, dt =0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment GW1: Runoff Area = 92.429 sf Runoff Depth= 2.11" Flow Length =250' Tc =6.8 min CN =94 Runoff =7.28 cfs 0.373 of Subcatchment GW2: Runoff Area = 56.953 sf Runoff Depth = 0.80" Flow Length =280' Slope= 0.0200 '/' Tc =10.6 min CN =75 Runoff =1.52 cfs 0.087 of Subcatchment P1: Runoff Area= 120,067 sf Runoff Depth = 0.43" Flow Length =207' Slope= 0.0200 '/' Tc =9.5 min CN =66 Runoff =1.49 cfs 0.099 of Subcatchment P10: Runoff Area = 310.366 sf Runoff Depth = 0.47" Flow Length =690' Slope= 0.0250 '/' Tc =21.6 min CN =67 Runoff =2.62 cfs 0.276 of Subcatchment P2: Runoff Area = 545.736 sf Runoff Depth = 0.20" Flow Length= 1,421' Tc =34.2 min CN =58 Runoff =0.71 cfs 0.207 of Subcatchment P3: Runoff Area = 271.794 sf Runoff Depth = 0.71" Flow Length =892' Tc =14.5 min CN =73 Runoff =5.34 cfs 0.368 of Subcatchment P4: Runoff Area= 104,685 sf Runoff Depth= 1.12" Flow Length =250' Tc =10.1 min CN =81 Runoff =4.14 cfs 0.225 of Subcatchment P5: Runoff Area = 165.674 sf Runoff Depth = 0.85" Flow Length =250' Tc =10.8 min CN =76 Runoff =4.70 cfs 0.270 of Subcatchment P6: Runoff Area = 587.301 sf Runoff Depth= 1.12" Flow Length =755' Tc =18.6 min CN =81 Runoff =17.28 cfs 1.263 of Subcatchment P7: Runoff Area = 87.012 sf Runoff Depth= 2.11" Flow Length =370' Tc =12.6 min CN =94 Runoff =5.66 cfs 0.351 of Subcatchment P7A: Runoff Area = 85.313 sf Runoff Depth = 0.58" Flow Length =774' Tc =19.9 min CN =70 Runoff =1.06 cfs 0.095 of Subcatchment P9: Runoff Area = 316.304 sf Runoff Depth = 0.36" Flow Length =401' Slope= 0.0350 '/' Tc =16.1 min CN =64 Runoff =2.18 cfs 0.220 of Pond 131: Peak Elev= 938.47' Storage =0.306 of Inflow =1.53 cfs 0.306 of 18.0" x 80.0' Culvert Outflow =0.00 cfs 0.000 of Pond 132: Peak EIev= 935.90' Storage= 17.920 cf Inflow =7.24 cfs 0.850 of 15.0" x 879.0' Culvert Outflow =0.73 cfs 0.668 of Pond 133: Peak Elev= 939.73' Storage =1,189 cf Inflow =2.62 cfs 0.276 of Primary =2.14 cfs 0.269 of Secondary =0.00 cfs 0.000 of Outflow =2.14 cfs 0.269 of Pond 134: Peak Elev= 938.26' Storage =2,121 cf Inflow =5.88 cfs 0.638 of Outflow =5.45 cfs 0.625 of Pond 135: Peak Elev= 937.73' Storage= 27.921 cf Inflow =4.70 cfs 0.270 of Outflow =0.00 cfs 0.000 of Pond CITY POND: Peak Elev= 947.64' Storage =0.220 of Inflow =2.18 cfs 0.220 of 12.0" x 950.0' Culvert Outflow =0.00 cfs 0.000 of Pond EX. CB: Peak EIev= 920.69' Inflow =1.84 cfs 1.905 of 15.0" x 171.0' Culvert Outflow =1.84 cfs 1.905 of Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 4 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond Pond 1: Peak Elev= 929.19' Storage= 203,750 cf Inflow =19.97 cfs 2.571 of Primary =1.37 cfs 1.819 of Secondary =0.00 cfs 0.000 of Outflow =1.37 cfs 1.819 of Pond Pond B7A: Peak Elev= 936.16' Storage =8,921 cf Inflow =6.39 cfs 0.446 of Outflow =2.73 cfs 0.267 of Total Runoff Area = 62.985 ac Runoff Volume = 3.835 of Average Runoff Depth = 0.73" 71.01% Pervious Area = 44.726 ac 28.99% Impervious Area = 18.259 ac Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 5 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment GW1: Runoff = 7.28 cfs @ 11.98 hrs, Volume= 0.373 af, Depth= 2.11" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -Year Rainfall= 2.75" Area (sf) CN Description 11 61 >75% Grass cover, Good, HSG B 81 98 Paved parking & roofs 92 94 Weighted Average 11 Pervious Area 81 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 6.1 50 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.75" 0.7 200 0.0600 4.97 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.8 250 Total Subcatchment GW1: Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I 8 ❑ Runoff 7.28 cfs 111LI 1I - I I;I�h; a r =fr 7 Y p I I I I I I I I I - - -- - -4- --4 + - 1- -4-- --4 Ra inf a H7" 2 .■I5" 6 I RIlu h Off 1 1 Are' a -9 429 sf I I I I - - fi - r � I - - 5 Runoff I vollumq=0. of II I I I I I I I I I I I I - I �- I � - -I -- I II II II � II a 4 I I I I I I I I I I I I I I I I I Flow LehOth I I I - I I I I I I I I I I I I I I I I I I I I . n 3 1 I 1 1 1 1 1 I 1 1 1 1 1 1 11 I I T c = 6 1 4 1 m I I I I I I I I I I I I I I I I I I I I I I I � I -4 1 �-I 1 14- 1 1 - -4 I +� I � ( 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 1 J OIN 1 11 11 I N IITT_rr_r9 0 NO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 6 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment GW2: Runoff = 1.52 cfs @ 12.03 hrs, Volume= 0.087 af, Depth= 0.80" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -Year Rainfall= 2.75" Area (sf) CN Description 34 61 >75% Grass cover, Good, HSG B 22 98 Paved parking & roofs 56 75 Weighted Average 34 Pervious Area 22 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.8 230 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 10.6 280 Total Subcatchment GW2: Hydrograph ❑Runoff 1.52 cfs yp I X41 h,r - *fea R" 1 Rlu h off Are' a- 56,'953' sf R i off V ' 0.. 1�7 of oo Runoff D F 16W Lehoth " 00 1 1 $lope= 0200 T Tc1=1 01 6 min I I I I I I I I CN ' 7 0 ,� �,, d,. , , ,V ii I IY U� ��,I Ii G, U. 4, 1. ,ry U, . 1. , 4, , 0 .� I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 7 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P1: Runoff = 1.49 cfs @ 12.04 hrs, Volume= 0.099 af, Depth= 0.43" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -Year Rainfall= 2.75" Area (sf) CN Description 120,067 66 120,067 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 9.5 207 0.0200 0.36 Lag /CN Method, Subcatchment P1: Hydrograph ❑ Runoff 1.49 cfs Y Ill � 41 h'r � -Yipa r R ,, 1 Ru'n'off Are -1 -1 -1- 1 L L - 'Runoff ' �'o l u ran — O b"', of 1 Runoff D Flow L $Ippe:=0.0 T I I I I I Tc -I! min 1 1 1 1 1 1 CN=I ' 66 0 r I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 8 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P10: Runoff = 2.62 cfs @ 12.19 hrs, Volume= 0.276 af, Depth= 0.47" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -Year Rainfall= 2.75" Area (sf) CN Description 243,573 58 Meadow, non - grazed, HSG 6 53,145 98 Paved parking & roofs 13,648 100 Pond 310,366 67 Weighted Average 243,573 Pervious Area 66,793 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 21.6 690 0.0250 0.53 Lag /CN Method, Subcatchment P10: Hydrograph ❑Runoff 2.62 cfs y I X41 hIr � -Year I I I I I R' I I I I I I I `Ru'nbff A 2 �I Ru n pff 1 Vio ku niq = 6 of I 1 1 Runoff D F 16W Lehoth �I I �1p e�• COI �' pI = � v �c' �l 6 min I I I I I I I C N=I 67 I 0 l�� 0 1. 1 1 1, 1 j I j I I i 1 1, 1 1 1 I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 9 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P2: Runoff = 0.71 cfs @ 12.50 hrs, Volume= 0.207 af, Depth= 0.20" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -Year Rainfall= 2.75" Area (sf) CN Description 545,736 58 Meadow, non - grazed, HSG 6 545,736 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 7.5 50 0.0300 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 26.7 1,371 0.0150 0.86 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 34.2 1 Total Subcatchment P2: Hydrograph T T I I r -r - I r r -I I I r - I I T - I I T r I I T ❑Runoff 0.75 0.71 cfs 1 ,I 0.7 to I p 1 � -� a I T L L L L I I 0.65 L I -I- L - --1 -1- L - - I- I - L - L Rai n fa l - I T 2, 7 1 1 I V" 0.6 I I I I I 0.55 Runoff Area' =545 736 sf . I - I 0. II R�j [10if f 1 VP 1 -',0 � 1 2017 ', a n 0.45 + L 4 4 � �- -� Runoff Depth -VVV`- 0 - . #%f'"- 0.4 I I I I I I I I I I I I I I I I I II ----- - - - - -- I I I I I Leh I I - - - - 0.35 � F16W h = 111421 + TITTTITTTI IT I I 0.3 I ri-c=�412 I I I I I I I I I I I i I I I I I I I I 0.25 I I I I I II 1� T T T T rt I T T Iv 0.2 L -1 L L B I I I I L L I L 0.15 T I -I- T T T -1- T T - I - T I -I- T T- T -I- T- 0.1 L E I -t I -4 I L -I I I I I I I I I I I I I I I I I I I I I I I I I 0.05 10 01 0 4 1 i t No o 11 11 1 1 if 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 10 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P3: Runoff = 5.34 cfs @ 12.08 hrs, Volume= 0.368 af, Depth= 0.71" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -Year Rainfall= 2.75" Area (sf) CN Description 85,649 98 Paved parking & roofs 11 98 Building 172,551 58 Meadow, non - grazed, HSG B 1,810 100 Pond 271 73 Weighted Average 172 Pervious Area 99,243 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 9.3 100 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.4 144 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 365 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 283 0.0200 6.95 5.46 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 14.5 892 Total Subcatchment P3: Hydrograph I I � I I � I I I I I I � I I I I I I I I I I � � ❑Runoff 5.34 cfs T I1�4 -h V Y,�a r 5 I Rainfall = 2.75'11' I I I_ 27 Run off Area� 'FI1794 sf I I 4 Ru n off I I I Vio ku m p=0.13,08 l l 1 at 00 oo - U I l n -o f f I ' 3 3 oo Flow' L�e� th "892' I I I I I I I I I I I I I � I I cl- I 2 m (�N =173 00 000 0 I V I I I I I II I I I i I i I i i I I I i I I i I I i i i i I I i i I i I I i I W� u . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc Page 11 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P4: Runoff = 4.14 cfs @ 12.02 hrs, Volume= 0.225 af, Depth= 1.12" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -Year Rainfall= 2.75" Area (sf) CN Description 46,778 58 Woods /grass comb., Good, HSG B 14,532 98 Building 2,500 98 Paved parking & roofs 40,875 99 Pond 104,685 81 Weighted Average 46,778 Pervious Area 57,907 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.4 200 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 250 Total Subcatchment P4: Hydrograph ❑Runoff 4.14 cfs 4 yl,pe 1 4 hl,r I ea r Rainfall u1 off Ar a =104,_6a5'I Sf , i i i i i � i i I I I I I I I I I I I I I 3 Ru n pff 1 Vio Ilu m q=0. 225 of Runoff D 0 2 FlOW h Oth =2 T Min - 1 L -1 L 1 ' I II I 1 L - -I- II!- dN=M 0 L6 Xx� IN NJ IN 11 11 11 if 11 11,1 11 M!'I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 12 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P5: Runoff = 4.70 cfs @ 12.04 hrs, Volume= 0.270 af, Depth= 0.85" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -Year Rainfall= 2.75" Area (sf) CN Description 91,685 58 Woods /grass comb., Good, HSG B 55,950 98 Paved parking & roofs 9,837 99 Water 8,202 98 Building 165,674 76 Weighted Average 91,685 Pervious Area 73,989 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.0 200 0.0550 1.64 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.8 250 Total Subcatchment P5: Hydrograph � � -T- I �, �1- - 1 - T I T - T T - �, ❑ Runoff 5 4.70 cfs y I X41 h � -Yea - - - -II -- - - - 4- - ' I- -4- -4 I R ainfaH ii. ■ I 'L' 1 Run Area'= 11 65'�674' sf Runo 1 � I II _ff VOIme= '0.' I 3 i I I I I I I I I II ' I I I I I I V I RulRunoff De I thTQ.85 11 3 00 00 F16W Leh th O - 2 T6=1 0.81 in 00 C N=76 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc Page 13 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P6: Runoff = 17.28 cfs @ 12.12 hrs, Volume= 1.263 af, Depth= 1.12" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -Year Rainfall= 2.75" Area (sf) CN Description 143 98 Paved roads w /curbs & sewers 126 98 Build 38 100 Pond 278 61 >75% Grass cover, Good, HSG B 587 81 Weighted Average 278,217 Pervious Area 309 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 11.9 705 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.6 755 Total Subcatchment P6: Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I 19 -- - I - I ❑Runoff ------------------ 18 17.28 cfs �' k�r ' a 17�/' L I - r ,I I 16 ! ! - l i ! l i ! l i I mo! ! -� 15 1 ai r�I l - Z,7 5 '1'-- 1 ,I o 14 - - - - - ! n I�1"ea— 5 T O N) s'1 13 � T - F I I I I I I I I I 12 ! ! ! - - - - - - ! ' �`�' ripff � =0 � 1 ''� 2 1 f� I - - I F U ff CLAM r% ' .1111 2tlr 10 3 � 'I I I I I I I I G 9 T -T -F F -f 8 Fb�n� e 0 7 551 7 T& 1 8 n� r� 6 _ 5 / I II � I - r I I I I I I I T I - 1 I I I F I I 1 I - f I I I 4 3 II 2 - �I 1 0 . - go too will logo 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc Page 14 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P7: Runoff = 5.66 cfs @ 12.04 hrs, Volume= 0.351 af, Depth= 2.11" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -Year Rainfall= 2.75" Area (sf) CN Description 78,311 98 Paved parking & roofs 8,701 61 >75% Grass cover, Good, HSG 6 87,012 94 Weighted Average 8,701 Pervious Area 78,311 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.8 320 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.6 370 Total Subcatchment P7: Hydrograph �- - - -- - I r- T I T 7 I T -1 -- -_t I I -� ---- 1 - -r- -_ I 1 1:1 Runoff 1 1 6 5.66 cfs y I II X41 hIr -Yea 5 R.. I I 1 1 Rluholff A sf 4 n off V Ilu f R,u o � a - L - L - - L - L - L - - - L - L - - L - - - - - - R-unoff [fie' hrZ.1L a 3 F low' Lehoth"370" III I CI I I I I I I I I I I I I I I I I '12,6�-M I 2 N ='94 —————---------- 0 is IN IN 11 NJ IN IN 11 11.1 IN 11 IN go NJ 11 is 1'"'1 11 is I IN is 11 IN NJ IN 11 is is 11 11 IN 11 11 11 IN.. J....J... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc Page 15 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P7A: Runoff = 1.06 cfs @ 12.15 hrs, Volume= 0.095 af, Depth= 0.58" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -Year Rainfall= 2.75" Area (sf) CN Description 20,196 85 Gravel roads, HSG B 58,520 61 >75% Grass cover, Good, HSG B 6,597 100 Pond 85,313 70 Weighted Average 78,716 Pervious Area 6,597 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 10.0 100 0.0590 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.7 173 0.0590 1.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.7 251 0.0080 0.63 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 250 0.0360 2.85 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 19.9 774 Total Subcatchment P7A: Hydrograph ❑Runoff 1.06 cfs - T T T T T - T I I�1 �4� h , Z l - Ypa r 1 TYI p R" 1 Rlu n off' A 8'5,'313' sf Ru n off Vo Ilu m q=0 .10�51 o f 1 Runoff D - Flow LehO th " 774 " c' '� 9'� 9 M in I I I 1 11 (�N ='70 . .......... 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc Page 16 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P9: Runoff = 2.18 cfs @ 12.13 hrs, Volume= 0.220 af, Depth= 0.36" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -Year Rainfall= 2.75" Area (sf) CN Description 316,304 64 316,304 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 12.3 100 0.0350 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.8 301 0.0350 1.31 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.1 401 Total Subcatchment P9: Hydrograph ❑Runoff 2.18 cfs Y 1� �4�h Z-fea r -r 2 � Rainfallr2.T5 1 Ruln6ff Area=31 sf 1 Ru n pff 1 V 0 of oo Runoff Depth* M Flbw -Leh-ot hi 1 ' $1ppe=0.0350' T CN #64 o 1 . 1. . me 41 1 1 of N IN 11 I N up N 11 go I V so 1 IN IN 1 1 . IN IN 1 . IN . IN IN jT=I NJ I IN N 51 11 I N IV N 11 if I s II IrrrT7 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc Page 17 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 131: Inflow Area = 15.285 ac, Inflow Depth = 0.24" for 2 -Year event Inflow = 1.53 cfs @ 12.04 hrs, Volume= 0.306 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 938.47'@ 25.93 hrs Surf.Area= 0.616 ac Storage= 0.306 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 938.00' 6.623 of Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 938.00 0.590 600.0 0.000 0.000 0.590 940.00 0.700 652.0 1.288 1.288 0.712 942.00 0.820 703.0 1.518 2.807 0.842 944.00 0.950 759.0 1.768 4.575 0.996 946.00 1.100 816.0 2.048 6.623 1.164 Device Routing Invert Outlet Devices #1 Primary 942.00' 18.0" x 80.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 941.00' S= 0.01257' Cc= 0.900 n= 0.012 Primary mary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 938.00' (Free Discharge) 1= Culvert ( Controls 0.00 cfs) Pond 131: Hydrograph ( I I I I I I I I I I I I I I I I I I I I I I I I ❑ Inflow . cfs ❑ Primary InflPAY Al ;alp Peak EIOV=938 I I I I I I Storage 0.306 of I _11111L111� I I IIL��II�1�IIIL�II 1 I O10 A I I ■` $ LYq N I I I I V I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3 I I I I I I I I I I I I I I I I I I I I I I I I I c I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ( I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 18 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 132: Inflow Area = 26.832 ac, Inflow Depth = 0.38" for 2 -Year event Inflow = 7.24 cfs @ 12.09 hrs, Volume= 0.850 of Outflow = 0.73 cfs @ 14.63 hrs, Volume= 0.668 af, Atten= 90 %, Lag= 152.3 min Primary = 0.73 cfs @ 14.63 hrs, Volume= 0.668 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 935.90'@ 14.63 hrs Surf.Area= 45,432 sf Storage= 17,920 cf Plug -Flow detention time= 354.5 min calculated for 0.668 of (78% of inflow) Center -of -Mass det. time= 258.5 min ( 1 - 895.9 ) Volume Invert Avail.Storage Storage Description #1 935.50' 254,384 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 935.50 44,056 847.0 0 0 44 936.00 45,780 844.0 22 22 44 938.00 59,126 955.0 104 127 60 940.00 68 1 127,304 254,384 78,261 Device Routing Invert Outlet Devices #1 Primary 935.50' 15.0" x 879.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 928.00' S= 0.00857' Cc= 0.900 n= 0.012 Primary mary OutFlow Max =0.73 cfs @ 14.63 hrs HW= 935.90' TW= 929.11' (Dynamic Tailwater) 1= Culvert (Inlet Controls 0.73 cfs @ 2.15 fps) Pond 132: Hydrograph - - - I- - I- - I- -L - - L- I I L -- L- -I -- I- - L - -L -L- I- - I - -I - -L -1 - I- I I I I I I I I I I I I I I I I I I I I I I I ❑ Inflow 8 1 I I I I I I I I 7. cfs ❑ Primary n�4w A re;a t --- �I6 7 V -'Peak -E-1L*V=935--90' I I I I I I I I I I I I I I I I I I I I I I I I I I 6- V �+ - +-- -4 -- I-- I - -I - -+ -� - - - -I -- -+ - - -I -- -+- - t g I�e Cf I I I I I I I 11 111.IIO 1 x $ r 1 vp ft i I 1 5 r 1"� LA N V 3 4 O - L -1 T L L L -! -I- L-- -- - I- - L - -L -- - -1 I L L L - I L L L I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3 - --1- fi 7 -I -Ir- J I - -- fi-- -_- -1- -- I I-- I r- -T --7- fi -r - - I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2 I I I I I I I I I I I I I I I I I I I I I I I 0.73 cfs 1 I I I I I I I I I I I I I I �. 1 77 0 W 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 19 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 133: Inflow Area = 7.125 ac, Inflow Depth = 0.47" for 2 -Year event Inflow = 2.62 cfs @ 12.19 hrs, Volume= 0.276 of Outflow = 2.14 cfs @ 12.28 hrs, Volume= 0.269 af, Atten= 18 %, Lag= 5.5 min Primary = 2.14 cfs @ 12.28 hrs, Volume= 0.269 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 939.73'@ 12.30 hrs Surf.Area= 843 sf Storage= 1,189 cf Plug -Flow detention time= 32.7 min calculated for 0.269 of (97% of inflow) Center -of -Mass det. time= 19.2 min ( 933.4 - 914.2 ) Volume Invert Avail.Storage Storage Description #1 938.00' 96,696 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 938.00 500 100.0 0 0 500 940.00 897 135.0 1 1 1 942.00 23 1 19,633 21,011 119,364 944.00 53 1 75 96 163 Device Routing Invert Outlet Devices #1 Primary 938.42' 12.0" x 120.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 938.24' S=0.0015'/' Cc= 0.900 n=0.012 #2 Secondary 943.70' 100.0' long x 20.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary mary OutFlow Max =2.14 cfs @ 12.28 hrs HW= 939.72' TW= 938.24' (Dynamic Tailwater) 1= Culvert (Barrel Controls 2.14 cfs @ 2.75 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 938.00' TW= 935.50' (Dynamic Tailwater) L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 20 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 133: Hydrograph 2 .62 CfS � '� '� '� '� '� '� � � lieu inflow c� Outflow ❑ Prim Inflow A ac S econdary PeaR E 03F9 73 2.14 c Stb raoo=NEI 1 1 1 89 Cf 2 0. 00 Cf V 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 21 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 134: Inflow Area = 13.365 ac, Inflow Depth = 0.57" for 2 -Year event Inflow = 5.88 cfs @ 12.13 hrs, Volume= 0.638 of Outflow = 5.45 cfs @ 12.20 hrs, Volume= 0.625 af, Atten= 7 %, Lag= 3.8 min Primary = 5.45 cfs @ 12.20 hrs, Volume= 0.625 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 938.26'@ 12.20 hrs Surf.Area= 3,989 sf Storage= 2,121 cf Plug -Flow detention time= 21.2 min calculated for 0.625 of (98% of inflow) Center -of -Mass det. time= 10.2 min ( 913.2 - 903.1 ) Volume Invert Avail.Storage Storage Description #1 937.70' 11,008 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 937.70 1,878 182.0 0 0 1 938.00 3,572 243.0 804 804 3 940.00 6,804 403.0 10 11 12 Device Routing Invert Outlet Devices #1 Primary 937.90' 10.0' long x 10.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary mary OutFlow Max =5.45 cfs @ 12.20 hrs HW= 938.26' TW= 935.66' (Dynamic Tailwater) 1 =Broad Crested Rectangular Weir(Weir Controls 5.45 cfs @ 1.52 fps) Pond 134: Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ❑ Inflow 5.88 cfs ❑ Primary 6 In tl A rle pl* 1 1 13 1 136 c 5.45 IS QW - T - T --- -- T - T - -- - --- - -T - �I I I I I I I I I I I I I I V I I I - 1 Pea k . IIIIIIIIII �IIIIIIIIIIIIIIIII 5 I Storal a =2 ,11121 c I I IIIIIIIIII IIIIIIIIIIIIIIII 4 N I I I I I I I I I I I I I I I I I I I I I I I I I I v 3 I I I I I I I I I I I I I I I I I I I I I I I I I I 0 3 I I I I I I I I I I I I I I I I I I I I I I I I I I LL - T - 7- ,------ T - 7 - - = - - -- - I I I I I I I I I I I I I I I I I I I I I I I I I 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 1 � g o I go w lo 11 o 11 1 go o 11 o 11 1 11 1 go o 11 g lo . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 22 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 135: Inflow Area = 11.065 ac, Inflow Depth= 0.29" for 2 -Year event Inflow = 4.70 cfs @ 12.04 hrs, Volume= 0.270 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 937.00' Surf.Area= 16,501 sf Storage= 16,179 cf Peak Elev= 937.73' @ 24.61 hrs Surf.Area= 20,540 sf Storage= 27,921 cf (11,743 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 936.00' 87,809 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 936.00 10,936 483.0 0 0 10 938.00 22,066 624.0 32 32 23 940.00 33 779.0 55,452 87,809 40,768 Device Routing Invert Outlet Devices #1 Primary 937.80' 10.0' long x 10.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary mary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 937.00' TW= 935.50' (Dynamic Tailwater) 1 =Broad Crested Rectangular Weir( Controls 0.00 cfs) Pond 135: Hydrograph I I IF 1 � ❑Inflow 4.70 cfs ❑ Primary 5 1 Arep=11 X066 ;aq - - - - - - - - - - - ---- - -� - - - - - - - - - - -- �I�� Peak 1 V -� .�' ' 4 I I I I I I I I I I I I ( I I I I I I I I I I i i i S torage= 921 cf - T -- 1 1 1 F T -I T - F - T- T N 3 G I fi- - -- I - -I -- - - - - I -- - -I - -fi - -_ -- I - -I - - -1 - - I I I t _t - I I I I I I I I I I I I I I I I I I I I I I I I I I I 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I - �- �-- I-- I-- T -+- -� -- I- -I - -T- - I-- I-- � - -+- -� -- I-- I-- T- �- �-- I-- I-- T -+- -� - -I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I { 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 23 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond CITY POND: Inflow Area = 7.261 ac, Inflow Depth = 0.36" for 2 -Year event Inflow = 2.18 cfs @ 12.13 hrs, Volume= 0.220 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 947.64'@ 24.91 hrs Surf.Area= 0.434 ac Storage= 0.220 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 947.00' 1.961 of Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 947.00 0.144 289.0 0.000 0.000 0.144 948.00 0.600 598.0 0.346 0.346 0.645 950.00 1.035 819.0 1.615 1.961 1.218 Device Routing Invert Outlet Devices #1 Primary 949.00' 12.0" x 950.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 939.00' S=0.0105'/' Cc= 0.900 n=0.012 Primary mary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' TW= 937.00' (Dynamic Tailwater) 1= Culvert ( Controls 0.00 cfs) Pond CITY POND: Hydrograph ❑ Inflow 2.18 cfs ❑ Primary 1 z71 �21 I I I � I I I T I I I I I I I I I I V I I I I I I 2 I allk EIII �v =9 7 6 I I I I I I I I I I V I I I � I I IIIIIIIIII IIIIII I I I I I I I I I I I I I I I I � 'I I I Stb r`a e- 01.2120 of IIIIIIIIII IIIIII Ilg�ll I I� I I I I I I I I I I I I I II � � I I I I I I '� 20 I x 950.10 Culver v T -- 1 I -- T - T - - I -- I - - - -- T T T I I � I I p LL I I I I I I I I I I I 0.00 cfs o y �.., .... d , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 24 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond EX. CB: [57] Hint: Peaked at 920.69' (Flood elevation advised) Inflow Area = 47.700 ac, Inflow Depth > 0.48" for 2 -Year event Inflow = 1.84 cfs @ 12.05 hrs, Volume= 1.905 of Outflow = 1.84 cfs @ 12.06 hrs, Volume= 1.905 af, Atten= 0 %, Lag= 0.6 min Primary = 1.84 cfs @ 12.06 hrs, Volume= 1.905 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 920.69'@ 12.06 hrs Device Routing Invert Outlet Devices #1 Primary 920.03' 15.0" x 171.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 918.00' S= 0.01 19 T Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max =1.83 cfs @ 12.06 hrs HW= 920.69' (Free Discharge) 't--1 =Culvert (Inlet Controls 1.83 cfs @ 2.77 fps) Pond EX. CB: Hydrograph - T I I T T I I T T T - 1 - T T I I T 7 1 Inflow 2 ❑ Primary 1.84 cfs l',nfl 1 1 A 1 1 1 17 70 Peak E16V=920 �wwert p t t t t t t t i i i i i i i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 25 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond Pond 1: Inflow Area = 46.393 ac, Inflow Depth > 0.66" for 2 -Year event Inflow = 19.97 cfs @ 12.07 hrs, Volume= 2.571 of Outflow = 1.37 cfs @ 17.92 hrs, Volume= 1.819 af, Atten= 93 %, Lag= 351.1 min Primary = 1.37 cfs @ 17.92 hrs, Volume= 1.819 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 928.00' Surf.Area= 43,440 sf Storage= 147,082 cf Peak Elev= 929.19'@ 17.92 hrs Surf.Area= 48,616 sf Storage= 203,750 cf (56,668 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 311.5 min ( 1,242.0 - 930.5 ) Volume Invert Avail.Storage Storage Description #1 920.00' 487,005 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 920.00 5,442 735.0 0 0 5,442 927.00 29,423 1,369.0 110,877 110,877 111,848 928.00 43,440 1,434.0 36,205 147,082 126,415 930.00 52 1 95,467 242,549 135,670 932.00 61 1,511.0 113,154 355,703 145,397 934.00 70,297 1,632.0 131,302 487,005 175,823 Device Routing Invert Outlet Devices #1 Primary 928.00' 8.0" x 293.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 920.03' S= 0.02727' Cc= 0.900 n= 0.012 #2 Device 1 925.00' 2.50'W x 2.00' H Vert. Orifice /Grate C= 0.600 #3 Device 1 932.80' 48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 #4 Secondary 934.00' 15.0' long x 10.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary mary OutFlow Max =1.37 cfs @ 17.92 hrs HW= 929.19' TW= 920.60' (Dynamic Tailwater) 1= Culvert (Inlet Controls 1.37 cfs @ 3.93 fps) 2= Orifice /Grate (Passes 1.37 cfs of 26.23 cfs potential flow) 3= Orifice /Grate ( Controls 0.00 cfs) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 928.00' (Free Discharge) t-4= Broad - Crested Rectangular Weir( Controls 0.00 cfs) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 26 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond Pond 1: Hydrograph ;I r r r r - r 1 ++ T T T T T + + I ® Inflow 19.97 cfs !!!'!'!''''''''' Outflow I I I I I I I I I I Cl i ff/ Ah ea -9� X393 0 Primary 22 'I ®Secondary 19 fi + + 18 t I 3 ..1 - 5 0 I 17 + ++ -4- 444 + + + + + + +IIIIIII 16 � ,' �i i i i i i i i i i i I i i i i i�iIiIIIIIII 15 + 4 4 4 + 4 -4 + + -4 I -4 I + I I I I I I I 14 ' � i ' 'I I I I I I I I I I I I I I I I I I I I I I I I I I I I 13 + + + + + + ++ ++ + + +- + + + + -1 +I i ' ' + + + +L +L ++ -4- 44 + -4 + +L +I +IIIIIII 0 10 i 8 ' r r _r 1 T T - T 4 4 4 + + ++ + I ' I 7 'I � � � I I I I I I I I I I I I 17 4 1 37 cfs 3 0.00 cfs - o -- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 27 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond Pond B7A: Inflow Area = 3.956 ac, Inflow Depth = 1.35" for 2 -Year event Inflow = 6.39 cfs @ 12.05 hrs, Volume= 0.446 of Outflow = 2.73 cfs @ 12.25 hrs, Volume= 0.267 af, Atten= 57 %, Lag= 11.8 min Primary = 2.73 cfs @ 12.25 hrs, Volume= 0.267 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 936.16'@ 12.25 hrs Surf.Area= 7,197 sf Storage= 8,921 cf Plug -Flow detention time= 220.7 min calculated for 0.267 of (60% of inflow) Center -of -Mass det. time= 103.9 min ( 920.9 - 817.0 ) Volume Invert Avail.Storage Storage Description #1 934.00' 29,442 cf Custom Stage Data (Irregular )Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 934.00 1 161.0 0 0 1 936.00 6,597 421.0 7 7 13 938.00 15,701 815.0 21 29 52 Device Routing Invert Outlet Devices #1 Primary 930.16' 21.0" x 322.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 928.00' S= 0.00677' Cc= 0.900 n= 0.013 #2 Device 1 936.00' 48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 Primary mary OutFlow Max =2.72 cfs @ 12.25 hrs HW= 936.16' TW= 928.63' (Dynamic Tailwater) 1= Culvert (Passes 2.72 cfs of 19.48 cfs potential flow) L2= Orifice /Grate (Weir Controls 2.72 cfs @ 1.32 fps) Pond Pond B7A: Hydrograph ❑ Inflow 7 6.39 cfs ❑ Primary - T -_- ----- -7 - --- -1 - - - - -I r � A r� 11= I96-6 6 Poak IEllev 361 116 � 5 Sto ef IIIIIIIIII IIIIIIIIIIIIIIII IIIIIIIIII IIIIIIIIIIIIIIII 4 c 3 2.73 cfs I I I I I I I I I I I I I I I I I I I I I I I I - - I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2 I - - I- I- - I - - - - 7 - - I - -I - -r - --- I - -7- - 7 -- - -I - - T - _- I- - I - - - - 7 - -I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I 0 I N 11 1 go o 11 o 11 o go I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 28 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Time span =0.00 -30.00 hrs, dt =0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment GW1: Runoff Area = 92.429 sf Runoff Depth= 3.52" Flow Length =250' Tc =6.8 min CN =94 Runoff =11.75 cfs 0.623 of Subcatchment GW2: Runoff Area = 56.953 sf Runoff Depth= 1.82" Flow Length =280' Slope= 0.0200 7' Tc =10.6 min CN =75 Runoff =3.58 cfs 0.198 of Subcatchment P1: Runoff Area = 120.067 sf Runoff Depth= 1.21" Flow Length =207' Slope= 0.0200 7' Tc =9.5 min CN =66 Runoff =5.04 cfs 0.277 of Subcatchment P10: Runoff Area = 310.366 sf Runoff Depth= 1.27" Flow Length =690' Slope= 0.0250 7' Tc =21.6 min CN =67 Runoff =8.97 cfs 0.754 of Subcatchment P2: Runoff Area = 545.736 sf Runoff Depth = 0.76" Flow Length= 1,421' Tc =34.2 min CN =58 Runoff =5.60 cfs 0.791 of Subcatchment P3: Runoff Area = 271.794 sf Runoff Depth= 1.67" Flow Length =892' Tc =14.5 min CN =73 Runoff =13.60 cfs 0.870 of Subcatchment P4: Runoff Area= 104,685 sf Runoff Depth= 2.29" Flow Length =250' Tc =10.1 min CN =81 Runoff =8.44 cfs 0.459 of Subcatchment P5: Runoff Area = 165.674 sf Runoff Depth= 1.89" Flow Length =250' Tc =10.8 min CN =76 Runoff =10.78 cfs 0.600 of Subcatchment P6: Runoff Area = 587.301 sf Runoff Depth= 2.29" Flow Length =755' Tc =18.6 min CN =81 Runoff =35.80 cfs 2.574 of Subcatchment P7: Runoff Area = 87.012 sf Runoff Depth= 3.52" Flow Length =370' Tc =12.6 min CN =94 Runoff =9.17 cfs 0.586 of Subcatchment P7A: Runoff Area = 85.313 sf Runoff Depth= 1.46" Flow Length =774' Tc =19.9 min CN =70 Runoff =3.08 cfs 0.239 of Subcatchment P9: Runoff Area = 316.304 sf Runoff Depth= 1.09" Flow Length =401' Slope= 0.0350 7' Tc =16.1 min CN =64 Runoff =9.00 cfs 0.658 of Pond 131: Peak Elev= 939.66' Storage =1.068 of Inflow =6.49 cfs 1.068 of 18.0" x 80.0' Culvert Outflow =0.00 cfs 0.000 of Pond 132: Peak Elev= 936.43' Storage= 44.863 cf Inflow =21.62 cfs 2.365 of 15.0" x 879.0' Culvert Outflow =3.21 cfs 2.102 of Pond 133: Peak EIev= 940.61' Storage =7,331 cf Inflow =8.97 cfs 0.754 of Primary =3.39 cfs 0.747 of Secondary =0.00 cfs 0.000 of Outflow =3.39 cfs 0.747 of Pond 134: Peak Elev= 938.59' Storage =3,825 cf Inflow =16.25 cfs 1.617 of Outflow= 15.52 cfs 1.604 of Pond 135: Peak EIev= 937.90' Storage= 30.722 cf Inflow =10.78 cfs 0.600 of Outflow =0.77 cfs 0.302 of Pond CITY POND: Peak Elev= 948.39' Storage =0.658 of Inflow =9.00 cfs 0.658 of 12.0" x 950.0' Culvert Outflow =0.00 cfs 0.000 of Pond EX. CB: Peak Elev= 921.24' Inflow =4.57 cfs 3.530 of 15.0" x 171.0' Culvert Outflow =4.57 cfs 3.530 of Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 29 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond Pond 1: Peak EIev= 931.04' Storage= 301,214 cf Inflow =50.81 cfs 5.944 of Primary =2.30 cfs 3.334 of Secondary =0.00 cfs 0.000 of Outflow =2.30 cfs 3.334 of Pond Pond B7A: Peak EIev= 936.40' Storage= 10,739 cf Inflow =11.63 cfs 0.825 of Outflow =10.45 cfs 0.646 of Total Runoff Area = 62.985 ac Runoff Volume = 8.628 of Average Runoff Depth = 1.64" 71.01% Pervious Area = 44.726 ac 28.99% Impervious Area = 18.259 ac Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 30 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment GW1: Runoff = 11.75 cfs @ 11.98 hrs, Volume= 0.623 af, Depth= 3.52" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (sf) CN Description 11 61 >75% Grass cover, Good, HSG B 81 98 Paved parking & roofs 92 94 Weighted Average 11 Pervious Area 81 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 6.1 50 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.75" 0.7 200 0.0600 4.97 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.8 250 Total Subcatchment GW1: Hydrograph 13 ❑Runoff 11.75 cfs �I 12 T 4owh 1� 11 I I I I I I I I i I I i I I I I I I I I I I I I I I I 4 I - ' I - + Rainfall;:4.20"1' 10 +II + +I+ ' h sf 9 I I I I I I I i i I I I I I I I I I I I I I �I I I 8 1 1 II T III + -I + +I u 1 I- + �0:'6�3�� a� 1 1 1 1 1 I Il I 1� =I ' ^ + + + I -+ + I -1- + + I + + I + + + I + + I + + I 7 I I I I I I I 1 I I 1 I I I Runoff Depth- 3.5M2'11' 6 Flow' L I rt - I��i�TI���IrI + +I 00 5 ■ T in T I I T T I T T I I T T + T I + T - 1 + + I I I � III +�IF�i I +�i�TIF +�I�� N = - 94 3 I I I +TIT + - - I + T - 1 - 7 + IT + i ++ TI + + 2 I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 31 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment GW2: Runoff = 3.58 cfs @ 12.03 hrs, Volume= 0.198 af, Depth= 1.82" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (sf) CN Description 34 61 >75% Grass cover, Good, HSG B 22 98 Paved parking & roofs 56 75 Weighted Average 34 Pervious Area 22 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.8 230 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 10.6 280 Total Subcatchment GW2: Hydrograph 4 ❑Runoff 3.58 cfs I I T ypejI -Mr -' RainfaH;4:2Ow 3 R ,'�953' sf Ru n off Vio l m p =0.' of L I I L L I L L I 1 I I L th r 11 ■ 8 2 2 Flow' Lehoth"280' $lope= 0.0200 1 1 1 1 1 1 CN=I ' 7 0 ,. V,,,, 1....;4,1.14, ,1,.., , ,V,. , 1..VkII...1 0t.It...IM ji ijM o kIM M M , i1".41M0.41..at1.. , iuua , . 0 1 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 32 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P1: Runoff = 5.04 cfs @ 12.02 hrs, Volume= 0.277 af, Depth= 1.21" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (sf) CN Description 120,067 66 120,067 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 9.5 207 0.0200 0.36 Lag /CN Method, Subcatchment P1: Hydrograph ❑ Runoff -- L -1 - L - 5.04 cfs 5 Ty e II 1 -h r 1 -Y a r p Rainfall - +-- I-- +- 4--- +-- I- - + - + -I --- I-- +- -II + +I +I + +II 4 Run Area= 120'0�7' sf II Ru n Off 1 Vio l m p = of V Runoff Delpithillill .21 3 I I I I I I I I I I I I I I I I a 'I 'I 'I 'I 'I 'I 'I ' � , I I I I I Flow' Length 207 I I I I I I I I I I I 2 $lp —r— p -14:1�0002001—vp oll Tic=9151 m in 1 T I U —I616 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 1 11 11 Jill 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 33 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P10: Runoff = 8.97 cfs @ 12.17 hrs, Volume= 0.754 af, Depth= 1.27" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (sf) CN Description 243,573 58 Meadow, non - grazed, HSG 6 53,145 98 Paved parking & roofs 13,648 100 Pond 310,366 67 Weighted Average 243,573 Pervious Area 66,793 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 21.6 690 0.0250 0.53 Lag /CN Method, Subcatchment P10: Hydrograph 10 � � � � � � � � � � � ❑Runoff _r _r -I r rt I I - 8.97 cfs _r - t t _r ' r _r - I I t__ _T f 9 T11e I 1 124-hr 10 -Yea r I -1 I I I I I I I I I I I I I I I I I I I I I I I 8 R --------------------- Runoff Are' ' 366'sf 7 �I 6 I I I I I ; RunOff Vof 0 4 of 1 1 1 1 1 ^ I I I I I I I I i i I I i I I I I I I I I I I I I I 111 0 -ZI - Runoff {fie -pttr; JL 1 ■ 2-7 / -/ 5 LL I I � � - � -1- - I ow L en 9t hi =�_6 90 ' 4 1 1 l o e= 2 0 /I 3 I I I f c l =� 1' 6' m i n ■ ■ ■� CN= '67 I ''T -'I -I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 34 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P2: Runoff = 5.60 cfs @ 12.35 hrs, Volume= 0.791 af, Depth= 0.76" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (sf) CN Description 545,736 58 Meadow, non - grazed, HSG 6 545,736 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 7.5 50 0.0300 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 26.7 1,371 0.0150 0.86 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 34.2 1 Total Subcatchment P2: Hydrograph ,'1 I 1 1 1 1 1 1 1 1 1 1 1 I 1 I I I I I I ❑Runoff 6 5.60 cfs I I I I I I I I I 1 1 1 1 I T ype 1 Mr -Year i 1i i i 1 i T 11 i I i 1 I1 i i -I i iceI— — nfall �- �� 5 �Ra�i=.20 4 I I I I I 1 1 1 1 Ru''noff Area '736' sf , 1 1 _ 1 T _ � 1 � � 1 I r �1� 11 4 R ''rn '' 1 of I I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 + - -4 1 k- 1 I � 1 - - 4- R W of 1 �e 4■a�� 7� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 � 1 a 3 J , I Fl6W L�e'n th ,421 � 1 1 _1'I'1��'1L1'I_ __ 'IL�'11 1 'i I I 1 1 1 IM 1 2 N =1158 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 X 1 1 V I I I I I I 1 1 1 0 U.N. 11 11 11 go NJ 11 11 11 11 11 11 go 11 11 11 go 1. 11 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 35 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P3: Runoff = 13.60 cfs @ 12.07 hrs, Volume= 0.870 af, Depth= 1.67" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (sf) CN Description 85 98 Paved parking & roofs 11 98 Building 172 58 Meadow, non - grazed, HSG B 1,810 100 Pond 271 73 Weighted Average 172 Pervious Area 99 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 9.3 100 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.4 144 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 365 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 283 0.0200 6.95 5.46 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 14.5 892 Total Subcatchment P3: Hydrograph 15 ❑Runoff + I + ++ 13.60 cfs + ++ ++ + 14 - f'I I � 1I � �I� � I Type 112 hr 1 'far 13 ,I , �+ 12 I I I I Rainfall =4.20" 4 - -1 - - I- - 4- - -4 - - 1- -4 - -I - - I- - 4- 1- 4- - -4 --1- R-L' ---------------------- - - - - -- - - - - - - -- I I I I 11 no ���a 271,7 f 10 I I I I o Iff + I T T T T T + + /',I r toot rrr�rY0=0 . a 97 1 I 8- I I I Runoff D ' .... I I I I I I I I � I I I � I a 7-- IF tb�v �e� Oth �� 92 6 I I I ■ t rt I r _r - 1 � E tn 5 ------------------ I I I I I I I I i i I I i i I I I I I I I I I I =� 4 I I 3 �1 II it �1Ili 2 1 0 a _ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 36 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P4: Runoff = 8.44 cfs @ 12.02 hrs, Volume= 0.459 af, Depth= 2.29" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (sf) CN Description 46,778 58 Woods /grass comb., Good, HSG B 14,532 98 Building 2,500 98 Paved parking & roofs 40,875 99 Pond 104,685 81 Weighted Average 46,778 Pervious Area 57,907 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.4 200 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 250 Total Subcatchment P4: Hydrograph 1 1 1 1 1 1 I I 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 ❑ Runoff 9 -1 8.44 cfs T 1 I T T T T - II 1- T - I Ty' e 111 f T � = r l ;'f a r Vp I I 1- fi -1 I 1 I t -t t - II - I 1 I t 1 1 t - I Pva i of a H �� . 2O 7 I Runoff Area 0 4 '1685 sf - - -I - - 1- - + - + - -I- - - + - -I - - - 1 1- - t - I + + I I + + + 1 + I I + 6 R I I I I I I I I I I I 5 Runoff D 3 , - 1 - L I + -- I - -I- -I- - - - Floes Lei th -250 1 LL 4 - 1 - - - -! - 1 - - I _ ■ ---------------------- 1 1 1 1 1 1 1 I 1 � I I 3 I�*81 --=-------------- - - - - -- ---------------------=-=-------------- 2 I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 1 1 1 1 I 1 1 I I 1 1 I I I I I 1 I 0 11 J ill j imi" 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 37 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P5: Runoff = 10.78 cfs @ 12.03 hrs, Volume= 0.600 af, Depth= 1.89" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (sf) CN Description 91 58 Woods /grass comb., Good, HSG B 55,950 98 Paved parking & roofs 9 99 Water 8 98 Building 165 76 Weighted Average 91 Pervious Area 73 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.0 200 0.0550 1.64 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.8 250 Total Subcatchment P5: Hydrograph 12 -I- - -I- - ❑Runoff 10.78 cfs���� -I- - T -111-124-hr -ear 11 I I I i i i i i i I i i I I I I I I I I I I I 10 'I' T I I R a�i nf a I I-4.20 g rt t� fino#���a�-65674rtsf ff - k- 4 - ��u Q - V +01 � � :'� &O ( af �. 7 1- Flu -n off D - LL F 16 L e-2 5-0 5 T � - 014 i n I T I I T T I T T I I - T T I T T T T � - ' T 4 3 - L � -i L I L L L L I L L I - 1 I il I I I I I I I I � iz I I I I I I I I I I I I I 2 i ' ,0 " 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 38 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P6: Runoff = 35.80 cfs @ 12.11 hrs, Volume= 2.574 af, Depth= 2.29" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (sf) CN Description 143 98 Paved roads w /curbs & sewers 126 98 Build 38 100 Pond 278 61 >75% Grass cover, Good, HSG B 587 81 Weighted Average 278,217 Pervious Area 309 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 11.9 705 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.6 755 Total Subcatchment P6: Hydrograph 40 rt T -T I I- rt, 1TrtFT -1 +� +- ❑ Runoff 3s 1 1 3580 cfs T� FT T T--1 - 3 , ,I - III - ! - I - I - - , Ty 11 �, 24= M rl 1 � = Y� aIT 4 - T p I I I 30'' -!'' -'' '' 'i 1 Sf RjJ n-o� Ax-e 1 5-87- 1 28 i I I i i I I I I I I I I I I I I I 26 --- � - - -�! oo Runp f = a 22 - � Ran off D1dE0k _ I I I I I I - I I I I I 1 1 F16w L a �I FL 16 -1- -1 ------ -I- - k- - 4 - -I- I- - -k - 4 - -I- - -I- - k- - 4- - TCI=1 - 4 w -1 n , , 14 12 � + —�-.8 �� — Iv� 10 +rI + +r +rte 8 -t I I- T - I I- r rt I I fi t + I r -r -1 1- t- -1 -1 F 6 +I +IF 4 Ii + -7i 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 39 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P7: Runoff = 9.17 cfs @ 12.04 hrs, Volume= 0.586 af, Depth= 3.52" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (sf) CN Description 78,311 98 Paved parking & roofs 8,701 61 >75% Grass cover, Good, HSG 6 87,012 94 Weighted Average 8,701 Pervious Area 78,311 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.8 320 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.6 370 Total Subcatchment P7: Hydrograph I 1 1 1 1 1 1 1 1 1 1 1 1 10 El Runoff 9.17 cfs 1 I I I I I I I I I I I 1 9 Type I 11 24 - h r 1 10 8 R a►i hfa1f- 4.20''1r I I I I I I I I I I I I I I I I I I _L _j _L I1 R u h dff A rea=87 '10'r 2 sf 7 �1 I � 11 - 1 � I #'f'��to�' u r 0:'15 6 of RufiQ 1 1 1 - Run off DA9,-pth=1a,52 7 I I T � I F I I - I 7 I 7T I 3 5 G I I I I I I I I I I I I T:16w I 4 ■ I I I I I I I I I I 1� I I I I I I I I I I c�= 2161 in I I I I I I I I I I I I I I --t -1 I- - 4- 3 C N =194 I I I I I I I I I I I I I I I I I I I I I I -i 2 i I I I I I I I I I I I I I I I I I I I I I I I 0 .... Y 0 1 1 11 111 11 I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 40 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P7A: Runoff = 3.08 cfs @ 12.14 hrs, Volume= 0.239 af, Depth= 1.46" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (sf) CN Description 20,196 85 Gravel roads, HSG B 58,520 61 >75% Grass cover, Good, HSG B 6,597 100 Pond 85,313 70 Weighted Average 78,716 Pervious Area 6,597 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 10.0 100 0.0590 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.7 173 0.0590 1.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.7 251 0.0080 0.63 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 250 0.0360 2.85 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 19.9 774 Total Subcatchment P7A: Hydrograph � � � ❑Runoff — —1 3.08 cfs —I— — I— — -r — —1 — —I— — t — I — —I— — r- — t — —I — — I — T ype II - -'��a 3 1 Rainfall 4.20 I I I 1 0 1 1 1 0 R',u n off' A',rea:�g5, 313 sf 00 R un �ff V�Iu me=0:'2�9 a# 2 Runoff D - Flow LehO th " 774 " I I 1 11 c' '� 9'� 9 Min, 1 1 1 1 1 1 1 =70 0 11 IV 111111 NJ loll" 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 41 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P9: Runoff = 9.00 cfs @ 12.10 hrs, Volume= 0.658 af, Depth= 1.09" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" Area (sf) CN Description 316,304 64 316,304 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 12.3 100 0.0350 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.8 301 0.0350 1.31 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.1 401 Total Subcatchment P9: Hydrograph 10 ❑ Runoff , T rt� T -T 9.00 cfs fi T fi� 9 Te 24 -Mr 1 0 -Year �/ p II I- T T T T T I - I T T T I I I T I R 7 RUn ff Area=3116 '3041 sf 00 � R un p ffFV ' o1ump=O - .1658 - a f 11 I 6� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I oo R a -n off � .09'1I' i1 I I I I I I I I I � I 5 1 - - L- L 1 16Lendth 4 0 �I 4 I I I I I I I I I I I I I I I I I I I I I I I I � 1 I , + � T - T T T T T hope =C . -I - - / 3 c ='� 6'.1 min ' � IIT�Ir�iI IT�I�TITT�I��Ir - -, 2 - - CN= I I I I I I I I I I I I I I I I I I I I I I I- T T II T T -1- I T T ' F T -1 T T ' F - 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 42 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 131: Inflow Area = 15.285 ac, Inflow Depth= 0.84" for 10 -Year event Inflow = 6.49 cfs @ 12.35 hrs, Volume= 1.068 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 939.66'@ 25.93 hrs Surf.Area= 0.681 ac Storage= 1.068 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 938.00' 6.623 of Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 938.00 0.590 600.0 0.000 0.000 0.590 940.00 0.700 652.0 1.288 1.288 0.712 942.00 0.820 703.0 1.518 2.807 0.842 944.00 0.950 759.0 1.768 4.575 0.996 946.00 1.100 816.0 2.048 6.623 1.164 Device Routing Invert Outlet Devices #1 Primary 942.00' 18.0" x 80.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 941.00' S= 0.0125T Cc= 0.900 n= 0.012 Primary mary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 938.00' (Free Discharge) 1= Culvert ( Controls 0.00 cfs) Pond 131: Hydrograph - -4 I I I -k- 4 I I 4- I 4- -4 I I I -k- -4 I I- I I I I I I I I I I I I I I I I I I I I I I I I ❑ Inflow 7 1 6.49 c ❑ Primary 1 1 I L I;nflgv� Ar e 1115 -2, AP 'I I I I I I I I I I I I I I I I I 6 I I I I I I I I I I I I I I I II 'Peak E16V I I Storage 1006 of 5 I I I N I I I I I I I I I I ( I I I I I I I I I I I I I I I 4 - - - - - - - - - - - - - - - - - c LL 3 - T T I T T 1 - 1 - F F - T I I T 7 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I V I I I 1 I I I I I I I I I I I I ( I I I I 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 43 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 132: Inflow Area = 26.832 ac, Inflow Depth > 1.06" for 10 -Year event Inflow = 21.62 cfs @ 12.07 hrs, Volume= 2.365 of Outflow = 3.21 cfs @ 13.79 hrs, Volume= 2.102 af, Atten= 85 %, Lag= 102.7 min Primary = 3.21 cfs @ 13.79 hrs, Volume= 2.102 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 936.43'@ 13.79 hrs Surf.Area= 48,638 sf Storage= 44,863 cf Plug -Flow detention time= 254.7 min calculated for 2.102 of (89% of inflow) Center -of -Mass det. time= 198.0 min ( 1,085.2 - 887.2 ) Volume Invert Avail.Storage Storage Description #1 935.50' 254,384 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 935.50 44,056 847.0 0 0 44,056 936.00 45,780 844.0 22 22 44,641 938.00 59,126 955.0 104,622 127,079 60,633 940.00 68,288 1,064.0 127,304 254,384 78,261 Device Routing Invert Outlet Devices #1 Primary 935.50' 15.0" x 879.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 928.00' S= 0.00857' Cc= 0.900 n= 0.012 Primary mary OutFlow Max =3.21 cfs @ 13.79 hrs HW= 936.43' TW= 930.41' (Dynamic Tailwater) 1= Culvert (Inlet Controls 3.21 cfs @ 3.28 fps) Pond 132: Hydrograph ,'I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I X � ❑ Inflow 24 21.62 CfS ���II���II���I�� ❑Primary 23 -, iIii Iii IIIiIi - I i 22 � �9w Aree 1 8I i �'I I I T Ap - - 21 TT ITT - 20 I I I I I I I I I I I I I I I I I I I I 19 rtI�IfiTrfirtI� - 18 ef 17 fitI�rfiII 7 963 16 � I I I II I I III I I II I I II I I I II I I iII - I C I 15��' I - V : 719I:� + 1 C 14 i II � -t�4� 13 � I I I I I I I I I I I I 3 12 ,II 1 T I F IF I F T T IT 9 I I L L L I I L I L L - I I L L L I I L 1 L L L 8 I TTIIT ITTfT 7 L I L L L I I L L L L I I L L L I L L L L � L 'I 6 fi _t t fi - 1 I I fi fi � I I t fi - 1 I I t fi 5 4 3 .21 f. ', � � II II II II cs 3 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 44 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 133: Inflow Area = 7.125 ac, Inflow Depth = 1.27" for 10 -Year event Inflow = 8.97 cfs @ 12.17 hrs, Volume= 0.754 of Outflow = 3.39 cfs @ 12.49 hrs, Volume= 0.747 af, Atten= 62 %, Lag= 19.7 min Primary = 3.39 cfs @ 12.49 hrs, Volume= 0.747 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 940.61'@ 12.49 hrs Surf.Area= 7,878 sf Storage= 7,331 cf Plug -Flow detention time= 25.8 min calculated for 0.747 of (99% of inflow) Center -of -Mass det. time= 20.6 min ( 898.1 - 877.5 ) Volume Invert Avail.Storage Storage Description #1 938.00' 96,696 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 938.00 500 100.0 0 0 500 940.00 897 135.0 1 1 1 942.00 23 1 19,633 21,011 119,364 944.00 53 1 75 96 163 Device Routing Invert Outlet Devices #1 Primary 938.42' 12.0" x 120.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 938.24' S=0.0015'/' Cc= 0.900 n=0.012 #2 Secondary 943.70' 100.0' long x 20.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary mary OutFlow Max =3.39 cfs @ 12.49 hrs HW= 940.61' TW= 938.29' (Dynamic Tailwater) 1= Culvert (Barrel Controls 3.39 cfs @ 4.32 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 938.00' TW= 935.50' (Dynamic Tailwater) L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 45 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 133: Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I 8 cfs Inflow I T T L T TL T T! I . T ��- I�ITI_IIIIIIII Outflow El 'I I I I I I I I I I I I I I I I I I I I I I I I I Primar 10- 1 nf10 W ' A 1 r 0a 1 =7. 1 125 aC p Se condary it T T T T T T T T T T I T I I I I I I I I 9 4 - 4 4 - 4 - -4 - I P I a I E 46 6 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I r � 31-Cf $� � I I I I I I I I I I I I I I I I I I� � I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 7 � fi fi fi firtrt rt 5 � / I TTTTTT I TTT 1 T I TI 1 1 1 1 1 1 1 I o 1 1 3.39 cfs 4- '/ I I I I I I /' T T T T + 4 T T -t T T T T I T I I I I f 3 I I I I I I I I I i i ii iI iIiIIIIIII I I I I I I I I I I I I I I 2 0.00 Cf 0 4. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 46 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 134: Inflow Area = 13.365 ac, Inflow Depth= 1.45" for 10 -Year event Inflow = 16.25 cfs @ 12.07 hrs, Volume= 1.617 of Outflow = 15.52 cfs @ 12.12 hrs, Volume= 1.604 af, Atten= 4 %, Lag= 2.7 min Primary = 15.52 cfs @ 12.12 hrs, Volume= 1.604 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 938.59'@ 12.12 hrs Surf.Area= 4,529 sf Storage= 3,825 cf Plug -Flow detention time= 11.5 min calculated for 1.604 of (99% of inflow) Center -of -Mass det. time= 6.9 min ( 881.0 - 874.2 ) Volume Invert Avail.Storage Storage Description #1 937.70' 11,008 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 937.70 1,878 182.0 0 0 1 938.00 3,572 243.0 804 804 3 940.00 6,804 403.0 10 11 12 Device Routing Invert Outlet Devices #1 Primary 937.90' 10.0' long x 10.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary mary OutFlow Max =15.51 cfs @ 12.12 hrs HW= 938.59' TW= 935.89' (Dynamic Tailwater) 1 =Broad Crested Rectangular Weir(Weir Controls 15.51 cfs @ 2.24 fps) Pond 134: Hydrograph 'I ❑ Inflow 18 16.25 cfs ❑ Primary II III! II II II III I I I I I I I I I I I I Area=13 I I I I I I I -1 -1 17 � ft�� L_ 15.52 cfs I L I 16 I ! III! c 15 � ' 14 Storage= 33L 82 c 13 I I I I I I I I I I I I I I 12 �IIIli it V � Ili I �IIIli �I � I IIl i �I IIIIF �I 4- 10 I .� 9 p M 8 T T T T T I T I T T T T T T T T I T T 7 I I I I I I I I 1 1 , 1 I I I I I I I I I I I I I I i T T I I T T T I 1 T T T I -1- T T - I 1- r 7 -1 F r 6 5 4 1 1 I 1 1 I 1 1 I 1 1 1 I 3 I I I I I I I I I I t ry y 0 g Is o 11 o 11 1 11 1 11 .1 1 go o go, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc Page 47 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 135: Inflow Area = 11.065 ac, Inflow Depth = 0.65" for 10 -Year event Inflow = 10.78 cfs @ 12.03 hrs, Volume= 0.600 of Outflow = 0.77 cfs @ 13.02 hrs, Volume= 0.302 af, Atten= 93 %, Lag= 59.2 min Primary = 0.77 cfs @ 13.02 hrs, Volume= 0.302 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 937.00' Surf.Area= 16,501 sf Storage= 16,179 cf Peak Elev= 937.90'@ 13.02 hrs Surf.Area= 21,503 sf Storage= 30,722 cf (14,543 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 168.9 min ( 1,010.9 - 842.0 ) Volume Invert Avail.Storage Storage Description #1 936.00' 87,809 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 936.00 10,936 483.0 0 0 10,936 938.00 22,066 624.0 32,358 32,358 23,406 940.00 33,801 779.0 55,452 87,809 40,768 Device Routing Invert Outlet Devices #1 Primary 937.80' 10.0' long x 10.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary mary OutFlow Max =0.77 cfs @ 13.02 hrs HW= 937.90' TW= 936.33' (Dynamic Tailwater) 1 =Broad Crested Rectangular Weir(Weir Controls 0.77 cfs @ 0.78 fps) Pond 135: Hydrograph - +iii + + +i +++ii+++i++++i+- ❑ Inflow 1 0.78 c []Prima ry I I flpw Area=11 -1 P�mpak BeV=9 171 12 10-./ i _SI Lora a = 0 2 d f g 7 T v 6 -, 1 1 1 1 1 o LL 4 T T T - 1 I T , + T T , , F T - -- -F - , + T 3 rtrt +iTTfi + -fi +� 2 F O.77 cfs 0 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 48 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond CITY POND: Inflow Area = 7.261 ac, Inflow Depth = 1.09" for 10 -Year event Inflow = 9.00 cfs @ 12.10 hrs, Volume= 0.658 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 948.39'@ 24.91 hrs Surf.Area= 0.684 ac Storage= 0.658 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 947.00' 1.961 of Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 947.00 0.144 289.0 0.000 0.000 0.144 948.00 0.600 598.0 0.346 0.346 0.645 950.00 1.035 819.0 1.615 1.961 1.218 Device Routing Invert Outlet Devices #1 Primary 949.00' 12.0" x 950.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 939.00' S=0.0105'/' Cc= 0.900 n=0.012 Primary mary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' TW= 937.00' (Dynamic Tailwater) 1= Culvert ( Controls 0.00 cfs) Pond CITY POND: Hydrograph l l l l l l l l l 1 1 I I I 11 ❑ Inflow 10 g. � 0 c fs - ❑ Primary T�11FT�I� � X11 I l l l l l l l l l I I I I In I I I �r�a� = 7 10261 9 1 1 1 11 V I I I 1 1 III 11 III 1 11 a1Q all k Ell I e v 8 I I I I I I I I I I I I I I I I 7 S af 1 (� 1 1 x 950A 6 Culver V Q �I LL 3 I I I I I I I I I I I I I I I I I I I I I I I I I 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 49 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond EX. CB: [57] Hint: Peaked at 921.24' (Flood elevation advised) Inflow Area = 47.700 ac, Inflow Depth > 0.89" for 10 -Year event Inflow = 4.57 cfs @ 12.04 hrs, Volume= 3.530 of Outflow = 4.57 cfs @ 12.05 hrs, Volume= 3.530 af, Atten= 0 %, Lag= 0.6 min Primary = 4.57 cfs @ 12.05 hrs, Volume= 3.530 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 921.24'@ 12.05 hrs Device Routing Invert Outlet Devices #1 Primary 920.03' 15.0" x 171.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 918.00' S= 0.01197' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max =4.56 cfs @ 12.05 hrs HW= 921.24' (Free Discharge) 't--1 =Culvert (Inlet Controls 4.56 cfs @ 3.75 fps) Pond EX. CB: Hydrograph I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ❑ Inflow 5 ❑ Primary 4.57 cfs 11nf111 A r�e =47170 ,1_�� 11 �� 11r* � 111 fi Peak E16V=921 4 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I 1 �1� 1 1` I 1 11 5010, 1 1 1 0 O 1 �w I w e rt 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3 bow— I N v I 1 1 1 1 1 1 1 1 1 1 1 G 'I ME i 2 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 - T T — 1 1 1 1 11 T T — 1 T 7 — 11 11 T T T — 1 1 1 1 11 T T — 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 ----------------------------------------------- — J ill 1111 I J il , it ll� 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 50 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond Pond 1: Inflow Area = 46.393 ac, Inflow Depth > 1.54" for 10 -Year event Inflow = 50.81 cfs @ 12.09 hrs, Volume= 5.944 of Outflow = 2.30 cfs @ 20.21 hrs, Volume= 3.334 af, Atten= 95 %, Lag= 486.9 min Primary = 2.30 cfs @ 20.21 hrs, Volume= 3.334 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 928.00' Surf.Area= 43,440 sf Storage= 147,082 cf Peak Elev= 931.04' @ 20.15 hrs Surf.Area= 56,801 sf Storage= 301,214 cf (154,132 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 342.1 min ( 1,262.7 - 920.6 ) Volume Invert Avail.Storage Storage Description #1 920.00' 487,005 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 920.00 5,442 735.0 0 0 5,442 927.00 29,423 1,369.0 110,877 110,877 111,848 928.00 43,440 1,434.0 36,205 147,082 126,415 930.00 52 1 95,467 242,549 135,670 932.00 61 1,511.0 113,154 355,703 145,397 934.00 70,297 1,632.0 131,302 487,005 175,823 Device Routing Invert Outlet Devices #1 Primary 928.00' 8.0" x 293.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 920.03' S= 0.02727' Cc= 0.900 n= 0.012 #2 Device 1 925.00' 2.50'W x 2.00' H Vert. Orifice /Grate C= 0.600 #3 Device 1 932.80' 48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 #4 Secondary 934.00' 15.0' long x 10.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary mary OutFlow Max =2.30 cfs @ 20.21 hrs HW= 931.04' TW= 920.80' (Dynamic Tailwater) 1= Culvert (Outlet Controls 2.30 cfs @ 6.60 fps) 2= Orifice /Grate (Passes 2.30 cfs of 41.95 cfs potential flow) 3= Orifice /Grate ( Controls 0.00 cfs) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 928.00' (Free Discharge) t-4= Broad - Crested Rectangular Weir( Controls 0.00 cfs) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 51 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond Pond 1: Hydrograph ■ Inflow ' 50.81 cfs - outflow 1 El nf l6W /� eea:t46.393 ad Secondary Pr im ar y /�'► Secondary 55 ���+ V I Pleat k El w= 931 50 ra= 1 131 1 14 I I� 45 fi fi fi fi fi fi fi fi 1 1� 1 1 2 4 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I 40 — ��fi�fififirtrtrt rtrt������I�IIIIIII N � 30rfi fitfitfi fiI O 'rfifififirtrtrt rtrtrtrtI 25 20 � '� r��r�fi�rt�rt rtrt������I�IIIIIII 15 fitfitfi-tII- ' I I I I I I I I I I I I I I I I I 10 2.30 cfs 0.00 Cfs o -- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type// 24 -hr 10 -Year Rainfall= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 52 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond Pond B7A: Inflow Area = 3.956 ac, Inflow Depth= 2.50" for 10 -Year event Inflow = 11.63 cfs @ 12.05 hrs, Volume= 0.825 of Outflow = 10.45 cfs @ 12.11 hrs, Volume= 0.646 af, Atten= 10 %, Lag= 3.7 min Primary = 10.45 cfs @ 12.11 hrs, Volume= 0.646 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 936.40'@ 12.11 hrs Surf.Area= 8,113 sf Storage= 10,739 cf Plug -Flow detention time= 146.4 min calculated for 0.646 of (78% of inflow) Center -of -Mass det. time= 58.4 min ( 864.6 - 806.1 ) Volume Invert Avail.Storage Storage Description #1 934.00' 29,442 cf Custom Stage Data (Irregular )Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 934.00 1 161.0 0 0 1 936.00 6,597 421.0 7 7 13 938.00 15,701 815.0 21 29 52 Device Routing Invert Outlet Devices #1 Primary 930.16' 21.0" x 322.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 928.00' S= 0.0067T Cc= 0.900 n= 0.013 #2 Device 1 936.00' 48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 Primary mary OutFlow Max =10.44 cfs @ 12.11 hrs HW= 936.40' TW= 929.08' (Dynamic Tailwater) 1= Culvert (Passes 10.44 cfs of 19.84 cfs potential flow) L2= Orifice /Grate (Weir Controls 10.44 cfs @ 2.07 fps) Pond Pond B7A: Hydrograph t�II�rt�II firt - -,- r�I- ,-- �- rt�IIfirtII�� -� ( I I I I I I I I I I I I I I I I I I I I I I I I I I T� �'' - ❑ Inflow 13 I I I( I I 1 cfs ❑Primary I I lAreo IIIII ac� - - 10.45 cfs 11 �I I I I I I I I I I I I I I I I I I I P AklEllev� 3611 103, L-L � I I I I Shot ge 010 73--9 4- - -4 - -1 - - I- - k-- - 4- - -4 - -I - 9 I I I I I I I I I I I I I I I I I I I I i i i 0 6 - I I I -I I I I I Illi I iIIIIIi it �IIIIi li �I IIIIIi 5 it T _f II F T � I� T IF T 7 II F T � I� T _r T I I I I I I I I I I I I I I I I I I I I I I I I I I I ! II! ! II! I! III! !II! I I I I I I I I I I I I I I I I I I I I I I I I I I I I 'I 2 :Zz I I I a �`' �. 0 00 ol 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 53 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Time span =0.00 -30.00 hrs, dt =0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment GW1: Runoff Area = 92.429 sf Runoff Depth = 5.20" Flow Length =250' Tc =6.8 min CN =94 Runoff =16.92 cfs 0.919 of Subcatchment GW2: Runoff Area = 56.953 sf Runoff Depth= 3.20" Flow Length =280' Slope= 0.0200 '/' Tc =10.6 min CN =75 Runoff =6.30 cfs 0.348 of Subcatchment P1: Runoff Area= 120,067 sf Runoff Depth= 2.37" Flow Length =207' Slope= 0.0200 '/' Tc =9.5 min CN =66 Runoff =10.22 cfs 0.544 of Subcatchment P10: Runoff Area = 310.366 sf Runoff Depth= 2.45" Flow Length =690' Slope= 0.0250 '/' Tc =21.6 min CN =67 Runoff =18.28 cfs 1.458 of Subcatchment P2: Runoff Area = 545.736 sf Runoff Depth= 1.69" Flow Length= 1,421' Tc =34.2 min CN =58 Runoff =15.13 cfs 1.769 of Subcatchment P3: Runoff Area = 271.794 sf Runoff Depth= 3.01" Flow Length =892' Tc =14.5 min CN =73 Runoff =24.75 cfs 1.563 of Subcatchment P4: Runoff Area= 104,685 sf Runoff Depth= 3.79" Flow Length =250' Tc =10.1 min CN =81 Runoff =13.78 cfs 0.760 of Subcatchment P5: Runoff Area= 165,674 sf Runoff Depth= 3.29" Flow Length =250' Tc =10.8 min CN =76 Runoff =18.70 cfs 1.044 of Subcatchment P6: Runoff Area = 587.301 sf Runoff Depth= 3.79" Flow Length =755' Tc =18.6 min CN =81 Runoff =58.93 cfs 4.261 of Subcatchment P7: Runoff Area = 87.012 sf Runoff Depth = 5.20" Flow Length =370' Tc =12.6 min CN =94 Runoff =13.24 cfs 0.865 of Subcatchment P7A: Runoff Area = 85.313 sf Runoff Depth= 2.73" Flow Length =774' Tc =19.9 min CN =70 Runoff =5.92 cfs 0.445 of Subcatchment P9: Runoff Area = 316.304 sf Runoff Depth= 2.19" Flow Length =401' Slope= 0.0350 '/' Tc =16.1 min CN =64 Runoff =19.47 cfs 1.327 of Pond 131: Peak Elev= 941.35' Storage =2.313 of Inflow =16.91 cfs 2.313 of 18.0" x 80.0' Culvert Outflow =0.00 cfs 0.000 of Pond 132: Peak Elev= 937.24' Storage= 87.397 cf Inflow =40.50 cfs 4.573 of 15.0" x 879.0' Culvert Outflow =5.61 cfs 4.123 of Pond 133: Peak Elev= 941.87' Storage= 19.743 cf Inflow =18.28 cfs 1.458 of Primary =4.71 cfs 1.451 of Secondary =0.00 cfs 0.000 of Outflow =4.71 cfs 1.451 of Pond 134: Peak Elev= 938.91' Storage =5,431 cf Inflow =27.91 cfs 3.014 of Outflow =27.08 cfs 3.001 of Pond 135: Peak Elev= 938.15' Storage= 36.554 cf Inflow =18.70 cfs 1.117 of Outflow =5.30 cfs 0.812 of Pond CITY POND: Peak Elev= 949.18' Storage =1.299 of Inflow =19.47 cfs 1.327 of 12.0"x950.0' Culvert Outflow =0.14 cfs 0.073 of Pond EX. CB: Peak Elev= 922.43' Inflow =7.87 cfs 4.162 of 15.0" x 171.0' Culvert Outflow =7.87 cfs 4.162 of Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 54 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond Pond 1: Peak Elev= 933.70' Storage= 467,420 cf Inflow =84.26 cfs 10.434 of Primary =2.58 cfs 3.816 of Secondary =0.00 cfs 0.000 of Outflow =2.58 cfs 3.816 of Pond Pond B7A: Peak Elev= 936.56' Storage= 12,049 cf Inflow =18.18 cfs 1.310 of Outflow= 17.08 cfs 1.131 of Total Runoff Area = 62.985 ac Runoff Volume = 15.303 of Average Runoff Depth = 2.92" 71.01% Pervious Area = 44.726 ac 28.99% Impervious Area = 18.259 ac Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 55 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment GW1: Runoff = 16.92 cfs @ 11.98 hrs, Volume= 0.919 af, Depth= 5.20" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall = 5.90" Area (sf) CN Description 11 61 >75% Grass cover, Good, HSG B 81 98 Paved parking & roofs 92 94 Weighted Average 11 Pervious Area 81 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 6.1 50 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.75" 0.7 200 0.0600 4.97 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.8 250 Total Subcatchment GW1: Hydrograph I I I I I I I I I I I I I I I I I I I I I � 1 T - F T T I - I T 1 - 1 - T T I T T 1 T T 1 T T ❑Runoff 18 1 16 92 cfs T T ; T ' T 1 T -1 T T ' 1- T- 1 1 T 1 1 17 1_ 7 - 1 1 T - 1 - - - F - - - T - - - T 214-�Ihrli 0.)(vaTI 16 Y � T IfirtI�rtI�fi�I��I�rt 15 I T T II T Raiinfall ;=5.907 I I I I I I I I I I I I I I 141 - I V I I I I I I I Flu 13 �of��rea- �2�14�9 sf 4 1 1 1 1 + 1 i � 1 I 1 4 + I + 1 - - I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 � 1 1 1 1 1 � �Q f 1 �� � a q I I91 12 4- 1 � 1 I 4-- I 4 4- -4 I 4 I 10 [Z D 5.20 1 � ��I I I I I I I I I I I I I I I I I I I I I I I I I I I I 9 a LIILLIL�1I IL�ILLIFtbv�rt'�ehi� �5�'� i l I = 8 L 1 L L L I L L 1 1 1 L I L L I L L L I L L L I "I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I 7 I 1 1 I I 1 I 1 1 1 1 I 1 1 I I I I I 1 I YC; :=61.� I i n - - I I 6 N" 0 94 5 1 1 I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I 4 1 1 I I I I I I I I I I I 1 I I I I I I I I I I I I I 1 1 I I I I I I I I I I I 1 I I I I I I 3 I I I I I I I I I I I I I I I I I I I 2 I I I I I I I I I I I I I I I I I 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 56 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment GW2: Runoff = 6.30 cfs @ 12.02 hrs, Volume= 0.348 af, Depth= 3.20" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall = 5.90" Area (sf) CN Description 34 61 >75% Grass cover, Good, HSG B 22 98 Paved parking & roofs 56 75 Weighted Average 34 Pervious Area 22 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.8 230 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 10.6 280 Total Subcatchment GW2: Hydrograph 7 ❑Runoff 6.30 cfs 6 T y p lel R" - - i +- --4 i 1 I- + 1- -i - -+- -4 + � -4 1 i- 5 ' R�unoff'�A'I reaO56 �953 sf 1 1 I - , - II1 1 1 'I , 'I, '1 -1 Ru-nDff '1 VOW ' mp =-0 ,3 T V 'I , a l Run D oo � � I�w Lei th�2-8(Y -1 1 1- -1 -1- FL 3 $1ope:=0.020 0 '/' - ----------- - - - --- - --- --- - --- -- - - - - - 2 f 0 1 6 min GU - o-1 Oor i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 57 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P1: Runoff = 10.22 cfs @ 12.02 hrs, Volume= 0.544 af, Depth= 2.37" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall = 5.90" Area (sf) CN Description 120,067 66 120 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 9.5 207 0.0200 0.36 Lag /CN Method, Subcatchment P1: Hydrograph L L 1 L L I I L I -I- L L I L L I L L L 1 L L I L L- El Runoff 11 10.22 cfs I rt 112 1 Th 1 1 1 0 - ',Yea r 10 y p 9 Rai i n fa I I ;M 5.9 0'1' 8 Runoff Area=120 1 0 6 7 1 sf 7 L I I � uF ' I 1 1 I I I I I I I I I I I I 6 I I 11 11 11 1 Runoff D ''' 3 -IIII Le 'ln th I f low -201 � 5 I I I I I I I I I I I I I I I I I- 0 0 14 L r 1 1 ,1 - $ 1 4 I I I Open 2 -1 I I I I I I I I I I I C = - 9 I' . 5' m i n I I �'z I 3 ZI I rt 1 1 T - 1 I r e - rt r - 1 2 CN=66 I � I I I I I I I � I I I I I I I I I I I I I I I I - - - L L 1 L L - 1 - 1 -- L 1 L L I L L - 1 1 -- - - - - 1- - 1 - L- I I I I I I I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 58 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P10: Runoff = 18.28 cfs @ 12.15 hrs, Volume= 1.458 af, Depth= 2.45" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall = 5.90" Area (sf) CN Description 243 58 Meadow, non - grazed, HSG 6 53,145 98 Paved parking & roofs 13 100 Pond 310 67 Weighted Average 243 Pervious Area 66 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 21.6 690 0.0250 0.53 Lag /CN Method, Subcatchment P10: Hydrograph i 1 1 1 1 1 1 1 i 20 1 1 1 1 1 - ❑Runoff 18.28 cfs T i i i i i 1 � 18 1 1 - 11 4 r l oo mye w I I I I I I I I I I I ype 17111 - 1+ +1+ + +1+ +IL +- 16 1 1 � -1 4- 4 --k + 4- R � 1 1 1 I I I I 1 15 +, +�� -I , 1unoff Area= X10'�'6sf 14 1 1 11 t - 1 1 1 _t I - - I - r r I r - -, - - - I r r �I + + 13 � i 1 1 1 1 1 1 1 i i 1 1 i 1 i I I i � i i i i i i 8-t1a 0 �. 12TH - - T +T _T - 11 .' ! ! -' R a -n off Deint 2 .45' 1 1' � 10 1 1 1 I i i 1 l i 1 i l 1 i i i i i i i i i i ' i i 9 1 -]=low L ! + ! !1 I I 7 -1- L -i -I- I- I- L -i -I- L _L -1 L [p o e = 0.02$01 6 +11 +1 +1 1 + + +1 + ++ 1 I 'FlAI m try 3 r +rIr -r - fii -rt1r fi1r - II- - i i I I I I I 1 1 1 i 1 1 i I - 2' - 117 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 59 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P2: Runoff = 15.13 cfs @ 12.34 hrs, Volume= 1.769 af, Depth= 1.69" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall = 5.90" Area (sf) CN Description 545 58 Meadow, non - grazed, HSG 6 545 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 7.5 50 0.0300 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 26.7 1 0.0150 0.86 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 34.2 1 Total Subcatchment P2: Hydrograph I � —� + I ; 1 1 - I Ifi�, +� 1Tfi�II��III + ++ ❑Runoff 'I 16 -II 15.13 cfs11 +1 +1II 15- ��I I I I I I I I I I I I I I I I 42 4 I I I I 1 _h r -ec �I .7 __1__T T F T 13-- I I I I I I I 1 1 1 1 1 1 RaCinfaff- I 12 RIJ no r -e� -545_3 7 -36' S I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I I I I I I I I I I R I I I I I 1 T I T T T I T T I - T T I rip - V ol l r r�rY q=1-1T I 1 1 10 a 1 - I 9 1 i - - L iR un D I I I I I I I I I I G 8 16 W 1 fie1Y -,2'� 7 1 TIIT 1I� -- tI I IT�I�TI�T�� I�TiI ' I I I I I I I I I I I I I I I I I I I = I I I I I I 5 I II II � =56- - i t I I I I I I I I I I � I I I I I I I I I I I 4 T I T T T _T I + T 1 + T + T - 1 1 + T T 7 '1 1 1 2 ------- - - - - -- 1 I I I I I I I I 1 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 60 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P3: Runoff = 24.75 cfs @ 12.07 hrs, Volume= 1.563 af, Depth= 3.01" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall = 5.90" Area (sf) CN Description 85 98 Paved parking & roofs 11 98 Building 172 58 Meadow, non - grazed, HSG B 1,810 100 Pond 271 73 Weighted Average 172 Pervious Area 99 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 9.3 100 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.4 144 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 365 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 283 0.0200 6.95 5.46 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 14.5 892 Total Subcatchment P3: Hydrograph + + + + + + +� +� ❑Runoff 26 24.75 cfs I I � 1 1 1 I � � I � 1 Y p 24 e 1214-�hr 1 11 ear T 1 1 T T T I F ++ ++ I ++ I 1 +++ 22 Rainfall=5.90"1' 20 1 Rjul n-off A Sf 18 oo -VO1UM-P=1-1%34af -1 16 1 -I- 1- + / - + 1Runoff Dfapt a.01"' 3 14 0 EL 12 r�w e1n T =S 9 11 ■ 10 T51 Min N - I' I =173 4 I I + + I + - + -+ I + + I + +---- I - -+ - +- I + + 1 4 - I T T r 7 T -1 T 1 1T T T 2 j ' I - I I i I I I' I ji I I 1 1/1 1 '11 1 1 1 1 - 6 j 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 61 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P4: Runoff = 13.78 cfs @ 12.02 hrs, Volume= 0.760 af, Depth= 3.79" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall = 5.90" Area (sf) CN Description 46 58 Woods /grass comb., Good, HSG B 14,532 98 Building 2 98 Paved parking & roofs 40 99 Pond 104 81 Weighted Average 46 Pervious Area 57 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.4 200 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 250 Total Subcatchment P4: Hydrograph I I t -I- I t I - - I t I t t I t t t I t t I t t 15 ❑Runoff �� � � 13.78 cfs 'I ' �, �,I� -t - -I- - t- 14 1 -24 Ih r -I- I I I r -1 100 M* - e COW I I I I Te. -t - -I- -I- - t - -i - -I- - 13 p V cl i r-fci P7- 6.9►0 -1 1u 12 11 Rjuln-olffAreal - 11-04A 0 5sf ' --------- -- ------ ------------ I I I I I I I I I I 10 + + + + + ++ + +Qfl�our..O.�I�O 1 af 9 ! '! ! '! ! '! ! h FEU n f D e t r3.79t1� LL 00 ----------------- F16W Lendth::;25-D I I I I I I Of I � 1 I I ,I 6� I I I I I I I I I I I I I I I I I I I I I. 4 - -1 - - 5 I 4 - -I - - 1- 4 - -4 - - I - - � I I I I I I I I I I I I I I I I I I I I I I I' I -I II � � i I I it I I � II II I I i I 4 I 3 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 62 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P5: Runoff = 18.70 cfs @ 12.03 hrs, Volume= 1.044 af, Depth= 3.29" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall = 5.90" Area (sf) CN Description 91 58 Woods /grass comb., Good, HSG B 55,950 98 Paved parking & roofs 9 99 Water 8 98 Building 165 76 Weighted Average 91 Pervious Area 73 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.0 200 0.0550 1.64 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.8 250 Total Subcatchment P5: Hydrograph --------------------- ' ❑Runoff 20 18.70 cfs 18 - � - 4 y p e� 1 �4m �h spa r 16 _ 1 1 1 1 T � 1 1 r � 1 1 T I r T 11 r 7 I I r � I F 7 - 15 - no r- ea= S&74 sf i I I oll I I I I I 13 -R-U fjQ -�' ()A I Iff V 4 04 ^ 12' L 1 1 L L 1 L L I L 1 L L 1 L L 1 L L L 1 L L I L L 1- - -Runoff DA:%r%tK;=3,29'l' 10' I I I I I I I I I I I I I I I I I I I I I I L.L 0 X g i -i- t t -i- row L oo $ 'i 1 7i '! - - - - T I M try N =7 6 --- -! ------------------------ - 5 L 1 L -1 1 L L 1 -1 L L 1 L I L L I L -1 L L 1 -- 3 1- t - i - fi t t 0 0 00 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 63 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P6: Runoff = 58.93 cfs @ 12.11 hrs, Volume= 4.261 af, Depth= 3.79" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall = 5.90" Area (sf) CN Description 143 98 Paved roads w /curbs & sewers 126 98 Build 38 100 Pond 278 61 >75% Grass cover, Good, HSG B 587 81 Weighted Average 278,217 Pervious Area 309 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 11.9 705 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.6 755 Total Subcatchment P6: Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I 65 ❑ RunOff I L I I -I L I �I 5 8.9 3 cfs III 60 L I � 11 4�hr 1; 0� -'1 -ea r l l l ype�- 55 -1 - - I- L 1 L +Rainfaf11=5.90" 50 1 _ _ RU noff A'1 "1 sf 45 I 40 + +i + -IL Ru�Qf 1 of I I I I I I I I I I I I ^ A +1I + +1 ++1 - 1 + +I + + + +I+ - + +- 35 I I I I I I I I 1 1 I I I I I I Runoff Depth - 3.79" — 30 1 Flow' Lehothn=7551' LL � 25 I I I I I I I I I I I I I I I I I I C i= 1 1 M in T 1 181m6l 1 0 1 20- N = - 8 1 15 I 1 1 ++ I ++ 1 I I + 1 I ++ I F + I I I I 10 ,I 5 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 64 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P7: Runoff = 13.24 cfs @ 12.04 hrs, Volume= 0.865 af, Depth= 5.20" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall = 5.90" Area (sf) CN Description 78 98 Paved parking & roofs 8 61 >75% Grass cover, Good, HSG 6 87,012 94 Weighted Average 8 Pervious Area 78 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.8 320 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.6 370 Total Subcatchment P7: Hydrograph I I t -1 I � � -, fi - , � - -, - -�- fi - - r , ❑Runoff ' I i I I I I I I I I I I I I I I 14 13.24 cfs ri 12 11 1 '� I a r 11 I I I I I I I i i I I i I I I I I I I I I I I I I I i i I I i I I I I A re I - T 7 -1 1- T -1 -1- 1- _T -I- -I- F T -I- I- T _Rainfall;:5.90 Faof�7, s I � I I 10 I I I I I I I I I 9 I III � III I I - -II� I -I II �u�Q�fl = af I I I I I I I - - � � I I � I I I I I I I I I I I I I I L� 01 - L L L 1 Ru_nof DAnir%th=5.20 - i "I 7 II� -IIL 16W L � LL ' I I I I 6 I . � I I I I I I I I I I I I I I I I I I I I I I I I I I I 5 I I I I I I I I i i I i I I I I I I I I I I I �I 4-' N -I 9 T -- I T T I T T -I- I T T I T T I T T T I T T I T T I i I I I I I I 2 =Z"000 1 I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 65 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P7A: Runoff = 5.92 cfs @ 12.13 hrs, Volume= 0.445 af, Depth= 2.73" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall = 5.90" Area (sf) CN Description 20,196 85 Gravel roads, HSG B 58,520 61 >75% Grass cover, Good, HSG B 6,597 100 Pond 85,313 70 Weighted Average 78,716 Pervious Area 6,597 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 10.0 100 0.0590 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.7 173 0.0590 1.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.7 251 0.0080 0.63 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 250 0.0360 2.85 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 19.9 774 Total Subcatchment P7A: Hydrograph � � � � � � � � � � � � � � � � � � � � � � ❑Runoff 5.92 cfs 6 Tly e11�� 214�h r 1��0 -'Ye a r p 5 Rlunolff I ' A , s' _ ���1� '�,unoff'�'�ol�u�n� =�0:4�5'� a� 4 I t Runoff DI 3 - 4 - -I - - I- - - -4 - -I - - - I I- - - -I - - I- - a- -4 I I - -- I -4 I I - LL 3 F16wl Le hOth"774 1 ' I I I TC =1991 Mi 2 (�N ='70 I I I I V I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 66 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Subcatchment P9: Runoff = 19.47 cfs @ 12.09 hrs, Volume= 1.327 af, Depth= 2.19" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall = 5.90" Area (sf) CN Description 316,304 64 316 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 12.3 100 0.0350 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.8 301 0.0350 1.31 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.1 401 Total Subcatchment P9: Hydrograph ❑Runoff 21 19.47 cfs - Ti -t 19 1 1 T e 121� l 0 -' a fir - 18 - I ! --------- --------- 17 �- - '� � Mod nfa 1 6.90-' 0 �� �- - �- - �, �noff A- � T sf 1 5 ! -! I � 00 / af 13 RunpffAtl IIUMP=t3�71 � I I I I I I I I I I I I I I I I I -I- - 4- -4 - -I- - 160plit � � � � I , Run Dei 2.19'11' o 2 10 U- f 16w 11 Len hi 0 of' 9 -!' L -1 L I - J L 8 1- 1 -1 L -1 -1 1- 10 e' 35� / 1--i � � � � I I I � I � � � � 6 T I I TT ' TT - ' TT TT �' = '1- min -- 4 _CN=64 i t I I I I I I I I I I I I I I I I I I I I I I I I I I I 3�I�i 2 T rt- rt I -- I 1 fi I - - fi e f - I r- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 67 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 131: Inflow Area = 15.285 ac, Inflow Depth= 1.82" for 100 -Year event Inflow = 16.91 cfs @ 12.31 hrs, Volume= 2.313 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 941.35'@ 25.93 hrs Surf.Area= 0.781 ac Storage= 2.313 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 938.00' 6.623 of Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 938.00 0.590 600.0 0.000 0.000 0.590 940.00 0.700 652.0 1.288 1.288 0.712 942.00 0.820 703.0 1.518 2.807 0.842 944.00 0.950 759.0 1.768 4.575 0.996 946.00 1.100 816.0 2.048 6.623 1.164 Device Routing Invert Outlet Devices #1 Primary 942.00' 18.0" x 80.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 941.00' S= 0.01257' Cc= 0.900 n= 0.012 Primary mary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 938.00' (Free Discharge) 1= Culvert ( Controls 0.00 cfs) Pond 131: Hydrograph ❑ Inflow 16.91 cfs I ❑ Primary 18 Ar 17 1 1 1 InTiPwArea 4q - 16 =I 15 V I I I I I I I I I I I I I I I I I 14 qto-rage I 2.3'1 of I I I 1 I 13 rt - LI L L L 111 ! 1 ! ! ! ! ! ! II! 10 + L I L L + 1 1 L+ 1 L L L 1 1 1 1 1 L L 1-1 1 1 Q 9 L11LL11LL11L11LL -1 i f LL 7 L 1 I L L L I L L I L J 1 1- L L L -1- L L L - 1 ; 6 5 + +1I + + +I+ +++1I+++1IL+1I+- 4 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ++1I + + +II+ I ++1I + + +I+ + +I+ 3- I I I I I I I I I I I I I I I I I I I I I I I I + + 1 I + + + I I + + 1- + + I + + + I I- 2 10.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 68 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 132: Inflow Area = 26.832 ac, Inflow Depth > 2.04" for 100 -Year event Inflow = 40.50 cfs @ 12.08 hrs, Volume= 4.573 of Outflow = 5.61 cfs @ 12.99 hrs, Volume= 4.123 af, Atten= 86 %, Lag= 54.5 min Primary = 5.61 cfs @ 12.99 hrs, Volume= 4.123 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 937.24'@ 14.76 hrs Surf.Area= 54,064 sf Storage= 87,397 cf Plug -Flow detention time= 259.1 min calculated for 4.121 of (90% of inflow) Center -of -Mass det. time= 204.7 min ( 1,081.7 - 877.0 ) Volume Invert Avail.Storage Storage Description #1 935.50' 254,384 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 935.50 44,056 847.0 0 0 44,056 936.00 45,780 844.0 22 22 44,641 938.00 59,126 955.0 104,622 127,079 60,633 940.00 68,288 1,064.0 127,304 254,384 78,261 Device Routing Invert Outlet Devices #1 Primary 935.50' 15.0" x 879.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 928.00' S= 0.00857' Cc= 0.900 n= 0.012 Primary mary OutFlow Max =5.61 cfs @ 12.99 hrs HW= 937.04' TW= 931.61' (Dynamic Tailwater) 1= Culvert (Outlet Controls 5.61 cfs @ 4.73 fps) Pond 132: Hydrograph t t I I t t t 1 I t t I t T t 1 I t t - 1 I I t t 1 t ------------------------------ ❑ Inflow 40.50 cfs ❑ Primar 42 1- - -r- 7 1 r- _r 01 i=Z& F 8132-4 1 I I I ill[ PwAreel I 40 'I I 1 I 1 1 1 I I I I I I I I I I I 38 4- - -4 - -1 - - I- - --I - -1 - - I- - k-- - 4- - -4 - -1 - - I -P �eak-EleV=9171.Z4' - 36 1 34 ! ! ! ! ! 1 ! ! ! II ! ! - - - - I I �St � � -$1 1 91 �Gf 32 r 30 1 I I I I I I T T 1 I T T T 1 I T � I T T T I A T T I F T - qlvq 28 ---- 1111I! 1� I I 26 �� + 1 � t- t T 1 � t- 1 � I t fi T I I I I I t- t-1 I t t - I t fi " 24 ,I 1I 1 1I 3 22 1 1 1 1 L 1 J 1 1 L I L 1- 1 1 L 1 1 1 1 L 1 J 1 L 1 a 'I 20 I + I t - i -- 18 ' �I 1 I 1 I 1 1 I I I 1 1 14 I 1 1 1 I 1 1 1 1 I 1 1 1 1 I l I 1 1 1 I I 1 1 1 1 1 I 12 TT ! 1 1 11 I I 1 I I I 10111 T T 1I T T T - 1- 5.61 cfs I 1 6 �1 2 , 0 1 1 irrrrTrrtrr 1 1 11 Ili I .1 111 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 69 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 133: Inflow Area = 7.125 ac, Inflow Depth = 2.45" for 100 -Year event Inflow = 18.28 cfs @ 12.15 hrs, Volume= 1.458 of Outflow = 4.71 cfs @ 12.61 hrs, Volume= 1.451 af, Atten= 74 %, Lag= 27.1 min Primary = 4.71 cfs @ 12.61 hrs, Volume= 1.451 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 941.87'@ 12.61 hrs Surf.Area= 22,433 sf Storage= 19,743 cf Plug -Flow detention time= 39.6 min calculated for 1.451 of (100% of inflow) Center -of -Mass det. time= 36.7 min ( 894.1 - 857.4 ) Volume Invert Avail.Storage Storage Description #1 938.00' 96,696 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 938.00 500 100.0 0 0 500 940.00 897 135.0 1,378 1,378 1 942.00 23,920 1,226.0 19,633 21,011 119,364 944.00 53,751 1 75,685 96,696 163,473 Device Routing Invert Outlet Devices #1 Primary 938.42' 12.0" x 120.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 938.24' S=0.0015'/' Cc= 0.900 n=0.012 #2 Secondary 943.70' 100.0' long x 20.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary mary OutFlow Max =4.71 cfs @ 12.61 hrs HW= 941.87' TW= 938.37' (Dynamic Tailwater) 1= Culvert (Barrel Controls 4.71 cfs @ 6.00 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 938.00' TW= 935.50' (Dynamic Tailwater) L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 70 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 133: Hydrograph �I I i i i i i i i i i Ii IIII ® Inflow 18.28 cfs outflow t�fifififitt rt ❑ Primary i i i i i - 1 I 1 ftflow I I I I ®Secondary 20 19 ;� I I I I I I I I I 18 F ��r I C 4 8 ;��' � 'i i i i i i i i i i i i i i i i i iIiIiIIIIIII NEI= 17 16 ' ; - ' _total e"' 1191, 743 c t t t t t t t 15 14 13 �,' �' -�I I I I I I I I I I I I I I I I I I I I I I I I I I I I I t t t t t t ^ 12 V ---- - - - - -- � � 10 0 EL 9 - -- ----------------------------- r' 8 ' A 71 7 '; �� , 'I I I I I I I I I I I I I I I I I I I I I I I I ;fitfit 71 c s 4.�rtI 6 I I I I I I I I I I I I I I I I I I I I I I I I 5 ���II- 4 3 0.00 cf V a'?. ; �"`.s^ »�. •� ,.,.. `; ; W �;c' y;` ... �., _ .,.. �,. 'fir_ ,� a " a �,, ,.,:. 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 71 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 134: Inflow Area = 13.365 ac, Inflow Depth = 2.71" for 100 -Year event Inflow = 27.91 cfs @ 12.07 hrs, Volume= 3.014 of Outflow = 27.08 cfs @ 12.11 hrs, Volume= 3.001 af, Atten= 3 %, Lag= 2.2 min Primary = 27.08 cfs @ 12.11 hrs, Volume= 3.001 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 938.91'@ 12.11 hrs Surf.Area= 5,037 sf Storage= 5,431 cf Plug -Flow detention time= 8.5 min calculated for 3.001 of (100% of inflow) Center -of -Mass det. time= 5.9 min ( 870.2 - 864.3 ) Volume Invert Avail.Storage Storage Description #1 937.70' 11,008 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 937.70 1,878 182.0 0 0 1 938.00 3,572 243.0 804 804 3 940.00 6,804 403.0 10 11 12 Device Routing Invert Outlet Devices #1 Primary 937.90' 10.0' long x 10.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary mary OutFlow Max =27.06 cfs @ 12.11 hrs HW= 938.91' TW= 936.27' (Dynamic Tailwater) 1 =Broad Crested Rectangular Weir(Weir Controls 27.06 cfs @ 2.69 fps) Pond 134: Hydrograph ❑ Inflow 27.91 cfs ❑Primary 30 27.08 cfs I 28 )w Area= T 26 ,- Peak EleV=938 to 1"a eT6 431 i�� 22- 7 20 18 i 16 a 10 'i 8 -i 6 i I II II II II I II II I I II II I II II II I I - 4 2 . 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 72 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond 135: Inflow Area = 11.065 ac, Inflow Depth > 1.21" for 100 -Year event Inflow = 18.70 cfs @ 12.03 hrs, Volume= 1.117 of Outflow = 5.30 cfs @ 12.23 hrs, Volume= 0.812 af, Atten= 72 %, Lag= 12.3 min Primary = 5.30 cfs @ 12.23 hrs, Volume= 0.812 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 937.00' Surf.Area= 16,501 sf Storage= 16,179 cf Peak Elev= 938.15'@ 12.23 hrs Surf.Area= 22,954 sf Storage= 36,554 cf (20,376 cf above start) Plug -Flow detention time= 430.9 min calculated for 0.440 of (39% of inflow) Center -of -Mass det. time= 90.9 min ( 962.0 - 871.1 ) Volume Invert Avail.Storage Storage Description #1 936.00' 87,809 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 936.00 10,936 483.0 0 0 10,936 938.00 22,066 624.0 32,358 32,358 23,406 940.00 33,801 779.0 55,452 87,809 40,768 Device Routing Invert Outlet Devices #1 Primary 937.80' 10.0' long x 10.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary mary OutFlow Max =5.30 cfs @ 12.23 hrs HW= 938.15' TW= 936.54' (Dynamic Tailwater) 1 =Broad Crested Rectangular Weir(Weir Controls 5.30 cfs @ 1.51 fps) Pond 135: Hydrograph ------------------------------------------------ ❑ Inflow T� 18 70 CfS ��� �� ❑ Prima Y 20 - T- TIITTTIITT ITT IT TII T T G 6 $ T +- 11 1 1 T - - - - - F - 9w re -1 -1- 1- T_ 7 -1- r- T - - 17 i T I I I I I I I I I I I I I I I I R e ' ak-Ele � 9 '0201 N1 5 t I I I I I I I I I I 16 + 1 I T I I T i T+ T I I T T T I I T T Y 15 I torn a i_ � 5 of T�II�T�IITT ITT�II - i T T - I - - IF T T T I T T T T T I T T T I T T T T T 13 12 v� -1 - 1 ILT� 1 I -L I LT� L I I T T T 1--I -- T T T T T T T f 3 I I I I I I I I I I I I I I I I I I I I I I I I I I I G 10 TTIITTTIIT ITTTIITTTIITTTITT 9 �I 8 TTTTTITTTTTTTTTT 6 5.30 cfs TTIITTTI ITTTIITTTIITTTITT 5 -I I I I - I I 4 3 ,' 1 -1 - 1 1 L 1 -1 - 1 - L TTTIITT -ILTT -ITT 2 ,'I I I I I ,3 P 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 73 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond CITY POND: Inflow Area = 7.261 ac, Inflow Depth= 2.19" for 100 -Year event Inflow = 19.47 cfs @ 12.09 hrs, Volume= 1.327 of Outflow = 0.14 cfs @ 24.26 hrs, Volume= 0.073 af, Atten= 99 %, Lag= 729.9 min Primary = 0.14 cfs @ 24.26 hrs, Volume= 0.073 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 949.18'@ 24.26 hrs Surf.Area= 0.857 ac Storage= 1.299 of Plug -Flow detention time= 819.4 min calculated for 0.073 of (5% of inflow) Center -of -Mass det. time= 658.8 min ( 1,518.4 - 859.6 ) Volume Invert Avail.Storage Storage Description #1 947.00' 1.961 of Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 947.00 0.144 289.0 0.000 0.000 0.144 948.00 0.600 598.0 0.346 0.346 0.645 950.00 1.035 819.0 1.615 1.961 1.218 Device Routing Invert Outlet Devices #1 Primary 949.00' 12.0" x 950.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 939.00' S=0.0105'/' Cc= 0.900 n=0.012 Primary mary OutFlow Max =0.14 cfs @ 24.26 hrs HW= 949.18' TW= 937.85' (Dynamic Tailwater) 1= Culvert (Inlet Controls 0.14 cfs @ 1.44 fps) Pond CITY POND: Hydrograph I I I I I I I I 4- I 1I J- L1I� ❑ Inflow ��II�rt�11 19.47 cfs 1rrt�IIfirtII�� ❑Primary 21 ,' I I IIII I II1 I 1 1 1 1 I I 1 1 I I I I I 1 1 I I I 1 1 _ - a c� - I 20 i L L L L 1 1 L � I L I 26 1 '1 I . I I i A 1 I I I I I I I I I I I 1 1 1 1 1 1 El 1 11 18 fs 1 �tk e�11 1$' 17 V -- ----- - 1 1 I 1 -r - i � l I I I I I I I I I I I I I I I I I I I I I I I 16 4- I1 "1 Stor a a -'11.219-9 15 7 F T -1 9 1 11 11 T 7 F -T 7 1 1 1 T T-1 I - r 7 -I I F T 14 I III I I I II 1 � - 13 � x 9 5 0-m D Lu lV ert 12 X 11 11 1- -f + _t 1 1 1 1 t__ + - 1 1 1 1- - 1 1 1 1 I I I I I I I I I I I I I I I I 11 II� I�1I�I� 0 10 9-k- 4- I i t I I I I I I I I I I I I I I I I I I I I I I I I I I I I f T T I I T T T -1- I T F T T T T 7 T T T F T 7 ! !II VIII - i 6 L L L L 1 I L L L L L L I L L L _L 5 1 1 4 3 '1 2 1 0.14 cfs 0 . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc Page 74 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond EX. CB: [57] Hint: Peaked at 922.43' (Flood elevation advised) Inflow Area = 47.700 ac, Inflow Depth > 1.05" for 100 -Year event Inflow = 7.87 cfs @ 12.03 hrs, Volume= 4.162 of Outflow = 7.87 cfs @ 12.04 hrs, Volume= 4.162 af, Atten= 0 %, Lag= 0.6 min Primary = 7.87 cfs @ 12.04 hrs, Volume= 4.162 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 922.43'@ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 920.03' 15.0" x 171.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 918.00' S= 0.01197' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max =7.87 cfs @ 12.04 hrs HW= 922.43' (Free Discharge) 't--1 =Culvert (Inlet Controls 7.87 cfs @ 6.41 fps) Pond EX. CB: Hydrograph ❑ Inflow 1 I I 7 ❑ Primary 7.87 cfs 1 l A 47,700 �P ___---------------------------------- 7 Peak EIOV=922 I I 1 1 01 1 l .0'I' 'I 11 1 0 w Overt 1 1 6 1 1 1 1 1 1 1 1 1 1 1 1 1 + � � � fi 4 I I t 4 I - 5 ° 4 LL 3 i 2 - - --- - - - - -t - -- -- - - - - --- I - -F -T - 1-- I-- I-- I - -T -_ - -I -- 1 w 0 1 Ili 111 11 1 i 11 Ili 11 Ili I I I Ili ' 111114 11111 11 .1 1, .11 11 I mm 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 75 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond Pond 1: Inflow Area = 46.393 ac, Inflow Depth > 2.70" for 100 -Year event Inflow = 84.26 cfs @ 12.09 hrs, Volume= 10.434 of Outflow = 2.58 cfs @ 24.28 hrs, Volume= 3.816 af, Atten= 97 %, Lag= 731.2 min Primary = 2.58 cfs @ 24.28 hrs, Volume= 3.816 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 928.00' Surf.Area= 43,440 sf Storage= 147,082 cf Peak Elev= 933.70'@ 24.16 hrs Surf.Area= 68,927 sf Storage= 467,420 cf (320,338 cf above start) Plug -Flow detention time= 1,162.6 min calculated for 0.439 of (4% of inflow) Center -of -Mass det. time= 335.2 min ( 1,256.7 - 921.5 ) Volume Invert Avail.Storage Storage Description #1 920.00' 487,005 cf Custom Stage Data (Irregular )Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 920.00 5,442 735.0 0 0 5,442 927.00 29,423 1,369.0 110,877 110,877 111,848 928.00 43,440 1,434.0 36,205 147,082 126,415 930.00 52 1 95,467 242,549 135,670 932.00 61 1,511.0 113,154 355,703 145,397 934.00 70,297 1,632.0 131,302 487,005 175,823 Device Routing Invert Outlet Devices #1 Primary 928.00' 8.0" x 293.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 920.03' S= 0.02727' Cc= 0.900 n= 0.012 #2 Device 1 925.00' 2.50'W x 2.00' H Vert. Orifice /Grate C= 0.600 #3 Device 1 932.80' 48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 #4 Secondary 934.00' 15.0' long x 10.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary mary OutFlow Max =2.58 cfs @ 24.28 hrs HW= 933.70' TW= 920.84' (Dynamic Tailwater) 1= Culvert (Outlet Controls 2.58 cfs @ 7.39 fps) 2= Orifice /Grate (Passes < 57.48 cfs potential flow) 3= Orifice /Grate (Passes < 35.11 cfs potential flow) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 928.00' (Free Discharge) t-4= Broad - Crested Rectangular Weir( Controls 0.00 cfs) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 76 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond Pond 1: Hydrograph 'I ® Inflow 84.26 cfs Outflow ' + + + + + ++ + + ++ + ++ y ❑ Primary I InflOW + t + a: 4 6. ad ®Secondary + + + + + + + + ++ + + + + + + ++ I + I I I I I I I a a l m 1 -P 90 _ - - - - - - - - - -E] 1 1 9""701 85 ' + +�I 80 ' 'I � I ++ +++�I-L �� pa —� ��I c 75 ' ,'I o ge 70 65 60 � i I I I I I I I I I I I I I I I I I I II IIIIIIII ^ 55 'I 50 �I ++ ++ ++ + +1 +III 3 45 ' M 40 35 - - - - - - - - - - - - - - - - 30 '��J 25I ' ++ + + + + + + ++ + + +I 20 15 ' 2.58 cfs 0.00 cfs o -- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Goodwill Oakgreen Village Total Hydrocad Type 11 24 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc Page 77 HydroCADO 8.00 s/n 002112 © 2006 HydroCAD Software Solutions LLC 1/24/2007 Pond Pond B7A: Inflow Area = 3.956 ac, Inflow Depth= 3.97" for 100 -Year event Inflow = 18.18 cfs @ 12.05 hrs, Volume= 1.310 of Outflow = 17.08 cfs @ 12.10 hrs, Volume= 1.131 af, Atten= 6 %, Lag= 3.0 min Primary = 17.08 cfs @ 12.10 hrs, Volume= 1.131 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 936.56'@ 12.10 hrs Surf.Area= 8,742 sf Storage= 12,049 cf Plug -Flow detention time= 111.0 min calculated for 1.131 of (86% of inflow) Center -of -Mass det. time= 45.6 min ( 843.3 - 797.7 ) Volume Invert Avail.Storage Storage Description #1 934.00' 29,442 cf Custom Stage Data (Irregular )Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 934.00 1 161.0 0 0 1 936.00 6,597 421.0 7 7 13 938.00 15,701 815.0 21 29 52 Device Routing Invert Outlet Devices #1 Primary 930.16' 21.0" x 322.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 928.00' S= 0.00677' Cc= 0.900 n= 0.013 #2 Device 1 936.00' 48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 Primary mary OutFlow Max =17.07 cfs @ 12.10 hrs HW= 936.56' TW= 929.93' (Dynamic Tailwater) 1= Culvert (Passes 17.07 cfs of 19.80 cfs potential flow) L2= Orifice /Grate (Weir Controls 17.07 cfs @ 2.44 fps) Pond Pond B7A: Hydrograph ---- - - - - -- ------------------------------------ �� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - 1 111111�� 11 Inflow 20 -'1 1 8.1 8 CfS ❑ Primar -I- -I- - t- - t - -1 - In fl I llaw t 1 1 1 A 1 1 1 1 1 / I A a 18 T T T t 17.08 cfs 1 T T T T T T T T T- , 17 1 1 1 1 1 1 1 11 11 �1 11 Ro k '1 Ell f � � !� 0 11 1� 16 ! ! 1 1 ! ! ! 1 1 1 ! ! ! 1 1 ! 1 � I I I I I I I I I I I I I I 5-" -1 1 __111-I- I -1 1 14 Stor ge 1 12 014#9 13 ' f 12 T 11 T T IF - 1i T T 11 T T i1i T T 1 11 T � 11 �� 1 1 1 11 1 1 111 - 11 1 1 11 1 1 1 11 1 1 111 1 3 10 o 9 LL � �- 111 L 1 - 111 - 1 L ' '1 4- -4 I I --k __1 I -I- I T T -4 1 1 4- - 7 /' I I I I I I I I I I I I I I I t11ttt11; 1 Tt11ttt11tt11tT 6 f T T 1 T T T 1 T T T T 1 T T T 1 F T T T 1 T T 5 4 3 11�J11 2 1 ' 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) GROUP One firm - start to finish Appendix C HydroCAD Hydraulic Analysis — Existing Conditions Aldi Oak Park Heights C Stormwater Report 1S Existing ite 5S 4P P7A From FFE CaIcs Pond B7A (1 -24 -2007) Node P7A <:,"SubCat Reach Pon Link Drainage Diagram for 12539 Existing Site \� Prepared by I &S Group 5/24/2010 HydroCADO 7.10 s/n 002403 OO 2005 HydroCAD Software Solutions LLC 12539 Existing Site Type 1124 -hr2 Year Rainfall = 2.75" Prepared by I &S Group Page 2 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Time span =5.00 -30.00 hrs, dt =0.01 hrs, 2501 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment 1S: Existing Site Runoff Area =1.900 ac Runoff Depth = 0.28" Tc =15.0 min CN =61 Runoff =0.35 cfs 0.044 of Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Runoff Area = 85,313 sf Runoff Depth = 0.47" Flow Length =774' Tc =20.0 min CN =67 Runoff =0.76 cfs 0.076 of Pond 4P: Pond 137A Peak Elev= 935.69' Storage =1,197 cf Inflow =1.10 cfs 0.120 of Outflow =0.46 cfs 0.097 of Total Runoff Area= 3.859 ac Runoff Volume= 0.120 of Average Runoff Depth =0.37" 12539 Existing Site Type 1124 -hr 2 Year Rainfall = 2.75" Prepared by I &S Group Page 3 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Subcatchment 1S: Existing Site Runoff = 0.35 cfs @ 12.12 hrs, Volume= 0.044 af, Depth= 0.28" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 Year Rainfall= 2.75" Area (ac) CN Description 1.890 61 >75% Grass cover, Good, HSG B 0.010 98 Paved parking & roofs 1.900 61 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 15.0 Direct Entry, Subcatchment 1S: Existing Site Hydrograph 0.38 0.35 cfs i iI - Ii II I i — Runoff 0.36 0.34 1 1 I-T -1[ 24-Millh r -2-F Year 1 e I 0.3 1 pinfla ---------- - - - - -- - - - - -- T 0.28' 0.26 R ur off Ar 1 0.24 I I - - T + + I T T I T T I I T �. I I I I I I 11 I I I I R Muff l �U ne= _.0;44 - aI f 1 N 0.22 I ITTI TT ]R ftoff fie th -].28I — 0.18TI T +TT +I + + +I+ -n 0.16 + +I + + + + + + ++ + I I I I I I I I 1 I I 1 I I I I I r�� 15. 0.14 + + + +I + + + + + + + + + + + + +I+ I I - 0.12 I + + + +I + +1 + + + + CN -MiN I + + +�I+ 6 1 + 0.1 + + + +I + +II++I + + +II ++I 0.08 I +I + + + + + + + + + ++I 0 . 06 + + + +I -+ + I++ + + + + ++I+ 0.04 0.02 I I - - I I- - -I - L 1 I -1 - I I I I I I I 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Existing Site Type 1124 -hr 2 Year Rainfall = 2.75" Prepared by I &S Group Page 4 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Runoff = 0.76 cfs @ 12.16 hrs, Volume= 0.076 af, Depth= 0.47" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 Year Rainfall= 2.75" Area (sf) CN Description 20,196 85 Gravel roads, HSG B 58,520 61 >75% Grass cover, Good, HSG B 6,597 61 >75% Grass cover, Good, HSG B 85,313 67 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 10.1 100 0.0590 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.68" 1.7 173 0.0590 1.7 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.7 251 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 250 0.0360 2.8 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.0 774 Total Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Hydrograph 0.85 - 0.8 1 1 -1 L L IL I L L L I L A - Runoff I I I I 0.76 Cfs � i I I i I I I I I I I I I I I i 0.75 � 0.7 Type 1[ 247 hr � hi 0.65 L L I + I a 1 0.55 1 + 4 4 ---I i��� � f- V bI N R �,rr��frrr� -7 a;f I ,,,, 0.45 II + + +ill + +iITTII + + +iI + + +I I R I- 0 0.4 tunoff-Depth=OA7 I i [ow i i i i i � i 9 0.35 I I l i li 1 ' F 1 en X 774 -- I i � I I I I I i 0.25 ! ! ' ! 11111 I L ci 20.O M -i� 0.2 I - T T I T T , I T T I I T T F I I + i I I I I I T6 0.15 I +I + I++I + + + + + + 0.05rt T - IrtI 1 TII 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Existing Site Type 1124 -hr 2 Year Rainfall = 2.75" Prepared by I &S Group Page 5 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Pond 4P: Pond B7A Inflow Area = 3.859 ac, Inflow Depth = 0.37" for 2 Year event Inflow = 1.10 cfs @ 12.15 hrs, Volume= 0.120 of Outflow = 0.46 cfs @ 12.48 hrs, Volume= 0.097 af, Atten= 58 %, Lag= 19.9 min Primary = 0.46 cfs @ 12.48 hrs, Volume= 0.097 of Routing by Sim -Route method, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 935.69' @ 12.48 hrs Surf.Area= 3,374 sf Storage= 1,197 cf Plug -Flow detention time= 142.8 min calculated for 0.097 of (81% of inflow) Center -of -Mass det. time= 57.9 min ( 982.6 - 924.7 ) Volume Invert Avail.Storage Storage Description #1 935.00' 20,244 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 935.00 100 0 0 936.00 4,853 2,477 2,477 937.00 8,650 6,752 9,228 938.00 13,381 11,016 20,244 Device Routing Invert Outlet Devices #1 Primary 930.19' 24.0" x 318.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 928.27' S= 0.00607' Cc= 0.900 n= 0.013 #2 Device 1 935.62' 30.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 Primary OutFlow Max =0.46 cfs @ 12.48 hrs HW= 935.69' (Free Discharge) L1- Culvert (Passes 0.46 cfs of 25.11 cfs potential flow) L2- Orifice /Grate (Weir Controls 0.46 cfs @ 0.9 fps) Pond 4P: Pond B7A Hydrograph I I I I I I 1.10 cfs - Inflow I I - Primary I I I I I I I 1 nfloW1 Atea=&859 aq I I I I I I I I I I I I I I I I I I� I I I Peak Elevl=935.691 I I I I I I I I I I I I I I I I StO 1 1971 cf U) I I I I I I I I I I I I I I I I I I v I I I I I I I I I I I I I G I I I I I I I I I I I I I 0.46 cfs I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Existing Site Type 1124 -hr 10 Year Rainfall= 4.20" Prepared by I &S Group Page 6 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Time span =5.00 -30.00 hrs, dt =0.01 hrs, 2501 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment 1S: Existing Site Runoff Area =1.900 ac Runoff Depth = 0.92" Tc =15.0 min CN =61 Runoff =1.96 cfs 0.145 of Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Runoff Area = 85,313 sf Runoff Depth= 1.27" Flow Length =774' Tc =20.0 min CN =67 Runoff =2.58 cfs 0.207 of Pond 4P: Pond 137A Peak Elev= 935.91' Storage =2,052 cf Inflow =4.46 cfs 0.352 of Outflow =3.98 cfs 0.330 of Total Runoff Area = 3.859 ac Runoff Volume = 0.352 of Average Runoff Depth = 1.10" 12539 Existing Site Type 1124 -hr 10 Year Rainfall= 4.20" Prepared by I &S Group Page 7 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Subcatchment 1S: Existing Site Runoff = 1.96 cfs @ 12.09 hrs, Volume= 0.145 af, Depth= 0.92" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall= 4.20" Area (ac) CN Description 1.890 61 >75% Grass cover, Good, HSG B 0.010 98 Paved parking & roofs 1.900 61 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 15.0 Direct Entry, Subcatchment 1S: Existing Site Hydrograph 2 Ty, h 1.96 cfs — Runoff - - - - - - - I I I e IIII 24 -hr , 110eallr 11 Y I I I I I I Rainfal1= I Runoff Area =1.9001 ac U) 1 I I I I I I I I I Runoff V cl I I I I I R 1 LL I I I I I I I I I I I I I I I I I I I c�1 15.O min � I I I CN-61I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 16 ---- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Existing Site Type 1124 -hr 10 Year Rainfall= 4.20" Prepared by I &S Group Page 8 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Runoff = 2.58 cfs @ 12.15 hrs, Volume= 0.207 af, Depth= 1.27" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall= 4.20" Area (sf) CN Description 20,196 85 Gravel roads, HSG B 58,520 61 >75% Grass cover, Good, HSG B 6,597 61 >75% Grass cover, Good, HSG B 85,313 67 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 10.1 100 0.0590 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.68" 1.7 173 0.0590 1.7 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.7 251 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 250 0.0360 2.8 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.0 774 Total Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Hydrograph 2.58 cfs Runoff Type 11 2 -hr 1 Oil Year R 1 Runoff Area=85,313 sf U) R unoff Vof Runoff DePth= 0 I I Flow L gn th�7,74 T m i C'N 6 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Existing Site Type 1124 -hr 10 Year Rainfall= 4.20" Prepared by I &S Group Page 9 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Pond 4P: Pond B7A Inflow Area = 3.859 ac, Inflow Depth = 1.10" for 10 Year event Inflow = 4.46 cfs @ 12.11 hrs, Volume= 0.352 of Outflow = 3.98 cfs @ 12.19 hrs, Volume= 0.330 af, Atten= 11 %, Lag= 4.4 min Primary = 3.98 cfs @ 12.19 hrs, Volume= 0.330 of Routing by Sim -Route method, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 935.91' @ 12.19 hrs Surf.Area= 4,418 sf Storage= 2,052 cf Plug -Flow detention time= 53.2 min calculated for 0.330 of (94% of inflow) Center -of -Mass det. time= 19.4 min ( 901.9 - 882.4 ) Volume Invert Avail.Storage Storage Description #1 935.00' 20,244 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 935.00 100 0 0 936.00 4,853 2,477 2,477 937.00 8,650 6,752 9,228 938.00 13,381 11,016 20,244 Device Routing Invert Outlet Devices #1 Primary 930.19' 24.0" x 318.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 928.27' S= 0.00607' Cc= 0.900 n= 0.013 #2 Device 1 935.62' 30.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 Primary OutFlow Max =3.98 cfs @ 12.19 hrs HW= 935.91' (Free Discharge) L1- Culvert (Passes 3.98 cfs of 25.61 cfs potential flow) L2- Orifice /Grate (Weir Controls 3.98 cfs @ 1.8 fps) Pond 4P: Pond B7A Hydrograph I I I I I I I I I I I 4.46 cfs - Inflow I I - Primary I I I I I I w I 3.98 cfs I hfllo�Ar`ea -3 ■859 a p I I I I I I I 4 -- Peak Elev' - 935.91 I I I I I I I 1 S 1 cf 1 3 I I I I I I I I I I I I I I I I I I I I I I v I I I I I I I I I I I I I I I I I I I I I I G I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Existing Site Type 1124 -hr 100 Year Rainfall= 5.90" Prepared by I &S Group Page 10 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Time span =5.00 -30.00 hrs, dt =0.01 hrs, 2501 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment 1S: Existing Site Runoff Area =1.900 ac Runoff Depth= 1.94" Tc =15.0 min CN =61 Runoff =4.61 cfs 0.307 of Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Runoff Area = 85,313 sf Runoff Depth= 2.45" Flow Length =774' Tc =20.0 min CN =67 Runoff =5.26 cfs 0.401 of Pond 4P: Pond 137A Peak Elev= 936.12' Storage =3,087 cf Inflow =9.67 cfs 0.708 of Outflow =9.09 cfs 0.685 of Total Runoff Area = 3.859 ac Runoff Volume = 0.708 of Average Runoff Depth = 2.20" 12539 Existing Site Type 1124 -hr 100 Year Rainfall= 5.90" Prepared by I &S Group Page 11 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Subcatchment 1S: Existing Site Runoff = 4.61 cfs @ 12.08 hrs, Volume= 0.307 af, Depth= 1.94" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall = 5.90" Area (ac) CN Description 1.890 61 >75% Grass cover, Good, HSG B 0.010 98 Paved parking & roofs 1.900 61 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 15.0 Direct Entry, Subcatchment 1S: Existing Site Hydrograph 4.61 cfs — Runoff i i Ty 11 24� h r 100111 Yeallr 4 fit -Ii 0 1 i t RainfaIf -'5.90 R u n off Area= 1 .90011 ac N 3 IF - - -I -Run of f yoilwn - 1 1 v I I I i I I I I I I I I i Runoff D ■ I 1 I 1 � I I I I I I I I I I I I Tc � I 1 2 - - - - - -- 115 -roan - - - - - -- - - I T I I CN-61 I I I i i i I I I i I I I I I I I I i I I I I I i I I I I I i I I I I i I I 0 16 ---- ------ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Existing Site Type 1124 -hr 100 Year Rainfall= 5.90" Prepared by I &S Group Page 12 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Runoff = 5.26 cfs @ 12.13 hrs, Volume= 0.401 af, Depth= 2.45" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall = 5.90" Area (sf) CN Description 20,196 85 Gravel roads, HSG B 58,520 61 >75% Grass cover, Good, HSG B 6,597 61 >75% Grass cover, Good, HSG B 85,313 67 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 10.1 100 0.0590 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.68" 1.7 173 0.0590 1.7 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.7 251 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 250 0.0360 2.8 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.0 774 Total Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Hydrograph Runoff 5.26 cfs � I � i I I I � I � I I I I i i I i I I I I I I I I I I i 5 t - - Ty hr - 1 001 - Rlinlfall=15.901' 4 1 T F 11 - - - - - -, R n f f Are U) I � o Runoff =0.4ol Volume C1 I I I I 3 I Ru n off I 0 I I Flow 4 I Itho-71 ng 2 1 1 -'i'i 1 1 ---------- I I I I I I I I I I I I T C `e - M in I I I I 1 C 61 � 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Existing Site Type 1124 -hr 100 Year Rainfall= 5.90" Prepared by I &S Group Page 13 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Pond 4P: Pond B7A Inflow Area = 3.859 ac, Inflow Depth = 2.20" for 100 Year event Inflow = 9.67 cfs @ 12.11 hrs, Volume= 0.708 of Outflow = 9.09 cfs @ 12.16 hrs, Volume= 0.685 af, Atten= 6 %, Lag= 3.1 min Primary = 9.09 cfs @ 12.16 hrs, Volume= 0.685 of Routing by Sim -Route method, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 936.12' @ 12.16 hrs Surf.Area= 5,309 sf Storage= 3,087 cf Plug -Flow detention time= 30.1 min calculated for 0.685 of (97% of inflow) Center -of -Mass det. time= 12.0 min ( 872.4 - 860.4 ) Volume Invert Avail.Storage Storage Description #1 935.00' 20,244 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 935.00 100 0 0 936.00 4,853 2,477 2,477 937.00 8,650 6,752 9,228 938.00 13,381 11,016 20,244 Device Routing Invert Outlet Devices #1 Primary 930.19' 24.0" x 318.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 928.27' S= 0.00607' Cc= 0.900 n= 0.013 #2 Device 1 935.62' 30.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 Primary OutFlow Max =9.08 cfs @ 12.16 hrs HW= 936.12' (Free Discharge) L1- Culvert (Passes 9.08 cfs of 26.09 cfs potential flow) L2- Orifice /Grate (Weir Controls 9.08 cfs @ 2.3 fps) Pond 4P: Pond B7A Hydrograph I I I I I I I I - - -� I I -�� 9.67CfS I I I I ��� I I I I rt� I � I I I I ��� - Inflow 10 , I I II 9.09 cfs Primary 9 4 I I I I I I I I I I I I 8 -- - -- -- - - -- Pea I I I I I 1 -4 - - + I - - - I - - 4 - I I I I I I I I Stolre �3I� 7 cf I I � g N I I I I I I c 5 � I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 4­1- -- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2 1 I I 7 T F I I I I I I I I I I I I I I I I I I I I 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) GROUP One firm - start to finish Appendix C HydroCAD Hydraulic Analysis — Existing Conditions Aldi Oak Park Heights C Stormwater Report 2S) Proposed Al ' Site 5 �` 4 P P7A From FFE Calcs Pond B7A (1 -24 -2007) Node P7A t P ,,, Subc a t Reach on Link Draina Dia for 12539 Aldi Oak Park Hei Prepared b I&S Group 5/24/2010 H 7.10 s/n 002403 @ 2005 H Software Solutions LLC 12539 Aldi Oak Park Heights Type 11 24 -hr 2 Year Rainfall= 2.75" Prepared by I &S Group Page 2 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Time span =5.00 -30.00 hrs, dt =0.01 hrs, 2501 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment 2S: Proposed Aldi Site Runoff Area = 80,586 sf Runoff Depth= 1.76" Tc =12.0 min CN =90 Runoff =4.61 cfs 0.271 of Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Runoff Area = 85,313 sf Runoff Depth = 0.47" Flow Length =774' Tc =19.9 min CN =67 Runoff =0.76 cfs 0.076 of Pond 4P: Pond 137A Peak Elev= 935.34' Storage =262 cf Inflow =5.06 cfs 0.347 of Outflow =5.02 cfs 0.347 of Total Runoff Area = 3.809 ac Runoff Volume = 0.347 of Average Runoff Depth = 1.09" 12539 Aldi Oak Park Heights Type II 24 -hr 2 Year Rainfall= 2.75" Prepared by I &S Group Page 3 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Subcatchment 2S: Proposed Aldi Site Runoff = 4.61 cfs @ 12.04 hrs, Volume= 0.271 af, Depth= 1.76" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 Year Rainfall= 2.75" Area (sf) CN Description 63,598 98 Paved parking & roofs 16,988 61 >75% Grass cover, Good, HSG B 80,586 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 12.0 Direct Entry, Subcatchment 2S: Proposed Aldi Site Hydrograph 4.61 cfs — Runoff T 11 24 21 Year 1 4 -rte C1 in - Runoff A s'If N 3 F - -- - - -- 7 - -r- - -I I - Runof f V oilu M - . 7 �f � _ ' Runoff D "' 1 1 2 - - -- To- 1'2.1 -rein CN=90 'I i 0 16 ---- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Aldi Oak Park Heights Type 11 24 -hr 2 Year Rainfall= 2.75" Prepared by I &S Group Page 4 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Runoff = 0.76 cfs @ 12.16 hrs, Volume= 0.076 af, Depth= 0.47" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 Year Rainfall= 2.75" Area (sf) CN Description 20,196 85 Gravel roads, HSG B 58,520 61 >75% Grass cover, Good, HSG B 6,597 61 >75% Grass cover, Good, HSG B 85,313 67 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 10.0 100 0.0590 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.7 173 0.0590 1.7 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.7 251 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 250 0.0360 2.8 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 19.9 774 Total Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Hydrograph 0.85 0.8 1 1 L L L I 0.76 cfS L I I L L L I L L L 1 - 1 L I i � Runoff 0.75' 0.7 4 + + 4 Type- 11 24 r _2_,_ Year 0.65 Rp nfl a t -x.75 0.6 + + + + + ++ + 0.55 + T T Runoff _sf UMq_ U) 0 fi - I : I i I I i I i I I I I ..., 0.45 -t - - t- ,, TT , 1 -1TT1,�T,,� I - - L I --- I I I Rurtoff_De 0 0.4 - 0.35 '�'� -T F Flow 4 9th �74 -- f i 0.25! ! ! ! ! ! ci�!��� -� 0.2 T T T T , , T T T T F + 0.15 ++ ++� 0.05 1 T , � 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Aldi Oak Park Heights Type 11 24 -hr 2 Year Rainfall= 2.75" Prepared by I &S Group Page 5 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Pond 4P: Pond B7A Inflow Area = 3.809 ac, Inflow Depth = 1.09" for 2 Year event Inflow = 5.06 cfs @ 12.04 hrs, Volume= 0.347 of Outflow = 5.02 cfs @ 12.06 hrs, Volume= 0.347 af, Atten= 1 %, Lag= 1.1 min Primary = 5.02 cfs @ 12.06 hrs, Volume= 0.347 of Routing by Sim -Route method, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 935.34' @ 12.06 hrs Surf.Area= 1,457 sf Storage= 262 cf Plug -Flow detention time= 0.7 min calculated for 0.347 of (100% of inflow) Center -of -Mass det. time= 0.7 min ( 837.4 - 836.7 ) Volume Invert Avail.Storage Storage Description #1 935.00' 17,114 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 935.00 100 0 0 936.00 4,128 2,114 2,114 937.00 7,435 5,782 7,896 938.00 11,001 9,218 17,114 Device Routing Invert Outlet Devices #1 Primary 930.19' 24.0" x 318.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 928.27' S= 0.00607' Cc= 0.900 n= 0.013 #2 Device 1 930.74' 18.0" x 35.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 930.39' S= 0.01007' Cc= 0.900 n= 0.013 #3 Device 2 935.00' 30.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 #4 Device 1 935.62' 30.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 Primary OutFlow Max =5.02 cfs @ 12.06 hrs HW= 935.34' (Free Discharge) L1- Culvert (Passes 5.02 cfs of 24.28 cfs potential flow) 2=Culvert (Passes 5.02 cfs of 16.69 cfs potential flow) L3- Orifice /Grate (Weir Controls 5.02 cfs @ 1.9 fps) - Orifice /Grate ( Controls 0.00 cfs) Pond 4P: Pond B7A Hydrograph 5.02 cfs - Inflow - - Primary 5 Inflow Area -3.809 ac' 4 P Stora g e1=262 cf N v 3 i 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Aldi Oak Park Heights Type 1124 -hr 10 Year Rainfall= 4.20" Prepared by I &S Group Page 6 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Time span =5.00 -30.00 hrs, dt =0.01 hrs, 2501 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment 2S: Proposed Aldi Site Runoff Area = 80,586 sf Runoff Depth >3.11" Tc =12.0 min CN =90 Runoff =7.96 cfs 0.479 of Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Runoff Area = 85,313 sf Runoff Depth= 1.27" Flow Length =774' Tc =19.9 min CN =67 Runoff =2.60 cfs 0.207 of Pond 4P: Pond 137A Peak Elev= 935.53' Storage =610 cf Inflow =9.90 cfs 0.686 of Outflow =9.80 cfs 0.686 of Total Runoff Area = 3.809 ac Runoff Volume = 0.686 of Average Runoff Depth = 2.16" 12539 Aldi Oak Park Heights Type 1124 -hr 10 Year Rainfall= 4.20" Prepared by I &S Group Page 7 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Subcatchment 2S: Proposed Aldi Site Runoff = 7.96 cfs @ 12.04 hrs, Volume= 0.479 af, Depth> 3.11 " Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall= 4.20" Area (sf) CN Description 63,598 98 Paved parking & roofs 16,988 61 >75% Grass cover, Good, HSG B 80,586 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 12.0 Direct Entry, Subcatchment 2S: Proposed Aldi Site Hydrograph 7.96 cfs — Runoff 8 fil 7 Type 11 24- h r 101 Year Rlinlfall - 6 Runoff Area:�80;50 sf -Ru-noff Me=0.47!� I 5 V o lu i I I I i I I I I I �1 i R u noff D 1 � I - - 1 4 4- I I -4 I I -4 � 4 I I I I I I I I I I I I � � I i I c " 3 II i II I i Ii II I i i Ii IIII i II Ii IIII iI II II C N - 1 - 9 0-1 1 - -- � I I � 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Aldi Oak Park Heights Type 1124 -hr 10 Year Rainfall= 4.20" Prepared by I &S Group Page 8 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Runoff = 2.60 cfs @ 12.14 hrs, Volume= 0.207 af, Depth= 1.27" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall= 4.20" Area (sf) CN Description 20,196 85 Gravel roads, HSG B 58,520 61 >75% Grass cover, Good, HSG B 6,597 61 >75% Grass cover, Good, HSG B 85,313 67 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 10.0 100 0.0590 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.7 173 0.0590 1.7 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.7 251 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 250 0.0360 2.8 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 19.9 774 Total Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Hydrograph 2.60 cfs Runoff Type 12 h r 1 Oil Ye R 1 Run of�f A rai$6,1 s R CIf G Runoff DePth=1.27" Flow Leng h �7;7' I I Tc 1 Min C'N 6 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Aldi Oak Park Heights Type 1124 -hr 10 Year Rainfall= 4.20" Prepared by I &S Group Page 9 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Pond 4P: Pond B7A Inflow Area = 3.809 ac, Inflow Depth > 2.16" for 10 Year event Inflow = 9.90 cfs @ 12.05 hrs, Volume= 0.686 of Outflow = 9.80 cfs @ 12.07 hrs, Volume= 0.686 af, Atten= 1 %, Lag= 1.4 min Primary = 9.80 cfs @ 12.07 hrs, Volume= 0.686 of Routing by Sim -Route method, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 935.53' @ 12.07 hrs Surf.Area= 2,220 sf Storage= 610 cf Plug -Flow detention time= 0.8 min calculated for 0.686 of (100% of inflow) Center -of -Mass det. time= 0.8 min ( 823.2 - 822.5 ) Volume Invert Avail.Storage Storage Description #1 935.00' 17,114 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 935.00 100 0 0 936.00 4,128 2,114 2,114 937.00 7,435 5,782 7,896 938.00 11,001 9,218 17,114 Device Routing Invert Outlet Devices #1 Primary 930.19' 24.0" x 318.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 928.27' S= 0.00607' Cc= 0.900 n= 0.013 #2 Device 1 930.74' 18.0" x 35.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 930.39' S= 0.01007' Cc= 0.900 n= 0.013 #3 Device 2 935.00' 30.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 #4 Device 1 935.62' 30.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 Primary OutFlow Max =9.80 cfs @ 12.07 hrs HW= 935.53' (Free Discharge) L1- Culvert (Passes 9.80 cfs of 24.73 cfs potential flow) 2=Culvert (Passes 9.80 cfs of 17.09 cfs potential flow) L3- Orifice /Grate (Weir Controls 9.80 cfs @ 2.4 fps) - Orifice /Grate ( Controls 0.00 cfs) Pond 4P: Pond B7A Hydrograph 11-- I I 1 I I I I I I 1 Inflow 9.80 cfs - Primar 10 - +++11 ++ ++1 y I 1 I I 1 I I I I I I I I I 9 I r . I 1 I I a I 1 I I 1 I I I I I I I I 1 I 7 8 Pea 1 + T I I 7 1 , St �I I 1 I 1 I I I I I I N I 1 I I 1 I I 1 1 1 I 1 I I I 1 1 I i - I I - - � I 1 I I 1 1 I I 1 I I I 1 1 I 1 1 I I I I I O I 1 I I 1 I I 1 1 1 I 1 I I I 1 1 I 1 1 I 1 I 1 I 4 -- 1 I --- l I -- 1 ----- 1 - - -' 111 III 1 ' I 1 1 1 I I I I I T I I I 1 I I 1 I I 1 I 1 1 1 I 1 1 1 I 1 I 1 I I 1 1 I 1 1 1 I 1 I I I 1 1 I 1 1 1 1 I 1 I 3____1 - - -1 - --1 L L I L L L 1 I L L L 1 I L L L 1 I L L I I 1 I 1 1 1 1 I I 1 I I 1 1 1 1 1 1 I 1 1 I 1 I 1 I I I I I I I 1 I I 1 I I 1 1 1 1 1 1 1 I 1 I - - - - - I 1 1 I I I 1 1 1 1 1 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Aldi Oak Park Heights Type 1124 -hr 100 Year Rainfall= 5.90" Prepared by I &S Group Page 10 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Time span =5.00 -30.00 hrs, dt =0.01 hrs, 2501 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment 2S: Proposed Aldi Site Runoff Area = 80,586 sf Runoff Depth >4.73" Tc =12.0 min CN =90 Runoff =11.86 cfs 0.730 of Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Runoff Area = 85,313 sf Runoff Depth= 2.45" Flow Length =774' Tc =19.9 min CN =67 Runoff =5.29 cfs 0.401 of Pond 4P: Pond 137A Peak Elev= 935.71' Storage =1,082 cf Inflow =16.09 cfs 1.131 of Outflow =15.99 cfs 1.131 of Total Runoff Area = 3.809 ac Runoff Volume = 1.131 of Average Runoff Depth = 3.56" 12539 Aldi Oak Park Heights Type 1124 -hr 100 Year Rainfall= 5.90" Prepared by I &S Group Page 11 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Subcatchment 2S: Proposed Aldi Site Runoff = 11.86 cfs @ 12.03 hrs, Volume= 0.730 af, Depth> 4.73" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall = 5.90" Area (sf) CN Description 63,598 98 Paved parking & roofs 16,988 61 >75% Grass cover, Good, HSG B 80,586 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 12.0 Direct Entry, Subcatchment 2S: Proposed Aldi Site Hydrograph 13 11.86 cfs � � i I I I i I I I i — Runoff 12 i I _T I I I i 11 - -- I ye2 r10 �ea 1 i fajf_ - m90' 10 II � rt I I�Tr�iI�rt� F '-- 'R ' 1 I Ii I I 9 ITIT�I Run T - -I loff A rea�B0,53� sIf 8 � rtrt fig I 1 1 7 uno,f � 3� cif 1 Riuhoff D 6 I -i 4- I I I -- - - - + - I I I I i -.b min 5 I + I I 12 I 1 444- I I4+ - I I- 4� CN=n 1 I I I I I I I I I I I I i I I I I I I I I I I i I I I I I I I I I i I I I I I I I i I I I I I I I I I I i 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Aldi Oak Park Heights Type 1124 -hr 100 Year Rainfall= 5.90" Prepared by I &S Group Page 12 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Runoff = 5.29 cfs @ 12.14 hrs, Volume= 0.401 af, Depth= 2.45" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall = 5.90" Area (sf) CN Description 20,196 85 Gravel roads, HSG B 58,520 61 >75% Grass cover, Good, HSG B 6,597 61 >75% Grass cover, Good, HSG B 85,313 67 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 10.0 100 0.0590 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.7 173 0.0590 1.7 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.7 251 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 250 0.0360 2.8 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 19.9 774 Total Subcatchment 5S: P7A From FFE Calcs (1 -24 -2007) Node P7A Hydrograph 5.29 cfs Runoff 5 -- - Tiyp I 12401hr 100 Rlinlfall=15.901 R anoff Ar 85 ,34 a s U) Runoff V �f V � i I I I I 3 _ -� � -� I I - �, �, �, R�� off ur� T��- ���.4�"F - - � Flow 4 1 ho-71,74 ng 2 i i i T C. m9 M1h C'N 6 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 12539 Aldi Oak Park Heights Type 1124 -hr 100 Year Rainfall= 5.90" Prepared by I &S Group Page 13 HydroCAD® 7.10 s/n 002403 © 2005 HydroCAD Software Solutions LLC 5/24/2010 Pond 4P: Pond B7A Inflow Area = 3.809 ac, Inflow Depth > 3.56" for 100 Year event Inflow = 16.09 cfs @ 12.05 hrs, Volume= 1.131 of Outflow = 15.99 cfs @ 12.07 hrs, Volume= 1.131 af, Atten= 1%, Lag= 1.2 min Primary = 15.99 cfs @ 12.07 hrs, Volume= 1.131 of Routing by Sim -Route method, Time Span= 5.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 935.71' @ 12.07 hrs Surf.Area= 2,954 sf Storage= 1,082 cf Plug -Flow detention time= 0.9 min calculated for 1.131 of (100% of inflow) Center -of -Mass det. time= 0.8 min ( 813.5 - 812.7 ) Volume Invert Avail.Storage Storage Description #1 935.00' 17,114 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 935.00 100 0 0 936.00 4,128 2,114 2,114 937.00 7,435 5,782 7,896 938.00 11,001 9,218 17,114 Device Routing Invert Outlet Devices #1 Primary 930.19' 24.0" x 318.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 928.27' S= 0.00607' Cc= 0.900 n= 0.013 #2 Device 1 930.74' 18.0" x 35.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 930.39' S= 0.01007' Cc= 0.900 n= 0.013 #3 Device 2 935.00' 30.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 #4 Device 1 935.62' 30.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 Primary OutFlow Max =15.99 cfs @ 12.07 hrs HW= 935.71' (Free Discharge) L1- Culvert (Passes 15.99 cfs of 25.15 cfs potential flow) 2=Culvert (Passes 15.31 cfs of 17.48 cfs potential flow) L3- Orifice /Grate (Weir Controls 15.31 cfs @ 2.8 fps) - Orifice /Grate (Weir Controls 0.68 cfs @ 1.0 fps) Pond 4P: Pond B7A Hydrograph 18 17 + + + - I + + + I + + - Inflow 15.99 cfs - Primar Ir I ",tw lkr i 15 AF I a=3.009 �ao I I I I 1 T - T T T I T T I T T T I T T I i I I I I I i I I i I 13 Pea + + + + + + + + - 12 II !! ! 1 1 1I !! ! I1 I I I --- 1-i-I I I I i I I I I I i I I i I I I I 1 0$2 I -cf i ---------- 1 or9 1 2 I I I I I G I I I I I I I I I I I I I I I I I i I I i I I I I L L I L L I -1 L L I I L U L L I i 7 I I I I I I I I I I i I I i I I i I I I I I I I I I I 6 I T T T 1 + + + I T T T I I T + + - 1 T I 4 I I L L L -I_ I L L L 1 I L L L I I- L L L 1 I L L 1 3 i I I I I I I i I I i i I I i I I i I I i I -- - - - - - - I I 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) GROUP One firm - start to finish Appendix E HydraFlow Storm Drain Analysis — Proposed Conditions Aldi Oak Park Heights E Stormwater Report N LO O CO C O U) C O X W U) O O E O O T Cl) N o C6 CD T � Y J W 4- cz V� O V) T O a 00 E 00 P -2,- z a Q' a N N d7 00 c9 (.fl p• co N Q a Co Q P -5 a a E U) E o 4-j Cl) O CY) *Me C\j C/) T A M 4-j U L .� N ° r I 1 0- 1 N 117 O C C O a U , X LU U) 0 � O U) C E J o O C/) CD T O T Q CD I N � N co "t LO ` N 00 00 T _ O ate•+ W O 0) O LO 0) O I` O 00 . . 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